20140914 Ver 1_Application_20140821

W-5107 MITIGATION PLAN

Due to t he nat ure and ext ent of jur isd ict io nal impacts associated wit h t his project NCDOT is
prepared to pro vid e co mpensato ry mit igat io n to offset impacts to wetland s, st reams, and buffer s
within t he project area. Mit igat io n for 2.92 acr es wet land impact s will be acquired t hrough
NCEEP’s in-lieu fee pro gram at a 2:1 ratio. St ream impact s will also be mit igated t hrough EEP,
at a 1:1 rat io for 55 linear feet of hig hly degraded st ream reach, and at a 2:1 rat io fo r all other
impact ed reaches tot ally 512 linear feet . Updated permit sit e specific st ream qualit y assessment
fo r ms are included with t his do cument .

Bu ffer mit igat ion will be requ ired fo r t his pro ject and will be pro vid ed t hrough a co mbinat io n o f
o n-sit e mit igat io n and payment int o t he in-lieu fee program. In t he int erest of sat isfying
mit igat ion requ irement s for this pro ject 128,931 square feet o f buffer mit igat ion will be acqu ired
t hrough the in lieu fee program ad min ist ered by NCEEP. NCDOT agrees to restore an addit iona l
29,082 square feet o f r iparian bu ffer s on-sit e. This wo rk will be carr ied o ut in t he appropriate
p lant ing season subsequent to t he complet ion o f project const ruct io n. NCDOT will engage in
Type 2 Streambank Rest orat io n as needed wit hin t he appro priat e landscape po sit io ns. Fo r
furt her infor mat ion o n spacing and sp ecies composit io n p lease see t he att ached planting plan
det ail. NCDOT will visually mo nit or t he veget at ive plant ings t o assess and ensure co mplete
st abilizat io n o f t he mit ig at io n buffer segment s. The monit o ring shall be conduct ed annually fo r a
minimum o f t hree (3) year s aft er final p lant ing. Photo do cument at ion sho u ld be ut ilized to
do cument t he success o f t he ripar ian veget ation and t he result s su bmit t ed in a final repo rt wit hin
sixt y (60) aft er complet ing t he mo nit o ring. After three (3) years a sit e visit shall be co nduct ed by
t he resource agencies to “close o ut ” t he mit igat io n sit e.

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OF LIVE STAKE IS WITHIN GROUND LIVE STAKES SHALL BE DRIVEN UNTIL APPROXIMATELY ON CENTER LIVE STAKES SHALL BE SPACED APPROXIMATELY 4 FEET NOTE:
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(Version 1.2; Released September 2011)
W-5107
County(ies):
Johnston
Page 1of 1
Project Type:
Date:
Phone:
Phone:
Email:
Email:
County(ies):
CAMA County?
Design/Future:
Existing:
Surrounding Land Use:
Mix of agriculture, business, redisential, and woods
1.27 Miles
Project Built-Upon Area (ac.)
Proposed Project
Existing Site
Project Length (lin. Miles or feet):
River Basin(s):
Primary Receiving Water:
Class C
Buffer Rules in Effect
Project Description
None
NCDWQ Surface Water Classification for Primary Receiving Water
303(d) Impairments:
Other Stream Classification:
W
SP - Rana Stansell, PE
City/Town:
919-678-0035
Address:
Smithfield
919-707-6738
Johnston
No
ac.
General Project Narrative:
The project consists of widening along US 70 (-L-), construction of 2 interchanges. The first interchange consists of ramps onto and from US 70 that connects US 70 to US 70
Business (-Y1-), Woods Road, Peedin Extension Road, and Gor-An Farm Road. A new road (-SR1-) will be constructed off of Woods Road that will provide access to an
existing business which previously had access to via US 70 Business prior to this construction. The second interchange consists of ramps onto and from US 70 that connects
US 70 to Davis Mill Road (-Y6-). A new road (-SR2-) will be constructed off of Davis Mill Road. This road will provide access to residents which previously had access via US
70 or Davis Mill Road prior to this construction.
This first interchange crosses Bawdy Swamp at two locations. Bawdy Swamp is included in a FEMA limited detailed study. The first crossing occurs on –Y1LPC- and consists
of an extension to an exsiting dual 10’ x 8’ RCBC. The second crossing of Bawdy Swamp occurs across -Y1-, -Y1RPD and -SR1- and consists of a triple 10’ x 9’ RCBC. The
second interchange crosses Quincossin Swamp at three locations. Quincossin is not included in a FEMA study. The first crossing occurs on -SR2- and -Y6LPB- and consists
of a dual 9’ x 9’ RCBC. The second crossing occurs on -Y6- and consists of a dual 9’ x 9’ RCBC. The third crossing occurs on -L- and consists of an extension to an existing
dual 9’ x 6’ RCBC.
Construction will generate impacts to streams, wetlands and buffers as shown on the permit drawings. W
henever possible, the footprint of the impacts was minimized to the
amount required for construction by steepening fill slopes and/or adding a hinge point to the typical ditch/swale section. Vegetated swales were used to the maximum extent
practicable to treat runoff prior to discharge into the creeks. Treatment swales were sized to treat the 2-yr discharge at low velocities (< 2 fps) and to convey the 10-yr
discharge at non-erosive velocities (< 4 fps). Swales promote infiltration and runoff attenuation by reducing flow velocities. The swales will remove suspended solids and
nutrients as well as promote infiltration and provide runoff attenuation. At some locations, water quality rock checks were incorporated to terrace the swale in order to maintain
a flat effective slope and provide erosion control.
Once construction is complete, several of the buffer areas will be replanted. Areas to be replanted are shown on the permit drawings. These areas are downstream of -SR2-
and -Y6LPB (Site 5), both upstream and downstream of -Y6- (Site 6) and downstream of -L- (Site 7).
Typical Cross Section Description:

References
Average Daily Traffic (veh/hr/day):
ac.
North Carolina Department of Transportation
Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
FOR LINEAR ROADWAY PROJECTS
Jon Moore, PE
Widening, relocation, and new location
NCDOT Hydraulics Unit
Raleigh, NC 27610
1020 Birch Ridge Drive
General Project Information
Address:
8/7/2014
15401 W
eston Parkway
Suite 100
Cary, NC 27513
Project/TIP No.:
NCDOT Contact:
Project No.:
W-5107
Contractor / Designer:
[e-mail]
Neuse
27-50-1 and 27-50-2
[e-mail]
Varies greatly depending on road type. Typicals are included.
Neuse
NCDWQ Stream Index No.:
Supplemental:
Nutrient Sensitive W
aters (NSW)
Primary:
Bawdy Swamp and Quicosion Swamp
1
Coggins, Tony C
From:Jordan, Gary <[e-mail]>
Sent:Tuesday, August 19, 2014 7:42 AM
To:Coggins, Tony C
Cc:Tom Steffens; Wilson, Travis W.
Subject:Re: W-5107 ESA concurrance
Attachments:W5107_CE.pdf
Chad,

I co ncur with NCDOT's bio lo g ical conclusio n t hat t he pro ject will have no effect on federally listed species.

Gar y Jo rdan
Fish and Wildlife Bio logist
US Fish and Wildlife Service
P.O. Box 33726
Raleigh, NC 27636-3726

Pho ne: 919-856-4520 x.32
Email: gar y_jo [e-mail]

On Mon, Aug 18, 2014 at 9:51 AM, Coggins, Tony C <tccoggins@ncdo t .go v> wrot e:
Here is W-5107 CE. Please review Bio lo g ical Conclusions p34-37 and pro vide concurrence/feed back. Thanks

Chad Co ggins
Enviro nment al Officer
NCDOT Divisio n 4
252 717-8699 (cell)
252 296-3532 (o ffice)

Email correspondenc e t o and from this sender is subject t o the N.C. Publi c Rec ords Law and m ay be discl osed to third parties.

3-CABLES
3-CABLES
70
Creek
B
a
w
d
y
107
+92.49
02
03
04 04
00
0808
08
08
02
02
08
0202
0202
0202
0202
0404
0404
0202
0202
04
04
08
0808
00
00
04
04
03030202
0202
0000
0404
0404
0000
02
0202
02
02
00
08
08
08
08
0202
02
00
0503
0202
0202
06
06
06
02
0202
02
08
08 0200
08
08
01
02 02
08
08
02
02
02
08
08
08
02 02
00
02
02
05
05
02
00
0202
02 0202
0202
02 02
GRAU-350
GRAU-350
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST. G/RTIE TO
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
CAT-1
0202
02
02
ANCHORCABLE GUIDERAIL
CAT-1
CAT-1
IA-350ANCHORCABLE GUIDERAIL
GRAU-350
GRAU-350
CAT-1
CAT-1
CAT-1
EXISTING CABLE GUIDERAIL
GUIDERAIL ANCHOR
CABLE
PROPOSED CABLE GUIDERAILGUIDERAIL ANCHOR
CABLE
EXISTING CABLE GUIDERAIL
EXISTING CABLE GUIDERAIL
IA-350 IA-350PROPOSED GUARDRAIL
PROPOSED GUARDRAIL PROPOSED GUARDRAIL PROPOSED GUARDRAIL
GUARDRAILPROPOSED
GRAU-350
GRAU-350PROPOSED GUARDRAIL
PROPOSED GUARDRAIL
CAT-1
0202
GUIDERAILPROPOSED CABLE
STEVE SMALLWOOD, P.E.

2550
25 50 10050
5 10 20 10
=
=
ADT

0
0
0
PROFILE (HORIZONTAL)

PROJECT LENGTH
LETTING DATE:
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1
DESIGN DATA Prepared in the Office of:DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
P.E.
SIGNATURE:
SIGNATURE:
P.E.
P.E.
PROJECT ENGINEER
GRAPHIC SCALES

PLANS
PROFILE (VERTICAL)
LOCATION:
TYPE OF WORK:
0
9
/
0
8
/
9
9
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
0
00
5
/
2
8
/
2
0
14
R
:
\
W
5
10
7
\
H
y
d
r
a
u
l
i
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
\
B
u
f
f
e
r
s
\
W
-
5
10
7
_
h
y
d
_
p
r
m
_
b
u
f
_
t
s
h
_
1.
d
g
n
u
s
v
m
0
4
3
8
8
T
I
P

P
R
O
J
E
C
T
:
STATE HIGHWAY DESIGN ENGINEER
D
E
P
A
R
T
MEN
T
O
F TRA N S PORTA
T
I
O
N
S
T
A TEOFNORT
H
C AR
O
LI
N
A
VICINITY MAP
801 Corporate Center Drive, Suite 300
Raleigh, NC 27607-5073
Tel: [phone] Fax: [phone]
WWW.ARCADIS-US.COM
G & M of North Carolina, Inc.
LIMITS ESTABLISHED BY METHOD III.
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE
THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
See Sheet 1-B For Conventional Symbols
See Sheet 1-A For Index of Sheets

US 70
-L
--L-
US 70 BUS.-Y1-
R
D.
G
O
R-
A
N
F
A
R
M
S
R
2
3
0
7
-
Y
2-
PEEDIN EXT. RD.
SR 2308-Y1-
W
O
O
D
S
R
D.
S
R
2
5
1
3
-
Y
3-
R
D.
S
T
E
V
E
N
S
C
H
A
P
E
L
S
R
2
3
1
0
-
Y
6-
P
E
E
DI
N
R
D.
S
R
2
3
0
9
END TIP PROJECT W-5107
-L- POT STA. 122+60.04
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
Mill
D
a
vis
R
d.
Braswell Rd.
C
o
u
ntr
y
Store
Rd.
W . Braswell Rd.
P
e
e
d
in

R
d
.
Cr
e
e
c
h
s
Mill
R
d.
Rd.
Prest
o
n
P
r
e
s
t
o
n Rd.
Daughtry
Rd.
Crocker R
d.
H
ill
R
d
.
W
oods
R
d
.
Old
S
a
n
d
ers
H
ill
Rd.
Short
CreechRd.
CutAcrossRd.
F
ir
e
t
o
w
e
r
R
d
.
Fireto
wer
R
d.
G
or-a
n
F
a
r
m
R
d.
J
ani
e
R
d.
EastGordon Rd.
Southern
Railway
West Blanche
St.Ext.Tolar Rd.
M
o
c
c
asi
n
Cr
e
e
k
Crescent
St.
Azalea Dr.P
i
n
e
St.
Elm St.
J
a
m
e
s Dr.
A
70
A
70
70
BUS
70
70
95
PROJECT
END
Rd.
D
a
vis
M
i
l
l
PROJECT
BEGIN
-Y1LPC--Y1RPD-
-Y1RPC-
-SR1-
-Y1RPA--Y1LPA-
-Y6LPC-
-Y6LPB-
-SR2-
=ADT
=
=
=60 MPH
10
11
6
5
END CONSTRUCTION
-L- POT STA. 49+67.25
BEGIN CONSTRUCTION
-L- POC STA. 92+77.24
W
-
5
1
0
7

C
O
N
T
R
A
C
T
:

ENGINEER
HYDRAULICS
ENGINEER
ROADWAY DESIGN
for the North Carolina Department of Transportation
NC License No. C-1869
2012 STANDARD SPECIFICATIONS
RIGHT OF WAY DATE:
45,000
DUALS =4%
60 %
10 % *
2035
2015
DHV
D
T
V
9 %
*TTST =6%
JOHNSTON COUNTY
US 70 EAST OF I-95 FROM SR 2305 (FIRETOWER RD.)
TO EAST OF SR 2310 (DAVIS MILL RD. - STEVENS CHAPEL RD.)
WBS-41871.1.1 P.E.

W-5107

D
A
VI
S
MI
L
L
R
D.
S
R
2
3
10
-
Y
6-SEL
MA
TO
4
BEGIN TIP PROJECT W-5107
-L- POC STA. 12+25.21
PRINCETONTO
TOTAL LENGTH STATE PROJECT = 1.27 MILES
LENGTH ROADWAY PROJECT = 1.27 MILES
FIRETOWER RD.
SR 2305
FIRETOWER RD.
SR 2305
R
D.
C
R
E
E
C
H’
S
MI
L
L
S
R
2
3
0
9
-SR3-
RURAL PRINCIPAL ARTERIAL
FUNCTIONAL CLASS =
STATEWIDE TIER DESIGN
-SR4-
SHOWN ON THE PLANS.
WITH ACCESS BEING LIMITED TO POINTS
THIS IS A FULL CONTROLLED-ACCESS PROJECT
29,538
STPNHS-0070(117)
CONVENTIONAL PLAN SHEET SYMBOLS
R/W, UTIL.
Cary, NC 27513 - 919.678.0035
15401 Weston Parkway Suite 100
www.wspsells.com
LICENSE NO. F-0891
Transportation & Infrastructure
ARCADIS CONTACT
NCDOT CONTACT
PROJECT ENGINEER
JERRY PAGE, P.E.
MARCH , 2013
LIMITS ESTABLISHED BY METHOD III.
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE
FEBRUARY 17, 2015
STPNHS-0070(117)WBS-41871.2.1
REMOVAL
MEDIAN CROSS-OVER
BEGIN CONSTRUCTION
REMOVAL
MEDIAN CROSS-OVER
END CONSTRUCTION
-L- STA. 69+52
REMOVAL
MEDIAN CROSS-OVER
END CONSTRUCTION
-L- STA. 59+94
REMOVAL
MEDIAN CROSS-OVER
BEGIN CONSTRUCTION
-L- STA. 77+81
REMOVAL
MEDIAN CROSS-OVER
BEGIN CONSTRUCTION
-L- STA. 87+61
REMOVAL
MEDIAN CROSS-OVER
END CONSTRUCTION
REMOVAL
MEDIAN CROSS-OVER
BEGIN CONSTRUCTION
MEDIAN GUARDRAIL
END CONSTRUCTION
7
GRADING, PAVING, DRAINAGE, STRUCTURES AND SIGNING
BUFFER IMPACTS PERMIT
SHEET 1 OF 7
PERMIT DRAWING
25 50
LOCATION
ROAD
CROSSING BRIDGE
PARALLEL
IMPACT
ZONE 1
(ft2)
ZONE 2
(ft2)
TOTAL
(ft2)
ZONE 1
(ft2)
ZONE 2
(ft2)
TOTAL
(ft2)
ZONE 1
(ft2)
ZONE 2
(ft2)
3
Peedin ext Bawdy
Creek Road Fill and Clearing
26+02 to 26+54 L -RT-
26+95 to 28+85 L -RT-
21+82 to 24+45 Y1-LT-
23+04 to 25+54 Y1-LT- X 23014.0 14682.0 37696.0
4
Peedin ext Bawdy
Creek Road Fill and Clearing
23+59 to 24+36 Y1-
RT- 24+31 to 25+07
Y1-RT-X 11534.0 6703.0 18237.0
5
Stevens Chapel
Quincosin Swamp Road Fill and Clearing
13+20 to 14+56 SR2-
LT- 13+55 to 15+51
SR2-LT- 13+27 to
14+44 SR2-RT- 14+00 X 19814.0 13932.0 33746.0 7292.0 3363.0
6
Stevens Chapel
Quincosin Swamp Road Fill and Clearing
25+64 to 27+01 Y6-LT-
26+36 to 27+37 Y6-LT-
25+32 to 26+65 Y6-
RT- X 9264.0 4781.0 14045.0 5534.6 3846.9
7
Stevens Chapel
Quincosin Swamp Road Fill and Clearing
118+91 to 119+91 L-
RT- 120+05 to 121+27
L-RT- X 2538.0 1886.0 4424.0 5487.0 3559.0
TOTAL:0.0 0.0 0.0 66164.0 41984.0 108148.0 18313.6 10768.9
SHEET 1 OF 2
N.C. DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS

PROJECT: (W-5107)
5/22/2014
JOHNSTON COUNTY
Bawdy Swamp and Quioccasin Swamp
IMPACT
BUFFER IMPACTS SUMMARY
TYPE
SITE NO.
STRUCTURE SIZE /
TYPE
STATION
(FROM/TO)
ALLOW ABLE MITIGABLE
BUFFER IMPACT
THEN REPLACE
Rev. May 2006
LOCATION
ZONE 1
(ft2)
ZONE 2
(ft2)
3
Peedin ext
Bawdy Creek
26+02 to 26+54 L -RT-
26+95 to 28+85 L -RT-
21+82 to 24+45 Y1-LT-
23+04 to 25+54 Y1-LT- 21837 12743
4
Peedin ext
Bawdy Creek
23+59 to 24+36 Y1-
RT- 24+31 to 25+07
Y1-RT-11534 6703
7
Stevens Chapel
Quincosin Swamp
118+91 to 119+91 L-
RT- 120+05 to 121+27
L-RT- 478 1215
TOTAL:33849 20661
W ETLANDS IN
BUFFERS
SITE NO.
STATION
(FROM/TO)
WETLANDS IN BUFFER IMPACTS SUMMARY
SHEET 2 OF 2
5/22/2014
N.C. DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS

PROJECT: (W-5107)
JOHNSTON COUNTY
Bawdy Swamp and Quioccasin Swamp
Rev. Jan 2009
15
" R
C
P
15"
RCP
15
"
R
C
P
C
O
N
C
2
-
1
0
’
X
8
’

B
A
R
R
E
L
C
O
N
C
3
-
7
’
X
7
’
B
A
R
R
E
L
S
CB CB
CB
MTL
MTL
MTL
W
W
G
R
1SFD
B
15" CMP
SOIL B
15"
R
C
P
MTL
MTL
BST
15" RCP
72" CHL
S
S
S
48" WW & 1SBW
48" WW & 1SBW
48" WW & 1SBW
WOODS
WOODS
CULTIVATED
CULTIVATED
CULTIVATED
WOODS
W
O
O
D
S
WOODS
WOODS
FALLOW
WOODS
WOODS
BAWDY
SWAMP
BAWDY
SWAMP
US 70 BUS VARIABLE BST
IIH
I
300’ OF 16" HDPE JOHNSTON CO.
12" JOHNSTON CO.
12"
(TS)
(T S )
(TS)
(TS)
HH
(TS)
HH
(TS)
HH
(TS)
12" JOHNSTON CO.
CASING PIPE
40’ OF 20" STL.
B
A
W
D
Y S
W
A
MP
B
A
W
D
Y S
W
A
MP
F
F
F
C
C
C
C
F
F
F
F
F
F
C
C
F
C
C
C
C
F
C
C
C
F
F
C
F
F
F
F
F
C
A
C A
C
A
C
A
RETAIN
RETAIN
REMOVE
REMOVE
REMOVE
REMOVE
+
5
0
L
T
B
E
GI
N
S
B
G
+
0
0

RT
B
E
G
IN

S
B
G
+50 RT
END SBG
+
2
5

LT
E
N
D

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
4
0
.
5

LT
B
E
G
IN

S
B
G
+08 RT
BEGIN SBG
+08 RT
END SBG
+34 LT
BEGIN SBG
+34 LT
END SBG
REMOVE
R
E
M
O
V
E
2
4
"

R
C
P
-
I
I
I
3-7’X7’ RCBC
REMOVE EXISTING
2-10’X8’ RCBC
EXTEND EXISTING
2-10’X8’ RCBC
RETAIN EXISTING
RIP RAP
CLASS I
15" RCP-III 15" RCP-III
15" RCP-III
1
5
"
R
C
P-III
RPC-1
SEE CHART BELOW
FOR DITCHES LPC 1 - 9
RPC-2
RPC-3
RPC-4
RPC-5
LPC-6
LPC-7
LPC-5
LPC-1
LPC-2
LPC-3
LPC-8
LPC-9
LPC-4
SEE DETAIL AC
LINE w/PSRM
STA. 33+00 -Y1- LT
STA. 32+50 TO
LATERAL BASE DITCH
SEE CHART ABOVE
FOR DITCHES RPC 1 - 6
RPC-6
RIP RAP
CLASS I
TB
TB
TB
T
B
T
B
CHANNEL CHANGE
PROPOSED
TB
SEE DETAIL AV, SH. 2E
STA. 20+40 -Y1RPC- RT
STA. 15+05 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL Q, SH. 2C
LINE W/PSRM
STA. 20+40 -Y1RPC- RT
STA. 19+00 -Y1- LT TO
SPECIAL CUT BASE DITCH
SEE DETAIL B, SH. 2C
STA. 19+00 -Y1- LT
STA. 18+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AB, SH. 2D
STA. 11+50 -SR1- LT
STA. 21+50 -Y1- RT TO
STANDARD ’V’ DITCH
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
14+25 -SR1- RT
STA. 10+54 TO
TOE PROTECTION
SEE DETAIL AK, SH. 2D
LINE W/ PSRM
16+52 -SR1- LT
STA. 12+61 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- LT
STA. 16+52 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 27+50 -Y1-
STA. 19+00 -Y1RPD- TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 18+26 -SR1- RT
STA. 17+76 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
17+36 -SR1- RT
STA. 14+97 TO
TOE PROTECTION
SEE DETAIL AA, SH. 2D
STA. 17+76 -SR1- RT
STANDARD BASE GRASSED SWALE
SEE DETAIL D, SH. 2C
STA. 32+50 -Y1- LT
STA. 29+49 TO
LATERAL GRASSED SWALE
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
31+00 -L-
STA. 29+00 TO
TOE PROTECTION
TB
T
B
TB
TB
3-10’X9’ RCBC
PROPOSED
RIP RAPCLASS I
STA. 23+53 -L- M
STA. 19+00 TO
MEDIAN GRASSED SWALE
STA. 28+60 -L- M
STA. 23+53 TO
MEDIAN GRASSED SWALE
STA. 30+04 -L- M
STA. 28+60 TO
MEDIAN GRASSED SWALE
STA. 31+75 -L- M
STA. 30+04 TO
MEDIAN GRASSED SWALE
P
P
P
P
2
5
3
0
2
0
25
30
10
15
20
15
2
0
G
R
A
U
-3 50
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST. G/R
TIE TO
1
5
CAT-1
ANCHOR
CABLE GUIDERAIL
CAT-1
IA-350
ANCHOR
CABLE GUIDERAILGRAU-350DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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d
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a
u
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i
c
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\
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a
w
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\
W
-
5
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7
_
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b
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p
s
h
_
2
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107 2
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
H
y
d
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a
u
l
i
c
s
\
P
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R
M
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S
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-
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7
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h
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b
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p
s
h
_
2
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107
S
E
E

S
H
E
E
T

5
MAT
C
H
LIN
E

S
T
A
2
3
+
0
0
SE
E
SH
E
E
T 5
MA
TC
H
LIN
E
STA
16+00
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.55 FT
V10**= 2.06 FPS
Q10= 33.94 CFS
D2= 1.27 FT
V2= 1.85 FPS
Q2= 23.14 CFS
L PRO.= 55 FT
L REQ.= 0 FT
SLOPE= 0.22%
DA= 41.69 AC
GRASS SWALE DATA
STA. 23+00 -Y1- LT
SEE DETAIL AC, SH. 2D
LINE w/PSRM
STA. 23+00 -Y1- LT
STA. 22+00 TO
LATERAL BASE DITCH
SEE DETAIL AG, SH. 2D
STA. 22+00 -Y1- LT
STA. 20+87 TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 20+87 -Y1- LT
STA. 17+60 -Y1LPC- LT TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AZ, SH. 2C
STA. 23+00 -Y1- LT
STANDARD BASE GRASSED SWALE
SEE DETAIL AJ, SH. 2D
STA. 15+00 -Y1LPC- LT
STA. 14+00 TO
w/ ROCK CHECK DAM
’V’ GRASSED SWALE
LPC
DITCH CHART
LPC-5
LPC-4
LPC-3
LPC-2
LPC-1
LPC-10
LPC-9
LPC-8
LPC-7
LPC-6
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
14+00 -Y1LPC- LT
STA. 12+98 TO
TOE PROTECTION
SEE DETAIL AM, SH.2E
LINE w/CLASS B RIP RAP
29+67 -L- RT
STA. 27+44 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
24+04 -Y1- LT
STA. 23+00 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
26+21 -Y1- LT
STA. 24+91 TO
TOE PROTECTION
SEE DETAIL A, SH. 2C
STA. 23+54 -Y1- LT
STANDARD BASE DITCH
SITE 3
ZONE 1
MITIGABLE IMPACTS
ZONE 2
MITIGABLE IMPACTS
-L-
-Y1-
-Y1LPC-
-Y1RPD-
-SR1-
SHEET 2 OF 7
PERMIT DRAWING
SITE 4
SHEET 6
REF. ROADWAY
150
150
150
150
150
1
5
0
150
15
015
0
150
1
5
0
150
150 150
1
5
0
150
150
150
150
150150
150
15
0
1
5
0
150 150
15
0
150
1
5
0
15
0
150
15
0
150
15
0
1
5
0
1
5
0
150
150
15
0
1
5
0
150
150
1
5
0150150150
150
150
150
150
150
150
150
150
1
5
0
150
150
150
150
150
150
150
160160160160
160
160
160
160
160
160
160
160
160
160
1
6
0
160
160
160
160
160
160
160
160
160
160
160
160
160
160
160 160 160 160
160
160
1
6
0
160
1
6
0
160 160
160
15
" R
C
P
15"
RCP
15
"
R
C
P
C
O
N
C
2
-
1
0
’
X
8
’

B
A
R
R
E
L
C
O
N
C
3
-
7
’
X
7
’
B
A
R
R
E
L
S
CB CB
CB
MTL
MTL
MTL
W
W
G
R
1SFD
B
15" CMP
SOIL B
15"
R
C
P
MTL
MTL
BST
15" RCP
72" CHL
S
S
S
48" WW & 1SBW
48" WW & 1SBW
48" WW & 1SBW
WOODS
WOODS
CULTIVATED
CULTIVATED
CULTIVATED
WOODS
W
O
O
D
S
WOODS
WOODS
FALLOW
WOODS
WOODS
BAWDY
SWAMP
BAWDY
SWAMP
US 70 BUS VARIABLE BST
IIH
I
300’ OF 16" HDPE JOHNSTON CO.
12" JOHNSTON CO.
12"
(TS)
(T S )
(TS)
(TS)
HH
(TS)
HH
(TS)
HH
(TS)
12" JOHNSTON CO.
CASING PIPE
40’ OF 20" STL.
B
A
W
D
Y S
W
A
MP
B
A
W
D
Y S
W
A
MP
F
F
F
C
C
C
C
F
F
F
F
F
F
C
C
F
C
C
C
C
F
C
C
C
F
F
C
F
F
F
F
F
C
A
C A
C
A
C
A
RETAIN
RETAIN
REMOVE
REMOVE
REMOVE
REMOVE
+
5
0
L
T
B
E
GI
N
S
B
G
+
0
0

RT
B
E
G
IN

S
B
G
+50 RT
END SBG
+
2
5

LT
E
N
D

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
4
0
.
5

LT
B
E
G
IN

S
B
G
+08 RT
BEGIN SBG
+08 RT
END SBG
+34 LT
BEGIN SBG
+34 LT
END SBG
REMOVE
R
E
M
O
V
E
2
4
"

R
C
P
-
I
I
I
3-7’X7’ RCBC
REMOVE EXISTING
2-10’X8’ RCBC
EXTEND EXISTING
2-10’X8’ RCBC
RETAIN EXISTING
RIP RAP
CLASS I
15" RCP-III 15" RCP-III
15" RCP-III
1
5
"
R
C
P-III
RPC-1
SEE CHART BELOW
FOR DITCHES LPC 1 - 9
RPC-2
RPC-3
RPC-4
RPC-5
LPC-6
LPC-7
LPC-5
LPC-1
LPC-2
LPC-3
LPC-8
LPC-9
LPC-4
SEE DETAIL AC
LINE w/PSRM
STA. 33+00 -Y1- LT
STA. 32+50 TO
LATERAL BASE DITCH
SEE CHART ABOVE
FOR DITCHES RPC 1 - 6
RPC-6
RIP RAP
CLASS I
TB
TB
TB
T
B
T
B
CHANNEL CHANGE
PROPOSED
TB
SEE DETAIL AV, SH. 2E
STA. 20+40 -Y1RPC- RT
STA. 15+05 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL Q, SH. 2C
LINE W/PSRM
STA. 20+40 -Y1RPC- RT
STA. 19+00 -Y1- LT TO
SPECIAL CUT BASE DITCH
SEE DETAIL B, SH. 2C
STA. 19+00 -Y1- LT
STA. 18+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AB, SH. 2D
STA. 11+50 -SR1- LT
STA. 21+50 -Y1- RT TO
STANDARD ’V’ DITCH
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
14+25 -SR1- RT
STA. 10+54 TO
TOE PROTECTION
SEE DETAIL AK, SH. 2D
LINE W/ PSRM
16+52 -SR1- LT
STA. 12+61 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- LT
STA. 16+52 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 27+50 -Y1-
STA. 19+00 -Y1RPD- TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 18+26 -SR1- RT
STA. 17+76 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
17+36 -SR1- RT
STA. 14+97 TO
TOE PROTECTION
SEE DETAIL AA, SH. 2D
STA. 17+76 -SR1- RT
STANDARD BASE GRASSED SWALE
SEE DETAIL D, SH. 2C
STA. 32+50 -Y1- LT
STA. 29+49 TO
LATERAL GRASSED SWALE
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
31+00 -L-
STA. 29+00 TO
TOE PROTECTION
TB
T
B
TB
TB
3-10’X9’ RCBC
PROPOSED
RIP RAPCLASS I
STA. 23+53 -L- M
STA. 19+00 TO
MEDIAN GRASSED SWALE
STA. 28+60 -L- M
STA. 23+53 TO
MEDIAN GRASSED SWALE
STA. 30+04 -L- M
STA. 28+60 TO
MEDIAN GRASSED SWALE
STA. 31+75 -L- M
STA. 30+04 TO
MEDIAN GRASSED SWALE
P
P
P
P
2
5
3
0
2
0
25
30
10
15
20
15
2
0
G
R
A
U
-3 50
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST. G/R
TIE TO
1
5
CAT-1
ANCHOR
CABLE GUIDERAIL
CAT-1
IA-350
ANCHOR
CABLE GUIDERAILGRAU-350DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
B
u
f
f
e
r
s
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
b
u
f
_
p
s
h
_
3
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107 3
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
B
u
f
f
e
r
s
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
b
u
f
_
p
s
h
_
3
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107
S
E
E

S
H
E
E
T

5
MAT
C
H
LIN
E

S
T
A
2
3
+
0
0
SE
E
SH
E
E
T 5
MA
TC
H
LIN
E
STA
16+00
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.55 FT
V10**= 2.06 FPS
Q10= 33.94 CFS
D2= 1.27 FT
V2= 1.85 FPS
Q2= 23.14 CFS
L PRO.= 55 FT
L REQ.= 0 FT
SLOPE= 0.22%
DA= 41.69 AC
GRASS SWALE DATA
STA. 23+00 -Y1- LT
SEE DETAIL AC, SH. 2D
LINE w/PSRM
STA. 23+00 -Y1- LT
STA. 22+00 TO
LATERAL BASE DITCH
SEE DETAIL AG, SH. 2D
STA. 22+00 -Y1- LT
STA. 20+87 TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 20+87 -Y1- LT
STA. 17+60 -Y1LPC- LT TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AZ, SH. 2C
STA. 23+00 -Y1- LT
STANDARD BASE GRASSED SWALE
SEE DETAIL AJ, SH. 2D
STA. 15+00 -Y1LPC- LT
STA. 14+00 TO
w/ ROCK CHECK DAM
’V’ GRASSED SWALE
LPC
DITCH CHART
LPC-5
LPC-4
LPC-3
LPC-2
LPC-1
LPC-10
LPC-9
LPC-8
LPC-7
LPC-6
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
14+00 -Y1LPC- LT
STA. 12+98 TO
TOE PROTECTION
SEE DETAIL AM, SH.2E
LINE w/CLASS B RIP RAP
29+67 -L- RT
STA. 27+44 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
24+04 -Y1- LT
STA. 23+00 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
26+21 -Y1- LT
STA. 24+91 TO
TOE PROTECTION
SEE DETAIL A, SH. 2C
STA. 23+54 -Y1- LT
STANDARD BASE DITCH
ZONE 1
MITIGABLE IMPACTS
ZONE 2
MITIGABLE IMPACTS
-L-
-Y1-
-Y1LPC-
-Y1RPD-
-SR1-
SHEET 3 OF 7
PERMIT DRAWING
SITE 3
SITE 4
SHEET 6
REF. ROADWAY
CB
CB
CB
v
v
HT
R
CAN
1SFD
G
1SFD
S
CAN
1SFBUS
C
ON
C
W
v
v
C
ON
C
B
U
S
M
TL
S
B
1SFD
S
S
1SBKD
HTR
1SBKD
S
C
U
R
B
8
"

C
O
N
C

MTL
1585
1586
1587
1588C
E
ME
T
E
R
Y
FOOT BRIDGE
181
Q
UIOC
C
ASIN S
WA
MP
Q
U
I
O
C
C
A
SI
N
S
W
A
M
P
Q
UIO
C
C
ASIN S
W
A
MP
EXIST. R/W
EXIST. R/W
US 70 WBL 28’ BST
US 70 EBL 28’ BST
E
X
IS
T
.

R
/
W
H
|
b|
b
b
bbb
b
H
H
AT&T
11
0
11
5
12
0
25
30
15
10
10
10
2
0
1
5
20
C A
C A
C
A
C
A C
A
55.48’ & 90.00’
+20.00 -SR2-
100.00’
+75.96 -SR2-
105.00’
+11.89 -SR2-
105.00’
+50.00 -SR2-
F
C
C
F C
F
C
C C
F F
F
F
F
F
F
F
F
C
C
C
F
F
F
F
C
C
C
F
C
F
F
F
F
F
F
F
C
F
C
C
F
C
C
C
C
C
C
C
C
C
F
F
C C
C
C
F
F
F
REMOVE
RETAIN
2-6’X6’ RCBC
RETAIN
RETAIN
+
54
L
T
E
N
D

S
B
G
+
67
R
T
E
N
D
S
B
G
+
50
L
T
B
E
G
IN
S
B
G
+
63
R
T
B
E
G
IN
S
B
G
+
75
R
T
E
N
D

SB
G
18" RCP-IV
18" RCP-IV
+
3
6

R
T
B
E
G
I
N

S
B
G
T
B
T
B
T
B
TB
T
B
TB
TB
T
B
T
B
TB
TBT
B
TB
TB
T
B
TB
TB
SEE DETAIL D, SH. 2C
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AT, SH. 2E
STA. 134+36 -L- M
STA. 120+59 TO
MEDIAN DITCH
SEE DETAIL B, SH. 2C
STA. 20+50 -Y6LPB- LT
STA. 31+08 -Y6- LT TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL Q, SH. 2C
LINE w/PSRM
STA. 116+72 TO STA. 117+00 -L- RT
SPECIAL CUT BASE DITCH
SEE DETAIL D, SH. 2C
STA. 121+00 -L- RT
STA. 119+96 TO
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 121+50 -L- RT
STA. 121+00 TO
LATERAL BASE DITCH
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
STA. 25+00 TO STA. 25+74 -Y6- RT
TOE PROTECTION
SEE DETAIL S, SH. 2C
STA. 29+50 -Y6- RT
STA. 26+00 TO
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 30+00 -Y6- RT
STA. 29+50 TO
LATERAL GRASSED SWALE
SEE DETAIL B, SH. 2C
STA. 33+00 -Y6- RT
STA. 30+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL U, SH. 2C
STA. 12+20 -SR2- RT
STA. 32+00 -Y6- LT TO
SPECIAL CUT DITCH
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 12+60 -SR2- RT
STA. 12+20 TOSPECIAL CUT DITCH
SEE DETAIL B, SH. 2C
STA. 12+75 -SR2- LT
STA. 10+49 TO
SPECIAL CUT GRASSED SWALE
SEE
DETAIL
B
, SH
. 2C
STA
. 20+50
-Y6LPB-
LT
STA
. 19+00
TO
SPECIAL
CUT
GRASSED
SWALE
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 18+50 TO STA. 19+00 -Y6LPB- LT
SPECIAL CUT DITCH
SEE DETAIL E, SH. 2C
STA. 12+60 TO STA. 14+37 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL D, SH. 2C
STA. 14+51 TO STA. 16+11 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL G, SH. 2C
STA. 16+11 TO STA. 18+45 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 18+45 TO STA. 19+62 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL O, SH. 2C
STA. 12+50 -Y6LPB- RT
STA. 12+00 TO
SPECIAL CUT BASE DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPBA- LT
STA. 11+30 TO
SPECIAL CUT DITCH
LINE w/CLASS B RIP RAP SEE DETAIL Y, SH. 2C
STA. 10+25 TO STA. 11+00 -Y6LPB- RT
SPECIAL CUT DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPB- RT
STA. 11+00 TO
SPECIAL CUT DITCH
SEE DETAIL V, SH. 2C
LINE w/PSRM
STA. 115+00 -L- LT TO STA. 24+70 -Y6- LT
STANDARD V DITCH
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 24+70 TO STA. 24+89 -Y6- LT
LATERAL ’V’ DITCH
SEE DETAIL K, SH. 2C
STA. 24+89 TO STA. 26+35 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL N, SH. 2C
STA. 12+50 TO STA. 16+50 -Y6LPB- RT
SPECIAL CUT GRASSED SWALE SEE DETAIL D, SH. 2C
STA. 27+50 -Y6- LT
STA. 26+74 TO
LATERAL GRASSED SWALE
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 19+50 -Y6LPB- RT
STA. 19+00 TO
LATERAL V DITCH
SEE DETAIL H, SH. 2C
STA. 20+00 -Y6LPB- RT
STA. 19+50 TO
LATERAL V DITCH
SEE DETAIL K, SH. 2C
STA. 20+00 -Y6LPB- RT TO STA. 27+50 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 19+00 -Y6LPB- RT
STA. 17+41 TO
LATERAL BASE DITCH
SEE DETAIL U, SH. 2C
STA. 10+00 TO STA. 11+75 -Y6LPC- LT
SPECIAL CUT DITCH
SEE DETAIL N, SH. 2C
STA. 111+50 TO STA. 114+18 -L- RT
SPECIAL CUT GRASSED SWALE
SEE DETAIL O, SH. 2C
STA .22+00 -Y6- LT
STA. 114+18 -L- RT TO
SPECIAL CUT BASE DITCH
SEE DETAIL L, SH. 2C
STA. 22+00 -Y6- LT
STA. 21+70 TO
LATERAL BASE DITCH
SEE DETAIL M, SH. 2C
STA. 119+75 -L- RT
STA. 119+00 TO
LATERAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 117+00 TO STA. 119+00 -L- RT
w/ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
STA. 113+00 -L- M
STA. 108+28 TO
MEDIAN GRASSED SWALE
STA. 115+00 -L- M
STA. 113+00 TO
MEDIAN GRASSED SWALE
STA. 120+60 -L- M
STA. 116+50 TO
MEDIAN GRASSED SWALE
P
P
P
P
R
:
\
W
5
1
0
7
\
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
\
B
u
f
f
e
r
s
\
W
-
5
1
0
7
_
H
Y
D
_
p
r
m
_
b
u
f
_
p
s
h
_
4
.
d
g
n
8
/
5
/
2
0
1
4
u
s
r
s
0
1
4
1
6
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107
SHEET 4 OF 7
PERMIT DRAWING
4
D10= 0.42 FT
V10= 2.10 FPS
Q10= 2.89 CFS
D2= 0.37 FT
V2= 1.96 FPS
Q2= 2.25 CFS
L PRO.= 330 FT
L REQ.= 47 FT
SLOPE= 1.24%
DA= 1.11 AC
GRASS SWALE DATA
STA. 30+00 -Y6- RT
STA. 26+00 TO
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
HAS BEEN TREATED
*ALL IMPERVIOUS AREA
D10= 0.87 FT
V10= 1.98 FPS
Q10= 14.88 CFS
D2= 0.76 FT
V2= 1.83 FPS
Q2= 11.57 CFS
L PRO.= 6 FT
L REQ.*= 0 FT
SLOPE= 0.38%
DA= 4.00 AC
GRASS SWALE DATA
STA. 16+11 -SR2- RT
STA. 14+51 TO
D10= 0.67 FT
V10= 2.09 FPS
Q10= 11.17 CFS
D2= 0.58 FT
V2= 1.93 FPS
Q2= 8.68 CFS
L PRO.= 117 FT
L REQ.= 78 FT
SLOPE= 0.57%
DA= 4.29 AC
GRASS SWALE DATA
STA. 14+37 -SR2- RT
STA. 12+60 TO
OUTFALL SR2006
*UNTREATED IMPERVIOUS DA,
D10= 0.48 FT
V10= 2.15 FPS
Q10= 5.62 CFS
D2= 0.42 FT
V2= 1.99 FPS
Q2= 4.37 CFS
L PRO.= 177 FT
L REQ.*= 27 FT
SLOPE= 0.96%
DA= 1.89 AC
GRASS SWALE DATA
GRASS SWALE DATA
D10= 0.19 FT
V10= 2.01 FPS
Q10= 2.52 CFS
D2= 0.16 FT
V2= 1.84 FPS
Q2= 1.96 CFS
L PRO.= 76 FT
L REQ.= 25 FT
SLOPE= 2.30%
DA= 0.69 AC
STA. 27+50 -Y6- LT
STA. 26+74 TO
STA. 26+35 -Y6- LT
STA. 24+89 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.96 FT
V10= 1.54 FPS
Q10= 4.28 CFS
D2= 0.88 FT
V2= 1.44 FPS
Q2= 3.33 CFS
L PRO.= 111 FT
L REQ.*= 34 FT
SLOPE= 0.37%
DA= 1.15 AC
GRASS SWALE DATA
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.88 FT
V10= 2.12 FPS
Q10= 46.48 CFS
D2= 1.66 FT
V2= 1.98 FPS
Q2= 36.14 CFS
L PRO.= 25 FT
L REQ.*= 10 FT
SLOPE= 0.19%
DA= 17.85 AC
GRASS SWALE DATA
STA. 119+75 -L- RT
STA. 119+00 TO STA. 121+00 -L- RT
STA. 119+96 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.61 FT
V10= 2.14 FPS
Q10= 10.17 CFS
D2= 0.53 FT
V2= 1.98 FPS
Q2= 7.91 CFS
L PRO.= 35 FT
L REQ.*= 10 FT
SLOPE= 0.67%
DA= 3.49 AC
GRASS SWALE DATA
-SR2-
-Y6LPB-
-
Y6
-
-L-
MITIGABLE IMPACTS ZONE 1
MITIGABLE IMPACTS ZONE 2
SITE 5
SITE 6
SITE 7
SHEET 10
REF. ROADWAY
IMPACT AND REPLACE ZONE 1
IMPACT AND REPLACE ZONE 2
14
0
140
140
140
140
14
0
14
0
1
4
0
140
14
0
140
1
4
0
1
4
0
140
140
140
140
14
0
140
140
150150
150150
150
15
0
1
5
0
15
0
1
5
0
150
150
15
0
1
5
0
150
150 150
150
150
150
150
150
150 150
150
15
0
150 150
1
5
0
1
5
0
150
1
5
0
1
5
0 15015
0
15
0
150150150150150150 150
150
15
0
150
15
0
160
160
160
CB
CB
CB
v
v
HT
R
CAN
1SFD
G
1SFD
S
CAN
1SFBUS
C
ON
C
W
v
v
C
ON
C
B
U
S
M
TL
S
B
1SFD
S
S
1SBKD
HTR
1SBKD
S
C
U
R
B
8
"

C
O
N
C

MTL
1585
1586
1587
1588C
E
ME
T
E
R
Y
FOOT BRIDGE
181
Q
UIOC
C
ASIN S
WA
MP
Q
U
I
O
C
C
A
SI
N
S
W
A
M
P
Q
UIO
C
C
ASIN S
W
A
MP
EXIST. R/W
EXIST. R/W
US 70 WBL 28’ BST
US 70 EBL 28’ BST
E
X
IS
T
.

R
/
W
H
|
b|
b
b
bbb
b
H
H
AT&T
11
0
11
5
12
0
25
30
15
10
10
10
2
0
1
5
20
C A
C A
C
A
C
A C
A
55.48’ & 90.00’
+20.00 -SR2-
100.00’
+75.96 -SR2-
105.00’
+11.89 -SR2-
105.00’
+50.00 -SR2-
F
C
C
F C
F
C
C C
F F
F
F
F
F
F
F
F
C
C
C
F
F
F
F
C
C
C
F
C
F
F
F
F
F
F
F
C
F
C
C
F
C
C
C
C
C
C
C
C
C
F
F
C C
C
C
F
F
F
REMOVE
RETAIN
2-6’X6’ RCBC
RETAIN
RETAIN
+
54
L
T
E
N
D

S
B
G
+
67
R
T
E
N
D
S
B
G
+
50
L
T
B
E
G
IN
S
B
G
+
63
R
T
B
E
G
IN
S
B
G
+
75
R
T
E
N
D

SB
G
18" RCP-IV
18" RCP-IV
+
3
6

R
T
B
E
G
I
N

S
B
G
T
B
T
B
T
B
TB
T
B
TB
TB
T
B
T
B
TB
TBT
B
TB
TB
T
B
TB
TB
SEE DETAIL D, SH. 2C
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AT, SH. 2E
STA. 134+36 -L- M
STA. 120+59 TO
MEDIAN DITCH
SEE DETAIL B, SH. 2C
STA. 20+50 -Y6LPB- LT
STA. 31+08 -Y6- LT TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL Q, SH. 2C
LINE w/PSRM
STA. 116+72 TO STA. 117+00 -L- RT
SPECIAL CUT BASE DITCH
SEE DETAIL D, SH. 2C
STA. 121+00 -L- RT
STA. 119+96 TO
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 121+50 -L- RT
STA. 121+00 TO
LATERAL BASE DITCH
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
STA. 25+00 TO STA. 25+74 -Y6- RT
TOE PROTECTION
SEE DETAIL S, SH. 2C
STA. 29+50 -Y6- RT
STA. 26+00 TO
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 30+00 -Y6- RT
STA. 29+50 TO
LATERAL GRASSED SWALE
SEE DETAIL B, SH. 2C
STA. 33+00 -Y6- RT
STA. 30+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL U, SH. 2C
STA. 12+20 -SR2- RT
STA. 32+00 -Y6- LT TO
SPECIAL CUT DITCH
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 12+60 -SR2- RT
STA. 12+20 TOSPECIAL CUT DITCH
SEE DETAIL B, SH. 2C
STA. 12+75 -SR2- LT
STA. 10+49 TO
SPECIAL CUT GRASSED SWALE
SEE
DETAIL
B
, SH
. 2C
STA
. 20+50
-Y6LPB-
LT
STA
. 19+00
TO
SPECIAL
CUT
GRASSED
SWALE
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 18+50 TO STA. 19+00 -Y6LPB- LT
SPECIAL CUT DITCH
SEE DETAIL E, SH. 2C
STA. 12+60 TO STA. 14+37 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL D, SH. 2C
STA. 14+51 TO STA. 16+11 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL G, SH. 2C
STA. 16+11 TO STA. 18+45 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 18+45 TO STA. 19+62 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL O, SH. 2C
STA. 12+50 -Y6LPB- RT
STA. 12+00 TO
SPECIAL CUT BASE DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPBA- LT
STA. 11+30 TO
SPECIAL CUT DITCH
LINE w/CLASS B RIP RAP SEE DETAIL Y, SH. 2C
STA. 10+25 TO STA. 11+00 -Y6LPB- RT
SPECIAL CUT DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPB- RT
STA. 11+00 TO
SPECIAL CUT DITCH
SEE DETAIL V, SH. 2C
LINE w/PSRM
STA. 115+00 -L- LT TO STA. 24+70 -Y6- LT
STANDARD V DITCH
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 24+70 TO STA. 24+89 -Y6- LT
LATERAL ’V’ DITCH
SEE DETAIL K, SH. 2C
STA. 24+89 TO STA. 26+35 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL N, SH. 2C
STA. 12+50 TO STA. 16+50 -Y6LPB- RT
SPECIAL CUT GRASSED SWALE SEE DETAIL D, SH. 2C
STA. 27+50 -Y6- LT
STA. 26+74 TO
LATERAL GRASSED SWALE
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 19+50 -Y6LPB- RT
STA. 19+00 TO
LATERAL V DITCH
SEE DETAIL H, SH. 2C
STA. 20+00 -Y6LPB- RT
STA. 19+50 TO
LATERAL V DITCH
SEE DETAIL K, SH. 2C
STA. 20+00 -Y6LPB- RT TO STA. 27+50 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 19+00 -Y6LPB- RT
STA. 17+41 TO
LATERAL BASE DITCH
SEE DETAIL U, SH. 2C
STA. 10+00 TO STA. 11+75 -Y6LPC- LT
SPECIAL CUT DITCH
SEE DETAIL N, SH. 2C
STA. 111+50 TO STA. 114+18 -L- RT
SPECIAL CUT GRASSED SWALE
SEE DETAIL O, SH. 2C
STA .22+00 -Y6- LT
STA. 114+18 -L- RT TO
SPECIAL CUT BASE DITCH
SEE DETAIL L, SH. 2C
STA. 22+00 -Y6- LT
STA. 21+70 TO
LATERAL BASE DITCH
SEE DETAIL M, SH. 2C
STA. 119+75 -L- RT
STA. 119+00 TO
LATERAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 117+00 TO STA. 119+00 -L- RT
w/ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
STA. 113+00 -L- M
STA. 108+28 TO
MEDIAN GRASSED SWALE
STA. 115+00 -L- M
STA. 113+00 TO
MEDIAN GRASSED SWALE
STA. 120+60 -L- M
STA. 116+50 TO
MEDIAN GRASSED SWALE
P
P
P
P
R
:
\
W
5
1
0
7
\
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
\
B
u
f
f
e
r
s
\
W
-
5
1
0
7
_
H
Y
D
_
p
r
m
_
b
u
f
_
p
s
h
_
5
.
d
g
n
8
/
5
/
2
0
1
4
u
s
r
s
0
1
4
1
6
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107
SHEET 5 OF 7
PERMIT DRAWING
5
D10= 0.42 FT
V10= 2.10 FPS
Q10= 2.89 CFS
D2= 0.37 FT
V2= 1.96 FPS
Q2= 2.25 CFS
L PRO.= 330 FT
L REQ.= 47 FT
SLOPE= 1.24%
DA= 1.11 AC
GRASS SWALE DATA
STA. 30+00 -Y6- RT
STA. 26+00 TO
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
HAS BEEN TREATED
*ALL IMPERVIOUS AREA
D10= 0.87 FT
V10= 1.98 FPS
Q10= 14.88 CFS
D2= 0.76 FT
V2= 1.83 FPS
Q2= 11.57 CFS
L PRO.= 6 FT
L REQ.*= 0 FT
SLOPE= 0.38%
DA= 4.00 AC
GRASS SWALE DATA
STA. 16+11 -SR2- RT
STA. 14+51 TO
D10= 0.67 FT
V10= 2.09 FPS
Q10= 11.17 CFS
D2= 0.58 FT
V2= 1.93 FPS
Q2= 8.68 CFS
L PRO.= 117 FT
L REQ.= 78 FT
SLOPE= 0.57%
DA= 4.29 AC
GRASS SWALE DATA
STA. 14+37 -SR2- RT
STA. 12+60 TO
OUTFALL SR2006
*UNTREATED IMPERVIOUS DA,
D10= 0.48 FT
V10= 2.15 FPS
Q10= 5.62 CFS
D2= 0.42 FT
V2= 1.99 FPS
Q2= 4.37 CFS
L PRO.= 177 FT
L REQ.*= 27 FT
SLOPE= 0.96%
DA= 1.89 AC
GRASS SWALE DATA
GRASS SWALE DATA
D10= 0.19 FT
V10= 2.01 FPS
Q10= 2.52 CFS
D2= 0.16 FT
V2= 1.84 FPS
Q2= 1.96 CFS
L PRO.= 76 FT
L REQ.= 25 FT
SLOPE= 2.30%
DA= 0.69 AC
STA. 27+50 -Y6- LT
STA. 26+74 TO
STA. 26+35 -Y6- LT
STA. 24+89 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.96 FT
V10= 1.54 FPS
Q10= 4.28 CFS
D2= 0.88 FT
V2= 1.44 FPS
Q2= 3.33 CFS
L PRO.= 111 FT
L REQ.*= 34 FT
SLOPE= 0.37%
DA= 1.15 AC
GRASS SWALE DATA
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.88 FT
V10= 2.12 FPS
Q10= 46.48 CFS
D2= 1.66 FT
V2= 1.98 FPS
Q2= 36.14 CFS
L PRO.= 25 FT
L REQ.*= 10 FT
SLOPE= 0.19%
DA= 17.85 AC
GRASS SWALE DATA
STA. 119+75 -L- RT
STA. 119+00 TO STA. 121+00 -L- RT
STA. 119+96 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.61 FT
V10= 2.14 FPS
Q10= 10.17 CFS
D2= 0.53 FT
V2= 1.98 FPS
Q2= 7.91 CFS
L PRO.= 35 FT
L REQ.*= 10 FT
SLOPE= 0.67%
DA= 3.49 AC
GRASS SWALE DATA
-SR2-
-Y6LPB-
-
Y6
-
-L-
SITE 5
SITE 6
SITE 7
SHEET 10
REF. ROADWAY
MITIGABLE IMPACTS ZONE 2
MITIGABLE IMPACTS ZONE 1
IMPACT AND REPLACE ZONE 1
IMPACT AND REPLACE ZONE 2
3
/
14
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
B
u
f
f
e
r
s
\
W
-
5
1
0
7
_
h
y
d
_
D
e
t
a
i
l
s
_
2
C
_
6
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107 2C
Flatter4:1 or
D
3:
1
( Not to Scale)
SPECIAL CUT GRASSED SWALE
DETAIL B
Ground
Natural Slope
Ditch
Front
( Not to Scale)
3:13:
1 D
B
b
LATERAL BASE DITCH
1"/Ft.
DETAIL C
Ground
Natural
Slope
Fill
LATERAL GRASSED SWALE
( Not to Scale)
D
3:
1 3:1
b
1"/Ft.
DETAIL G
Ground
Natural
Slope
Fill
( Not to Scale)
3:13:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
Ground
Natural
SLOPE
FILL
DETAIL D
3:
1
D Flatter4:1 or
d
( Not to Scale)
SPECIAL CUT DITCH
Slope
Ditch
Front
Ground
Natural
DETAIL J
Type of Liner= PSRM
( Not to Scale)
3:13:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
Ground
Natural
SLOPE
FILL
DETAIL E
LATERAL ’V’ DITCH
( Not to Scale)
D
3:
1
3:1
b
1"/Ft.
DETAIL H
Ground
Natural
Slope
Fill
LATERAL GRASSED SWALE
( Not to Scale)
D
3:
1 3:1
b
1"/Ft.
DETAIL K
Ground
Natural
Slope
Fill
FROM STA. 21+70 TO STA. 22+00 -Y6- LT
( Not to Scale)
3:13:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
FROM STA. 119+00 TO STA. 119+75 -L- RT
Ground
Natural
SLOPE
FILL
DETAIL M
3:
1 D
B
( Not to Scale)
SPECIAL CUT GRASSED SWALE
Flatter4:1 or
FROM STA. 12+50 TO STA. 16+50 -Y6LPB- RT
FROM STA. 111+50 TO STA. 114+18 -L- RT
Ground
Natural
DETAIL N
Slope
Ditch
Front
3:
1 D
B
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter4:1 or
DETAIL O
Ground
Natural
Slope
Ditch
Front
d
3:
1
B
D
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter4:1 or
DETAIL Q
Type of Liner= PSRM
Ground
Natural
Slope
Ditch
Front
( Not to Scale)
LATERAL BASE DITCH
3:
1 D
B
b
d
3:1 1"/Ft.
FROM STA. 22+50 -Y6- RT TO STA. 116+72 -L- RT
DETAIL R
Type of Liner= PSRM
Ground
Natural
Slope
Fill
( Not to Scale)
3:1
3:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
FROM STA. 26+00 TO STA. 29+50 -Y6- RT
Ground
Natural
SLOPE
FILL
DETAIL S Flatter4:1 or
D
3:
1
( Not to Scale)
SPECIAL CUT DITCH
DETAIL T
Min. D=1.5 Ft.
Ground
Natural Slope
Ditch
Front
Flatter4:1 or
D
3:
1
( Not to Scale)
SPECIAL CUT DITCH
DETAIL U
Ground
Natural Slope
Ditch
Front
3:13:
1
D
( Not to Scale)
d
STANDARD ’V’ DITCH
FROM STA. 115+00 -L- LT TO STA. 24+70 -Y6- LT
DETAIL V
Type of Liner= PSRM
Ground
Natural
Ground
Natural
LATERAL ’V’ DITCH
( Not to Scale)
3:
1 3:1
D
b
d
1"/Ft.
Type of Liner= PSRM
DETAIL X
Ground
Natural
Slope
Fill
3:
1
D Flatter4:1 or
d
( Not to Scale)
SPECIAL CUT DITCH
DETAIL Y
Type of Liner=CLASS B Rip-Rap
Slope
Ditch
Front
Ground
Natural
Geotextile
B
3:13:
1 D
( Not to Scale)
STANDARD BASE DITCH
DETAIL A
Ground
Natural
Ground
Natural
STA. 14+72 -Y6- RT
STA. 23+54 -Y1- LT
B=6.0 Ft.
Min. D=1.5 Ft.Min. D=1.0 Ft.
b=5.0 Ft.
B=6.0 Ft.
Min. D=1.0 Ft.
b=5.0 Ft.
B=6.0 Ft.
Min. D=1.0 Ft.
b=5.0 Ft.
B=4.0 Ft.
Min. D=1.0 Ft.
b=5.0. Ft.
Min. D=1.5 Ft.
b=5.0 Ft.
Min. D=1.0 Ft.
Max d=1.0 Ft.
Min. D=1.0 Ft.
b=5.0 Ft.
Min. D=1.0 Ft.( Not to Scale)
3:13:
1 D
B
b
LATERAL BASE DITCH
1"/Ft.Ground
Natural
Slope
Fill
b=5.0 Ft.
B=4.0 Ft.
Min. D=1.0 Ft.
DETAIL L
b=5.0 Ft.
B=6.0 Ft.
Min. D=2.0 Ft.
B=6.0 Ft.
Min. D=1.0 Ft.
B=6.0 Ft.
Min. D=1.0 Ft.
B=2.0 Ft.
Max. d=1.5 Ft.
Min. D=1.5 Ft.
b=5.0 Ft.
B=2.0 Ft.
Max. d=1.5 Ft.
Min. D=1.5 Ft.
b=5.0 Ft.
B=2.0 Ft.
Min. D=1.0 Ft.
Min. D=1.0 Ft.
Max. d=1.0 Ft.
Min. D=1.0 Ft.
b=5.0 Ft.
Max. d=1.5 Ft.
Min. D=1.5 Ft.
Max. d=1.0 Ft.
Min. D=1.0 Ft.
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
FROM STA. 17+41 TO STA. 19+00 -Y6LPB- RT
FROM STA. 121+00 TO STA. 121+50 -L- RT
FROM STA. 14+51 TO STA. 16+11 -SR2- RT
FROM STA. 16+50 TO STA. 17+26 -Y6LPB- RT
FROM STA. 26+74 TO STA. 27+50 -Y6- LT
FROM STA. 29+49 TO STA. 32+50 -Y1- LT
FROM STA. 119+96 TO STA. 121+00 -L- RT
FROM STA. 16+11 TO STA. 18+45 -SR2- RT
FROM STA. 16+10 TO STA. 19+10 -Y1RPD- LT
FROM STA. 12+00 TO STA. 12+50 -Y6LPB- RT
FROM STA. 114+18 -L- RT TO STA. 22+00 -Y6- LT
FROM STA. 19+00 -Y1- LT TO STA. 20+40 -Y1RPC- RT
FROM STA. 116+72 TO STA. 117+00 -L- RT
FROM STA. 26+72 TO STA. 27+31 -SR2- RT
FROM STA. 13+97 TO STA. 16+19 -Y1RPA- RT
FROM STA. 15+40 TO STA. 16+83 -Y1RPA- LT
FROM STA. 11+35 TO STA. 12+98 -Y1LPA- LT
FROM STA. 36+70 TO STA. 38+00 -Y1- RT
FROM STA. 38+07 TO STA. 41+50 -L- RT
FROM STA. 102+25 TO STA. 102+72 -L- LT
FROM STA. 100+00 TO STA. 102+25 -L- LT
FROM STA. 44+50 TO STA. 49+00 -L- LT
FROM STA. 19+00 TO STA. 19+50 -Y6LPB- RT
FROM STA. 22+00 TO STA. 22+50 -Y6- RT
FROM STA. 24+70 TO STA. 24+89 -Y6- LT
FROM STA. 10+25 TO STA. 11+00 -DW7- LT
FROM STA. 19+62 TO STA. 21+15 -SR2- RT
FROM STA. 12+20 TO STA. 12+60 -SR2- RT
FROM STA. 16+50 TO STA. 17+00 -Y6LPC- RT
FROM STA. 17+00 TO STA. 18+50 -Y6LPC- LT
FROM STA. 18+50 TO STA. 19+00 -Y6LPB- LT
FROM STA. 14+00 TO STA. 14+72 -Y6- RT
FROM STA. 14+50 TO STA. 15+50 -Y3- RT
FROM STA. 102+65 TO STA. 103+00 -L- RT
LATERAL ’V’ DITCH
( Not to Scale)
D
2:
1 2:1
b
1"/Ft.
FROM STA. 18+00 TO STA. 18+50 -Y6- RT
b= 5.0 Ft.
Min. D= 1.0 Ft.
DETAIL F
Ground
Natural
Slope
Fill
2:
1
D Flatter4:1 or
d
( Not to Scale)
SPECIAL CUT DITCH
FROM STA. 11+00 -SR3- LT TO STA. 10+50 -SR4- LT
DETAIL I
Max. d= 1.0 Ft.
Min. D= 1.0 Ft.
Type of Liner= ? Rip-Rap
Slope
Ditch
Front
Ground
Natural
Geotextile
FROM STA. 10+49 TO STA. 12+75 -SR2- LT
FROM STA. 17+76 TO STA. 18+26 -SR1- RT
FROM STA. 17+35 TO STA. 17+76 -SR1- RT
FROM STA. 16+52 TO STA. 17+76 -SR1- LT
FROM STA. 19+00 TO STA. 20+50 -Y6LPB- LT
FROM STA. 31+08 -Y6- LT TO STA. 20+50 -Y6LPB- LT
FROM STA. 30+00 TO STA. 33+00 -Y6- RT
FROM STA. 18+50 TO STA. 19+00 -Y6- LT
FROM STA. 13+00 TO STA. 14+00 -Y3- RT
FROM STA. 14+11 TO STA. 15+10 -Y1RPD- LT
FROM STA. 17+00 TO STA. 18+00 -Y1RPC- LT
FROM STA. 14+89 TO STA. 15+25 -Y1LPC- RT
FROM STA. 18+00 TO STA. 19+00 -Y1- LT
FROM STA. 18+45 TO STA. 19+62 -SR2- RT
FROM STA. 11+50 TO STA. 12+61 -SR1- LT
FROM STA. 10+50 TO STA. 11+50 -SR1- LT
FROM STA. 20+00 -Y6LPB- RT TO STA. 27+50 -Y6- LT
FROM STA. 29+50 TO STA. 30+00 -Y6- RT
FROM STA. 24+89 TO STA. 26+35 -Y6- LT
FROM STA. 19+50 TO STA. 20+00 -Y6LPB- RT
FROM STA. 32+11 TO STA. 34+50 -Y1- RT
FROM STA. 32+11 -Y1- RT TO STA. 36+50 -L- LT
FROM STA. 17+32 -Y6- RT TO STA. 10+75 -SR3- LT
FROM STA. 11+00 TO STA. 11+50 -DW7- RT
FROM STA. 10+25 TO STA. 10+50 -DW7- RT
FROM STA. 10+50 -SR4- RT TO STA. 10+25 -DW7- LT
FROM STA. 10+50 TO STA. 11+97 -SR4- RT
FROM STA. 10+50 TO STA. 11+97 -SR4- LT
FROM STA. 10+75 TO STA. 11+86 -SR3- RT
FROM STA. 10+75 TO STA. 11+00 -SR3- LT
FROM STA. 25+36 TO STA. 26+55 -SR2- RT
FROM STA. 21+15 TO STA. 23+42 -SR2- RT
FROM STA. 11+29 TO STA. 12+23 -Y6LPCA- RT
FROM STA. 10+43 TO STA. 11+29 -Y6LPCA- RT
FROM STA. 17+70 TO STA. 18+50 -Y6LPC- RT
FROM STA. 17+00 TO STA. 17+70 -Y6LPC- RT
FROM STA. 15+42 TO STA. 16+50 -Y6LPC- RT
FROM STA. 12+41 TO STA. 15+42 -Y6LPC- RT
FROM STA. 15+42 TO STA. 17+00 -Y6LPC- LT
FROM STA. 13+50 TO STA. 15+42 -Y6LPC- LT
FROM STA. 10+00 TO STA. 11+75 -Y6LPC- LT
FROM STA. 11+30 TO STA. 12+00 -Y6LPBA- LT
FROM STA. 10+00 TO STA. 11+30 -Y6LPBA- LT
FROM STA. 11+00 TO STA. 12+00 -Y6LPB- RT
FROM STA. 32+00 -Y6- LT TO STA. 12+20 -SR2- RT
FROM STA. 15+50 -Y6- LT TO STA. 18+50 -Y6LPC- RT
FROM STA. 14+72 TO STA. 16+38 -Y6- RT
FROM STA. 17+82 TO STA. 18+50 -Y6- LT
FROM STA. 14+70 TO STA. 15+50 -Y6- LT
FROM STA. 14+00 TO STA. 14+70 -Y6- LT
FROM STA. 18+00 -Y1- RT TO STA. 15+00 -Y3- LT
FROM STA. 13+00 TO STA. 14+75 -Y2- LT
FROM STA. 15+10 TO STA. 16+10 -Y1RPD- LT
FROM STA. 16+19 TO STA. 19+00 -Y1RPA- RT
FROM STA. 12+98 TO STA. 15+26 -Y1LPA- LT
FROM STA. 39+29 TO STA. 41+00 -Y1- RT
FROM STA. 34+50 TO STA. 35+03 -Y1- RT
FROM STA. 39+80 TO STA. 41+50 -Y1- LT
FROM STA. 37+00 TO STA. 39+80 -Y1- LT
FROM STA. 36+21 TO STA. 37+00 -Y1- LT
FROM STA. 106+50 TO STA. 107+50 -L- RT
FROM STA. 103+00 TO STA. 105+00 -L- RT
FROM STA. 101+50 TO STA. 102+65 -L- RT
FROM STA. 41+50 TO STA. 44+50 -L- RT
FROM STA. 108+00 TO STA. 109+16 -L- LT
FROM STA. 38+90 TO STA. 39+57 -L- LT
FROM STA. 36+50 TO STA. 38+07 -L- LT
( Not to Scale)
3:13:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
Ground
Natural
SLOPE
FILL
FROM STA. 12+60 TO STA. 14+37 -SR2- RT
FROM STA. 19+00 TO STA. 21+70 -Y6- LT
b=5.0 Ft.
B=4.0 Ft.
Min. D=1.25 Ft.
DETAIL P
FROM STA. 10+25 TO STA. 11+00 -Y6LPB- RT
FROM STA. 14+53 TO STA. 14+89 -Y1LPC- RT
FROM STA. 16+83 TO STA. 17+36 -Y1RPA- LT
SHEET 6 OF 7
BUFFER DRAWING
3
/
14
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
B
u
f
f
e
r
s
\
W
-
5
1
0
7
_
h
y
d
_
D
e
t
a
i
l
s
_
2
E
_
7
.
d
g
n
u
s
v
m
0
4
3
8
8
5
/
1
4
/
9
9
W-5107
PROJECT REFERENCE NO.SHEET NO.
R/W SHEET NO.
ENGINEER
ROADWAY DESIGN HYDRAULICS
ENGINEER
S
10:1 20
:1
( Not to Scale)
FALSE SUMP
Median Ditch
( Not to Scale)
FALSE SUMP
S
S=Ditch Slope L
D
D
Ditch Grade L LDitch Grade
0.0% To 2.0%
Over 2.0% To 4.0%
20’
30’
Over 4.0% To 6.0%
Over 6.0%
40’
50’
9"
20’L (See Chart Below)
20:1 10:1
LS=Ditch Slope
S
( Not to Scale)
FALSE SUMP
L
Traffic Flow
Outside Ditch
1
.
0
’

M
a
x
0
.
5
’

M
i
n
.
S=Ditch Slope C Proposed Ditch
C Proposed Ditch
Traffic Flow
Outside Ditch
1
.
0
’

M
a
x
.
0
.
5
’

M
i
n
.
C Proposed Ditch
3:
1 D
B
( Not to Scale)
SPECIAL CUT GRASSED SWALE
Flatter4:1 or
FROM STA. 15+05 TO STA. 20+40 -Y1RPC- RT
Ground
Natural
B=2.0 Ft.
Min. D=2.0 Ft.
DETAIL AV
Slope
Ditch
Front
DETAIL AW
DETAIL AX DETAIL AY
D
( Not to Scale)
STANDARD BASE DITCH
B
d
DETAIL AO
Ground
Natural
Ground
Natural
*When B is < 6.0’
Geotextile
Fill Slope2:1 or Flatter
Type of Liner=Class B Rip-Rap
b
DETAIL AM
Ground
Natural
( Not to Scale)
TOE PROTECTION
d
Geotextile
3:
1 3:1
D
( Not to Scale)
STANDARD ’V’ DITCH
FROM STA. 36+70 -Y1- RT TO STA. 19+00 -Y1RPA- RT
FROM STA. 102+25 -L- LT TO STA. 27+31 -SR2- RT
DETAIL AU
Ground
Natural
Ground
Natural
B
3:13:
1 D
( Not to Scale)
STANDARD BASE DITCH
DETAIL AQ
Ground
Natural
Ground
Natural
( Not to Scale)
TOE PROTECTION
d
Fill Slope2:1 or Flatter
Fill
Sl
o
p
e
2:
1
or
Flatter
DETAIL AN
Type of Liner=Class B Rip-Rap
Geotextile
( Not to Scale)
Flatter
4:
1
or Flatter4:1 orPoint
Shoulder
Point
Shoulder
MEDIAN V DITCH
DETAIL AT
2E
Type of Liner= CLASS I Rip-Rap
STA. 39+80 -Y1- LT
b=5.0 Ft.
d=1.0 Ft.d=1.0 Ft.
B=2.0 Ft.
Max. d=1.0 Ft.
Min. D=1.0 Ft.
2:
1 2:1
B=2.0 Ft.
Min. D=2.0 Ft.
Min. D=2.0 Ft.
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
FROM STA. 12+90 TO STA. 13+20 -Y2- LT
FROM STA. 36+90 TO STA. 40+20 -Y1- LT
FROM STA. 104+80 TO STA. 105+10 -L- RT
FROM STA. 15+40 TO STA. 15+70 -Y6- LT
FROM STA. 14+97 TO STA. 17+36 -SR1- RT
FROM STA. 10+54 TO STA. 14+25 -SR1- RT
FROM STA. 25+00 TO STA. 25+74 -Y6- RT
FROM STA. 12+98 TO STA. 14+00 -Y1LPC- LT
FROM STA. 24+91 TO STA. 26+21 -Y1- LT
FROM STA. 23+00 TO STA. 24+04 -Y1- LT
FROM STA. 27+44 TO STA. 30+37 -L- RT
FROM STA. 29+00 TO STA. 31+00 -L- LT
FROM STA. 19+00 -Y1RPD- RT TO STA. 27+50 -Y1- RT
FROM STA. 27+50 -Y1- RT TO STA. 33+00 -L- RT
FROM STA. 33+00 TO STA. 34+00 -L- RT
B
3:13:
1 D
( Not to Scale)
STANDARD BASE GRASSED SWALE
Ground
Natural
Ground
Natural
B=6.0 Ft.
Min. D=1.5 Ft.
DETAIL AZ
STA. 23+00 -Y1- LT
FROM STA. 103+00 TO STA. 104+00 -L- LT
FROM STA. 102+72 TO STA. 103+00 -L- LT
FROM STA. 134+65 TO STA. 138+72 -L- M
FROM STA. 120+59 TO STA. 134+65 -L- M
FROM STA. 96+60 TO STA. 102+67 -L- M
FROM STA. 95+00 TO STA. 96+60 -L- M
FROM STA. 93+00 TO STA. 95+00 -L- M
FROM STA. 82+00 TO STA. 87+59 -L- M
FROM STA. 78+22 TO STA. 82+00 -L- M
FROM STA. 65+50 TO STA. 68+90 -L- M
FROM STA. 58+85 TO STA. 63+50 -L- M
FROM STA. 19+58 TO STA. 22+00 -L- M
FROM STA. 18+00 TO STA. 19+58 -L- M
FROM STA. 13+73 TO STA. 18+00 -L- M
FROM STA. 10+00 TO STA. 13+73 -L- M
FROM STA. 15+44 -Y1RPA- LT TO STA. 41+49 -L- LT
STA. 16+19 -Y1RPA- RT
STA. 102+65 -L- RT
STA. 41+50 -L- RT
FROM STA. 27+50 TO STA. 28+20 -Y1- RT
FROM STA. 12+80 TO STA. 13+20 -Y6LPB- LT
FROM STA. 106+14 TO STA. 106+54 -L- LT
FROM STA. 103+00 TO STA. 103+40 -L- LT
FROM STA. 134+25 TO STA. 134+65 -L- M
FROM STA. 113+00 TO STA. 113+40 -L- M
FROM STA. 96+60 TO STA. 97+00 -L- M
FROM STA. 45+85 TO STA. 46+25 -L- M
FROM STA. 30+04 TO STA. 30+44 -L- M
FROM STA. 28+60 TO STA. 29+00 -L- M
FROM STA. 19+08 TO STA. 19+48 -L1- M
FROM STA. 17+60 TO STA. 18+00 -L1- M
SHEET 7 OF 7
BUFFER DRAWING
3-CABLES
3-CABLES
70
Creek
B
a
w
d
y
107
+92.49
02
03
04 04
00
0808
08
08
02
02
08
0202
0202
0202
0202
0404
0404
0202
0202
04
04
08
0808
00
00
04
04
03030202
0202
0000
0404
0404
0000
02
0202
02
02
00
08
08
08
08
0202
02
00
0503
0202
0202
06
06
06
02
0202
02
08
08 0200
08
08
01
02 02
08
08
02
02
02
08
08
08
02 02
00
02
02
05
05
02
00
0202
02 0202
0202
02 02
GRAU-350
GRAU-350
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST. G/RTIE TO
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
EXIST.
CAT-1
0202
02
02
ANCHORCABLE GUIDERAIL
CAT-1
CAT-1
IA-350ANCHORCABLE GUIDERAIL
GRAU-350
GRAU-350
CAT-1
CAT-1
CAT-1
EXISTING CABLE GUIDERAIL
GUIDERAIL ANCHOR
CABLE
PROPOSED CABLE GUIDERAILGUIDERAIL ANCHOR
CABLE
EXISTING CABLE GUIDERAIL
EXISTING CABLE GUIDERAIL
IA-350 IA-350PROPOSED GUARDRAIL
PROPOSED GUARDRAIL PROPOSED GUARDRAIL PROPOSED GUARDRAIL
GUARDRAILPROPOSED
GRAU-350
GRAU-350PROPOSED GUARDRAIL
PROPOSED GUARDRAIL
CAT-1
0202
GUIDERAILPROPOSED CABLE
STEVE SMALLWOOD, P.E.

25 50 10050
25 50 10050
5 10 20 10
=
=
ADT

0
0
0
PROFILE (HORIZONTAL)

PROJECT LENGTH
LETTING DATE:
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1
DESIGN DATA Prepared in the Office of:DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
P.E.
SIGNATURE:
SIGNATURE:
P.E.
P.E.
PROJECT ENGINEER
GRAPHIC SCALES

PLANS
PROFILE (VERTICAL)
LOCATION:
TYPE OF WORK:
0
9
/
0
8
/
9
9
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
0
00
6
/
17
/
2
0
14
R
:
\
W
5
10
7
\
H
y
d
r
a
u
l
i
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
\
W
e
t
l
a
n
d
\
W
-
5
10
7
_
h
y
d
_
p
r
m
_
t
s
h
_
1.
d
g
n
u
s
v
m
0
4
3
8
8
T
I
P

P
R
O
J
E
C
T
:
STATE HIGHWAY DESIGN ENGINEER
D
E
P
A
R
T
MEN
T
O
F TRA N S PORTA
T
I
O
N
S
T
A TEOFNORT
H
C AR
O
LI
N
A
VICINITY MAP
801 Corporate Center Drive, Suite 300
Raleigh, NC 27607-5073
Tel: [phone] Fax: [phone]
WWW.ARCADIS-US.COM
G & M of North Carolina, Inc.
LIMITS ESTABLISHED BY METHOD III.
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE
THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
See Sheet 1-B For Conventional Symbols
See Sheet 1-A For Index of Sheets

US 70
-L
--L-
US 70 BUS.-Y1-
R
D.
G
O
R-
A
N
F
A
R
M
S
R
2
3
0
7
-
Y
2-
PEEDIN EXT. RD.
SR 2308-Y1-
W
O
O
D
S
R
D.
S
R
2
5
1
3
-
Y
3-
R
D.
S
T
E
V
E
N
S
C
H
A
P
E
L
S
R
2
3
1
0
-
Y
6-
P
E
E
DI
N
R
D.
S
R
2
3
0
9
END TIP PROJECT W-5107
-L- POT STA. 122+60.04
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
Mill
D
a
vis
R
d.
Braswell Rd.
C
o
u
ntr
y
Store
Rd.
W . Braswell Rd.
P
e
e
d
in

R
d
.
Cr
e
e
c
h
s
Mill
R
d.
Rd.
Prest
o
n
P
r
e
s
t
o
n Rd.
Daughtry
Rd.
Crocker R
d.
H
ill
R
d
.
W
oods
R
d
.
Old
S
a
n
d
ers
H
ill
Rd.
Short
CreechRd.
CutAcrossRd.
F
ir
e
t
o
w
e
r
R
d
.
Fireto
wer
R
d.
G
or-a
n
F
a
r
m
R
d.
J
ani
e
R
d.
EastGordon Rd.
Southern
Railway
West Blanche
St.Ext.Tolar Rd.
M
o
c
c
asi
n
Cr
e
e
k
Crescent
St.
Azalea Dr.P
i
n
e
St.
Elm St.
J
a
m
e
s Dr.
A
70
A
70
70
BUS
70
70
95
PROJECT
END
Rd.
D
a
vis
M
i
l
l
PROJECT
BEGIN
-Y1LPC--Y1RPD-
-Y1RPC-
-SR1-
-Y1RPA--Y1LPA-
-Y6LPC-
-Y6LPB-
-SR2-
=ADT
=
=
=60 MPH
10
11
6
5
END CONSTRUCTION
-L- POT STA. 49+67.25
BEGIN CONSTRUCTION
-L- POC STA. 92+77.24
W
-
5
1
0
7

C
O
N
T
R
A
C
T
:

ENGINEER
HYDRAULICS
ENGINEER
ROADWAY DESIGN
for the North Carolina Department of Transportation
NC License No. C-1869
2012 STANDARD SPECIFICATIONS
RIGHT OF WAY DATE:
45,000
DUALS =4%
60 %
10 % *
2035
2015
DHV
D
T
V
9 %
*TTST =6%
JOHNSTON COUNTY
US 70 EAST OF I-95 FROM SR 2305 (FIRETOWER RD.)
TO EAST OF SR 2310 (DAVIS MILL RD. - STEVENS CHAPEL RD.)
WBS-41871.1.1 P.E.

W-5107

D
A
VI
S
MI
L
L
R
D.
S
R
2
3
10
-
Y
6-SEL
MA
TO
4
BEGIN TIP PROJECT W-5107
-L- POC STA. 12+25.21
PRINCETONTO
TOTAL LENGTH STATE PROJECT = 1.27 MILES
LENGTH ROADWAY PROJECT = 1.27 MILES
FIRETOWER RD.
SR 2305
FIRETOWER RD.
SR 2305
R
D.
C
R
E
E
C
H’
S
MI
L
L
S
R
2
3
0
9
-SR3-
RURAL PRINCIPAL ARTERIAL
FUNCTIONAL CLASS =
STATEWIDE TIER DESIGN
-SR4-
SHOWN ON THE PLANS.
WITH ACCESS BEING LIMITED TO POINTS
THIS IS A FULL CONTROLLED-ACCESS PROJECT
29,538
STPNHS-0070(117)
CONVENTIONAL PLAN SHEET SYMBOLS
R/W, UTIL.
Cary, NC 27513 - 919.678.0035
15401 Weston Parkway Suite 100
www.wspsells.com
LICENSE NO. F-0891
Transportation & Infrastructure
ARCADIS CONTACT
NCDOT CONTACT
PROJECT ENGINEER
JERRY PAGE, P.E.
MARCH , 2013
LIMITS ESTABLISHED BY METHOD III.
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE
GRADING, PAVING, DRAINAGE,STRUCTURES AND SIGNING
FEBRUARY 17, 2015
STPNHS-0070(117)WBS-41871.2.1
REMOVAL
MEDIAN CROSS-OVER
BEGIN CONSTRUCTION
REMOVAL
MEDIAN CROSS-OVER
END CONSTRUCTION
-L- STA. 69+52
REMOVAL
MEDIAN CROSS-OVER
END CONSTRUCTION
-L- STA. 59+94
REMOVAL
MEDIAN CROSS-OVER
BEGIN CONSTRUCTION
-L- STA. 77+81
REMOVAL
MEDIAN CROSS-OVER
BEGIN CONSTRUCTION
-L- STA. 87+61
REMOVAL
MEDIAN CROSS-OVER
END CONSTRUCTION
REMOVAL
MEDIAN CROSS-OVER
BEGIN CONSTRUCTION
MEDIAN GUARDRAIL
END CONSTRUCTION
WETLAND AND SURFACE WATER IMPACTS PERMIT
19
SHEET 1 OF 19
PERMIT DRAWING
Utility Hand Existing Existing Stream
Permanent Temp. Excavation Excavation Mechanized Clearing Permanent Temp. Channel Channel Relocation Streambank
Site Location Station Structure Fill In Fill In in in Clearing in SW SW Impacts Impacts and/or Stabilization
No.(From/To)Size / Type W etlands W etlands W etlands W etlands in W etlands W etlands impacts impacts Permanent Temp.Improvements
(ac)(ac)(ac)(ac)(ac)(ac)(ac)(ac)(ft)(ft)(ft)(ft)
1
Peedin Ext
Bawdy Creek 28+65 to 31+10 L-LT
excavation/channel realignment
for culvert extension, floodpain
bench, stabilization and
temporary channel and
impervious dikes 0.03 0.05
2
Peedin Ext
Bawdy Creek 26+05 to 26+61 L-LT
excavation/channel realignment
for culvert extension, floodpain
bench, stabilization and
temporary channel and
impervious dikes 0.03 32
3
Peedin Ext Bawdy
Creek 24+53 to 31+40 L-RT
excavation/channel
realignment/improvements for
culvert extension and culvert
replacement, floodpain bench,
stabilization and temporary
channel and impervious dikes 0.83 0.25 0.54 0.14 130 297
4
Peedin Ext
Bawdy Creek 20+99 to 26+47 Y1-RT
excavation for culvert
replacement, floodpain bench,
stabilization and temporary
channel and impervious dikes,
water line installation 0.94 0.02 0.20 0.25 0.06 0.05 81 92 44
5
Stevens Chapel
Quincosin Swamp
13+56 to 14+75 SR2-LT
13+95 to 14+09 SR2-CL
14+42 to 14+62 SR2-RT
excavation/improvements for
culvert replacement, floodpain
bench, stabilization and
temporary channel and
impervious dikes 0.06 0.05 191 183 53
6
Stevens Chapel
Quincosin Swamp
26+13 to 27+01 Y6-LT
25+41 to 26+37 Y6-RT
excavation/improvements for
culvert replacement, floodpain
bench, stabilization and
temporary channel and
impervious dikes 0.08 0.06 147 177 81
7
Stevens Chapel
Quincosin Swamp
117+92 to 118+40 L-LT
119+45 to 120+08 L-RT
120+63 to 121+85 L-RT
122+34 to 123+10 L-RT
excavation/channel realignment
for culvert extension, floodpain
bench, stabilization and
temporary channel and
impervious dikes 0.06 0.18 0.01 0.08 18 171 44
TOTALS:1.81 0.27 0.26 0.84 0.18 0.35 0.26 567 655 350 169
ATN Revised 3/31/05 S H E E T 1 O F 1 8/21/2014
JO H N S TO N C O U N TY
W B S-41871.1.1 (W -5107)
N C D E PA R TM E N T O F TR A N SPO R TA TIO N
D IV ISIO N O F H IG H W A Y S
WETLAND PERMIT IMPACT SUMMARY
SURFACE W ATER IMPACTSWETLAND IMPACTS
B aw dy Sw am p an d Q u ioccasin S w am p
15" RCP
15
" R
C
P
15"
RCP
15
"
R
C
P
C
O
N
C
2
-
1
0
’
X
8
’

B
A
R
R
E
L
C
O
N
C
3
-
7
’
X
7
’
B
A
R
R
E
L
S
CB CB
CONC
CONC CONC
CB
MTL
MTL
MTL
W
W
G
R
1SFD
B
15" CMP
15
"
R
C
P
SOIL B
15"
R
C
P
MTL
MTL
BST
15" RCP
72" CHL
S
S
S
48" WW & 1SBW
48" WW & 1SBW
48" WW & 1SBW
WOODS
WOODS
CULTIVATED
CULTIVATED
CULTIVATED
WOODS
W
O
O
D
S
WOODS
WOODS
FALLOW
WOODS
BAWDY
SWAMP
BAWDY
SWAMP
US 70 BUS VARIABLE BST
IIH
I
300’ OF 16" HDPE JOHNSTON CO.
12" JOHNSTON CO.
12"
(TS)
(T S )
(TS)
(TS)
(TS)
HH
(TS)
HH
(TS)
HH
(TS)
12" JOHNSTON CO.
CASING PIPE
40’ OF 20" STL.
B
A
W
D
Y S
W
A
MP
B
A
W
D
Y S
W
A
MP
C
A
CA
C A
C
A
C
A
F
F
F
C
C
C
C
C
F
F
F
F
F
F
C
C
F
C
C
C
C
F
C
C
C
F
F
C
C
F
F
F
F
F
2
5
3
0
2
0
25
30
10
15
20
15
2
0
G
R
A
U
-3 50
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST. G/R
TIE TO
1
5
CAT-1
ANCHOR
CABLE GUIDERAIL
CAT-1
CAT-1
IA-350
ANCHOR
CABLE GUIDERAILGRAU-350RETAIN
RETAIN
REMOVE
REMOVE
REMOVE
REMOVE
REMOVE
+
5
0
L
T
B
E
GI
N
S
B
G
+
0
0

R
T
B
EG
IN

S
B
G
+50 RT
END SBG
+
2
5

LT
E
N
D

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
4
0
.
5

LT
B
E
G
IN

S
B
G
+08 RT
BEGIN SBG
+08 RT
END SBG
+34 LT
BEGIN SBG
+34 LT
END SBG
REMOVE
R
E
M
O
V
E
2
4
"

R
C
P
-
I
I
I
3-7’X7’ RCBC
REMOVE EXISTING
2-10’X8’ RCBC
EXTEND EXISTING
2-10’X8’ RCBC
RETAIN EXISTING
RPC-1
SEE CHART BELOW
FOR DITCHES LPC 1 - 9
RPC-2
RPC-3
RPC-4
RPC-5
LPC-6
LPC-7
LPC-5
LPC-1
LPC-2
LPC-3
LPC-8
LPC-9
LPC-4
SEE CHART ABOVE
FOR DITCHES RPC 1 - 6
RPC-6
30"
TB
TB
TB
T
B
T
B
CHANNEL CHANGE
PROPOSED
TB
SEE DETAIL AV, SH. 2E
STA. 20+40 -Y1RPC- RT
STA. 15+05 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL Q, SH. 2C
LINE W/PSRM
STA. 20+40 -Y1RPC- RT
STA. 19+00 -Y1- LT TO
SPECIAL CUT BASE DITCH
SEE DETAIL B, SH. 2C
STA. 19+00 -Y1- LT
STA. 18+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL J, SH. 2C
LINE w/PSRM
STA. 15+50 -Y3- RT
STA. 14+50 TO
SPECIAL CUT DITCH
SEE DETAIL K, SH. 2C
STA. 12+61 -SR1- LT
STA. 11+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AB, SH. 2D
STA. 11+50 -SR1- LT
STA. 21+50 -Y1- RT TO
STANDARD ’V’ DITCH
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
14+25 -SR1- RT
STA. 10+54 TO
TOE PROTECTION
SEE DETAIL AK, SH. 2D
LINE W/ PSRM
16+52 -SR1- LT
STA. 12+61 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- LT
STA. 16+52 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 27+50 -Y1-
STA. 19+00 -Y1RPD- TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
17+36 -SR1- RT
STA. 14+97 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- RT
STA. 17+35 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 33+00 -L- STA. 27+50 -Y1- TO
TOE PROTECTION
SEE DETAIL D, SH. 2C
STA. 32+50 -Y1- LT
STA. 29+49 TO
LATERAL GRASSED SWALE
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
31+00 -L-
STA. 29+00 TO
TOE PROTECTION
TB
T
B
TB
TB
3-10’X9’ RCBC
PROPOSED
STA. 23+53 -L- M
STA. 19+00 TO
MEDIAN GRASSED SWALE
STA. 28+60 -L- M
STA. 23+53 TO
MEDIAN GRASSED SWALE
STA. 30+04 -L- M
STA. 28+60 TO
MEDIAN GRASSED SWALE
STA. 31+75 -L- M
STA. 30+04 TO
MEDIAN GRASSED SWALE
P
P
P
P
TEMPORARY CHANNEL
TEMPORARY CHANNEL
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
2
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107 2
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
2
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107
S
E
E

S
H
E
E
T

5
MAT
C
H
LIN
E

S
T
A
2
3
+
0
0
SE
E
SH
E
E
T 5
MA
TC
H
LIN
E
STA
16+00
SHEET 2 OF 19
PERMIT DRAWING
SEE DETAIL AC, SH. 2D
LINE w/PSRM
STA. 23+00 -Y1- LT
STA. 22+00 TO
LATERAL BASE DITCH
LPC-5
LPC-4
LPC-3
LPC-2
LPC-1
SEE DETAIL AG, SH. 2D
STA. 22+00 -Y1- LT
STA. 20+87 TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 20+87 -Y1- LT
STA. 17+60 -Y1LPC- LT TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AZ, SH. 2C
STA. 23+00 -Y1- LT
STANDARD BASE GRASSED SWALE
SEE DETAIL AJ, SH. 2D
STA. 15+00 -Y1LPC- LT
STA. 14+00 TO
w/ ROCK CHECK DAM
’V’ GRASSED SWALE
LPC-10
LPC-9
LPC-8
LPC-7
LPC-6
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
14+00 -Y1LPC- LT
STA. 12+98 TO
TOE PROTECTION
SEE DETAIL AM, SH.2E
LINE w/CLASS B RIP RAP
29+67 -L- RT
STA. 27+44 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
24+04 -Y1- LT
STA. 23+00 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
26+21 -Y1- LT
STA. 24+91 TO
TOE PROTECTION
SEE DETAIL A, SH. 2C
STA. 23+54 -Y1- LT
STANDARD BASE DITCH
LPC
DITCH CHART
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.55 FT
V10**= 2.06 FPS
Q10= 33.94 CFS
D2= 1.27 FT
V2= 1.85 FPS
Q2= 23.14 CFS
L PRO.= 55 FT
L REQ.= 0 FT
SLOPE= 0.22%
DA= 41.69 AC
GRASS SWALE DATA
STA. 23+00 -Y1- LT
DITCH CHART
LPC
E E IN WETLAND
DENOTES EXCAVATION
WETLAND
DENOTES FILL INFF HC HC
CLEARING
DENOTES HAND S S SURFACE WATER
DENOTES IMPACTS IN
CLEARING
DENOTES MECHANIZED*
*
*
*
**
*
**
*
*
-L-
-Y1LPC-
-Y1-
-Y1RPD-
-SR1-
SITE 3
SITE 4
SITE 1SITE 2
SHEET 6
REF. ROADWAY
5025
BANK STABILIZATION
DENOTES STREAM
12.525
CHANNEL CHANGE
PROPOSED
TEMPORARY CHANNEL
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
FOR UTILITY INTALLATION
DENOTES EXCAVATION
RELOCATION/IMPROVEMENTS
DENOTES STREAM
F
F
150
150
150
150
150
150
15
0
150
15
0
1
5
0
15
015
0
150
1
5
0
150
150 150
15
0
150
150
150
150
150150
150
15
0
1
5
0
150 150
15
0
150
1
5
0
15
0
150
15
0
15
0
150
1
5
01
5
0150150
150
150
150
150
150
150
150
150
150
150
150
15 0
150
160
160160160160
160
160
160
160
160
160
160
160
160
160
1
6
0
160
160
160
160
160
160
160
160
160
160
160
160
160
160
160
160 160 160 160160
160
160
160
1
6
0
160 160
160
15" RCP
15
" R
C
P
15"
RCP
15
"
R
C
P
C
O
N
C
2
-
1
0
’
X
8
’

B
A
R
R
E
L
C
O
N
C
3
-
7
’
X
7
’
B
A
R
R
E
L
S
CB CB
CONC
CONC CONC
CB
MTL
MTL
MTL
W
W
G
R
1SFD
B
15" CMP
15
"
R
C
P
SOIL B
15"
R
C
P
MTL
MTL
BST
15" RCP
72" CHL
S
S
S
48" WW & 1SBW
48" WW & 1SBW
48" WW & 1SBW
WOODS
WOODS
CULTIVATED
CULTIVATED
CULTIVATED
WOODS
W
O
O
D
S
WOODS
WOODS
FALLOW
WOODS
BAWDY
SWAMP
BAWDY
SWAMP
US 70 BUS VARIABLE BST
IIH
I
300’ OF 16" HDPE JOHNSTON CO.
12" JOHNSTON CO.
12"
(TS)
(T S )
(TS)
(TS)
(TS)
HH
(TS)
HH
(TS)
HH
(TS)
12" JOHNSTON CO.
CASING PIPE
40’ OF 20" STL.
B
A
W
D
Y S
W
A
MP
B
A
W
D
Y S
W
A
MP
C
A
CA
C A
C
A
C
A
F
F
F
C
C
C
C
C
F
F
F
F
F
F
C
C
F
C
C
C
C
F
C
C
C
F
F
C
C
F
F
F
F
F
2
5
3
0
2
0
25
30
10
15
20
15
2
0
G
R
A
U
-3 50
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST. G/R
TIE TO
1
5
CAT-1
ANCHOR
CABLE GUIDERAIL
CAT-1
CAT-1
IA-350
ANCHOR
CABLE GUIDERAILGRAU-350RETAIN
RETAIN
REMOVE
REMOVE
REMOVE
REMOVE
REMOVE
+
5
0
L
T
B
E
GI
N
S
B
G
+
0
0

R
T
B
EG
IN

S
B
G
+50 RT
END SBG
+
2
5

LT
E
N
D

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
4
0
.
5

LT
B
E
G
IN

S
B
G
+08 RT
BEGIN SBG
+08 RT
END SBG
+34 LT
BEGIN SBG
+34 LT
END SBG
REMOVE
R
E
M
O
V
E
2
4
"

R
C
P
-
I
I
I
3-7’X7’ RCBC
REMOVE EXISTING
2-10’X8’ RCBC
EXTEND EXISTING
2-10’X8’ RCBC
RETAIN EXISTING
RPC-1
SEE CHART BELOW
FOR DITCHES LPC 1 - 9
RPC-2
RPC-3
RPC-4
RPC-5
LPC-6
LPC-7
LPC-5
LPC-1
LPC-2
LPC-3
LPC-8
LPC-9
LPC-4
SEE CHART ABOVE
FOR DITCHES RPC 1 - 6
RPC-6
30"
TB
TB
TB
T
B
T
B
CHANNEL CHANGE
PROPOSED
TB
SEE DETAIL AV, SH. 2E
STA. 20+40 -Y1RPC- RT
STA. 15+05 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL Q, SH. 2C
LINE W/PSRM
STA. 20+40 -Y1RPC- RT
STA. 19+00 -Y1- LT TO
SPECIAL CUT BASE DITCH
SEE DETAIL B, SH. 2C
STA. 19+00 -Y1- LT
STA. 18+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL J, SH. 2C
LINE w/PSRM
STA. 15+50 -Y3- RT
STA. 14+50 TO
SPECIAL CUT DITCH
SEE DETAIL K, SH. 2C
STA. 12+61 -SR1- LT
STA. 11+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AB, SH. 2D
STA. 11+50 -SR1- LT
STA. 21+50 -Y1- RT TO
STANDARD ’V’ DITCH
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
14+25 -SR1- RT
STA. 10+54 TO
TOE PROTECTION
SEE DETAIL AK, SH. 2D
LINE W/ PSRM
16+52 -SR1- LT
STA. 12+61 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- LT
STA. 16+52 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 27+50 -Y1-
STA. 19+00 -Y1RPD- TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
17+36 -SR1- RT
STA. 14+97 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- RT
STA. 17+35 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 33+00 -L- STA. 27+50 -Y1- TO
TOE PROTECTION
SEE DETAIL D, SH. 2C
STA. 32+50 -Y1- LT
STA. 29+49 TO
LATERAL GRASSED SWALE
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
31+00 -L-
STA. 29+00 TO
TOE PROTECTION
TB
T
B
TB
TB
3-10’X9’ RCBC
PROPOSED
STA. 23+53 -L- M
STA. 19+00 TO
MEDIAN GRASSED SWALE
STA. 28+60 -L- M
STA. 23+53 TO
MEDIAN GRASSED SWALE
STA. 30+04 -L- M
STA. 28+60 TO
MEDIAN GRASSED SWALE
STA. 31+75 -L- M
STA. 30+04 TO
MEDIAN GRASSED SWALE
P
P
P
P
TEMPORARY CHANNEL
TEMPORARY CHANNEL
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
3
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107 3
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
3
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107
S
E
E

S
H
E
E
T

5
MAT
C
H
LIN
E

S
T
A
2
3
+
0
0
SE
E
SH
E
E
T 5
MA
TC
H
LIN
E
STA
16+00
SHEET 3 OF 19
PERMIT DRAWING
SEE DETAIL AC, SH. 2D
LINE w/PSRM
STA. 23+00 -Y1- LT
STA. 22+00 TO
LATERAL BASE DITCH
LPC-5
LPC-4
LPC-3
LPC-2
LPC-1
SEE DETAIL AG, SH. 2D
STA. 22+00 -Y1- LT
STA. 20+87 TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 20+87 -Y1- LT
STA. 17+60 -Y1LPC- LT TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AZ, SH. 2C
STA. 23+00 -Y1- LT
STANDARD BASE GRASSED SWALE
SEE DETAIL AJ, SH. 2D
STA. 15+00 -Y1LPC- LT
STA. 14+00 TO
w/ ROCK CHECK DAM
’V’ GRASSED SWALE
LPC-10
LPC-9
LPC-8
LPC-7
LPC-6
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
14+00 -Y1LPC- LT
STA. 12+98 TO
TOE PROTECTION
SEE DETAIL AM, SH.2E
LINE w/CLASS B RIP RAP
29+67 -L- RT
STA. 27+44 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
24+04 -Y1- LT
STA. 23+00 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
26+21 -Y1- LT
STA. 24+91 TO
TOE PROTECTION
SEE DETAIL A, SH. 2C
STA. 23+54 -Y1- LT
STANDARD BASE DITCH
LPC
DITCH CHART
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.55 FT
V10**= 2.06 FPS
Q10= 33.94 CFS
D2= 1.27 FT
V2= 1.85 FPS
Q2= 23.14 CFS
L PRO.= 55 FT
L REQ.= 0 FT
SLOPE= 0.22%
DA= 41.69 AC
GRASS SWALE DATA
STA. 23+00 -Y1- LT
DITCH CHART
LPC
-L-
-Y1LPC-
-Y1-
-Y1RPD-
-SR1-
SITE 2 SITE 1
SITE 3
SITE 4
SHEET 6
REF. ROADWAY
50252512.5
CHANNEL CHANGE
PROPOSED
TEMPORARY CHANNEL
BANK STABILIZATION
DENOTES STREAM
E E IN WETLAND
DENOTES EXCAVATION
WETLAND
DENOTES FILL INFF
CLEARING
DENOTES MECHANIZED*
*
*
*
**
*
**
*
*
HC HC
CLEARING
DENOTES HAND
FOR UTILITY INTALLATION
DENOTES EXCAVATION
RELOCATION/IMPROVEMENTS
DENOTES STREAM
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
S S SURFACE WATER
DENOTES IMPACTS IN
F
F
15
"
R
C
P
C
O
N
C
2
-
1
0
’
X
8
’

B
A
R
R
E
L
C
O
N
C
3
-
7
’
X
7
’

B
A
R
R
E
L
S
CB
CONC
MTL
MTL
MTL
S
48" WW & 1SBW
CULTIVATED
WOODS
W
O
O
D
S
WOODS
WOODS
BAWDY
SWAMP
BAWDY
SWAMP
(TS)
HH
(TS)
B
A
W
D
Y S
W
A
MP
F
F
F
F
F
F
C
F
F
F
2
5
3
0
2510
15
2
0
G
R
A
U
-3 5 0
EXIST. G/R
TIE TO
CAT-1
ANCHOR
CABLE GUIDERAIL
ANCHOR
CABLE GUIDERAIL
REMOVE
+
0
0

R
T
B
E
G
IN

S
B
G
+50 RT
END SBG
+
2
5

LT
E
N
D

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
2-10’X8’ RCBC
EXTEND EXISTING
2-10’X8’ RCBC
RETAIN EXISTING
SEE CHART BELOW
FOR DITCHES LPC 1 - 9
RPC-5
LPC-6
LPC-7
LPC-5
LPC-3
LPC-8
LPC-9
LPC-4
SEE CHART ABOVE
FOR DITCHES RPC 1 - 6
T
B
CHANNEL CHANGE
PROPOSED
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
31+00 -L-
STA. 29+00 TO
TOE PROTECTION
T
B
T
B
TB
T
B
3-10’X9’ RCBC
PROPOSED
STA. 23+53 -L- M
STA. 19+00 TO
MEDIAN GRASSED SWALE
STA. 28+60 -L- M
STA. 23+53 TO
MEDIAN GRASSED SWALE
STA. 30+04 -L- M
STA. 28+60 TO
MEDIAN GRASSED SWALE
STA. 31+75 -L- M
STA. 30+04 TO
MEDIAN GRASSED SWALE
P
P
TEMPORARY CHANNEL
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
4
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107 4
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
4
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107
SHEET 4 OF 19
PERMIT DRAWING
SEE DETAIL AC, SH. 2D
LINE w/PSRM
STA. 23+00 -Y1- LT
STA. 22+00 TO
LATERAL BASE DITCH
LPC-5
LPC-4
LPC-3
LPC-2
LPC-1
SEE DETAIL AG, SH. 2D
STA. 22+00 -Y1- LT
STA. 20+87 TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 20+87 -Y1- LT
STA. 17+60 -Y1LPC- LT TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AZ, SH. 2C
STA. 23+00 -Y1- LT
STANDARD BASE GRASSED SWALE
SEE DETAIL AJ, SH. 2D
STA. 15+00 -Y1LPC- LT
STA. 14+00 TO
w/ ROCK CHECK DAM
’V’ GRASSED SWALE
LPC-10
LPC-9
LPC-8
LPC-7
LPC-6
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
14+00 -Y1LPC- LT
STA. 12+98 TO
TOE PROTECTION
SEE DETAIL AM, SH.2E
LINE w/CLASS B RIP RAP
29+67 -L- RT
STA. 27+44 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
24+04 -Y1- LT
STA. 23+00 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
26+21 -Y1- LT
STA. 24+91 TO
TOE PROTECTION
SEE DETAIL A, SH. 2C
STA. 23+54 -Y1- LT
STANDARD BASE DITCH
LPC
DITCH CHART
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.55 FT
V10**= 2.06 FPS
Q10= 33.94 CFS
D2= 1.27 FT
V2= 1.85 FPS
Q2= 23.14 CFS
L PRO.= 55 FT
L REQ.= 0 FT
SLOPE= 0.22%
DA= 41.69 AC
GRASS SWALE DATA
STA. 23+00 -Y1- LT
DITCH CHART
LPC
E E IN WETLAND
DENOTES EXCAVATION
WETLAND
DENOTES FILL INFF HC HC
CLEARING
DENOTES HAND S S SURFACE WATER
DENOTES IMPACTS IN
CLEARING
DENOTES MECHANIZED*
*
*
*
**
*
**
*
*
-L-
-Y1LPC-
-Y1-
-Y1RPD-
SITE 3
SITE 1SITE 2
SHEET 6
REF. ROADWAY
25
BANK STABILIZATION
DENOTES STREAM
12.512.5
TEMPORARY CHANNEL
CHANNEL CHANGE
PROPOSED
RELOCATION/IMPROVEMENTS
DENOTES STREAM
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
C
O
N
C
3
-
7
’
X
7
’

B
A
R
R
E
L
S
SOIL B
MTL
MTL
15" RCP
72" CHL
S
WOODS
WOODS
CULTIVATED
WOODS
WOODS
US 70 BUS VARIABLE BST
300’ OF 16" HDPE JOHNSTON CO.
(TS)
12" JOHNSTON CO.
B
A
W
D
Y S
W
A
MP
C A
C
A
C
A
F
F
F
C
F
F
F
C
F
2
0
GRAU-350
GRAU-350
GRAU-350
1
5
CAT-1
REMOVE
+
5
0
L
T
B
E
GI
N
S
B
G
+
5
0

LT
B
E
G
I
N

S
B
G
R
E
M
O
V
E
2
4
"

R
C
P
-
I
I
I
3-7’X7’ RCBC
REMOVE EXISTING
LPC-1
LPC-3
T
B
TB
SEE DETAIL K, SH. 2C
STA. 11+50 -SR1- LT
STA. 10+50 TO
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 12+61 -SR1- LT
STA. 11+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AB, SH. 2D
STA. 11+50 -SR1- LT
STA. 21+50 -Y1- RT TO
STANDARD ’V’ DITCH
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
14+25 -SR1- RT
STA. 10+54 TO
TOE PROTECTION
SEE DETAIL AK, SH. 2D
LINE W/ PSRM
16+52 -SR1- LT
STA. 12+61 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- LT
STA. 16+52 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 27+50 -Y1-
STA. 19+00 -Y1RPD- TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
17+36 -SR1- RT
STA. 14+97 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- RT
STA. 17+35 TO
SPECIAL CUT GRASSED SWALE
3-10’X9’ RCBC
PROPOSED
TEMPORARY CHANNEL
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
5
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107 5
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE6
/
17
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
5
.
d
g
n
u
s
v
m
0
4
3
8
8
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107
SHEET 5 OF 19
PERMIT DRAWING
SEE DETAIL AC, SH. 2D
LINE w/PSRM
STA. 23+00 -Y1- LT
STA. 22+00 TO
LATERAL BASE DITCH
LPC-5
LPC-4
LPC-3
LPC-2
LPC-1
SEE DETAIL AG, SH. 2D
STA. 22+00 -Y1- LT
STA. 20+87 TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 20+87 -Y1- LT
STA. 17+60 -Y1LPC- LT TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AZ, SH. 2C
STA. 23+00 -Y1- LT
STANDARD BASE GRASSED SWALE
SEE DETAIL AJ, SH. 2D
STA. 15+00 -Y1LPC- LT
STA. 14+00 TO
w/ ROCK CHECK DAM
’V’ GRASSED SWALE
LPC-10
LPC-9
LPC-8
LPC-7
LPC-6
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
14+00 -Y1LPC- LT
STA. 12+98 TO
TOE PROTECTION
SEE DETAIL AM, SH.2E
LINE w/CLASS B RIP RAP
29+67 -L- RT
STA. 27+44 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
24+04 -Y1- LT
STA. 23+00 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
26+21 -Y1- LT
STA. 24+91 TO
TOE PROTECTION
SEE DETAIL A, SH. 2C
STA. 23+54 -Y1- LT
STANDARD BASE DITCH
LPC
DITCH CHART
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.55 FT
V10**= 2.06 FPS
Q10= 33.94 CFS
D2= 1.27 FT
V2= 1.85 FPS
Q2= 23.14 CFS
L PRO.= 55 FT
L REQ.= 0 FT
SLOPE= 0.22%
DA= 41.69 AC
GRASS SWALE DATA
STA. 23+00 -Y1- LT
DITCH CHART
LPC
E E IN WETLAND
DENOTES EXCAVATION
WETLAND
DENOTES FILL INFF HC HC
CLEARING
DENOTES HAND S S SURFACE WATER
DENOTES IMPACTS IN
CLEARING
DENOTES MECHANIZED*
*
*
*
**
*
**
*
*
-Y1-
-Y1RPD-
-SR1-
SITE 4
SHEET 6
REF. ROADWAY
25
BANK STABILIZATION
DENOTES STREAM
12.512.5

TEMPORARY CHANNEL
RELOCATION/IMPROVEMENTS
DENOTES STREAM
FOR UTILITY INTALLATION
DENOTES EXCAVATION
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
F
F
CB
CB
CB
v
v
CAN
1SFD
G
1SFD
S
CAN
1SFBUS
C
O
NC
W
v
v
C
O
N
C
B
U
S
M
T
L
S
B
1SFD
S
S
1SBKD
HTR
1SBKD
S
C
U
R
B
8
"

C
O
N
C

MTL
1585
1586
1587
1588C
E
ME
T
E
R
Y
FOOT BRIDGE
181
Q
UIOCC
ASIN S
WA
MP
Q
UI
O
C
C
A
SI
N
S
W
A
M
P
Q
UIO
C
C
ASIN S
W
A
MP
EXIST. R/W
EXIST. R/W
US 70 WBL 28’ BST
US 70 EBL 28’ BST
H
|
b|
b
b
bbb
b
H
H
AT&T
110
115
12
0
2
5
30
15
10
10
10
2
0
1
5
20
C A
C A
C
A
C
A C
A
55.48’ & 90.00’
+20.00 -SR2-
100.00’
+75.96 -SR2-
105.00’
+11.89 -SR2-
105.00’
+50.00 -SR2-
F
C
C
F C
F
C
C C
F F
F
F
F
F
F
F
F
C
C
F
F
F
F
C
C
C
F
C
F
F
F
F
F
F
F
C
F
C
C
F
C
C
C
C
C
C
C
C
C
F
F
C C
C
C
F
F
F
RETAIN
2-6’X6’ RCBC
RETAIN
RETAIN
+
54
L
T
E
N
D
S
B
G
+
67
R
T
E
N
D
S
B
G
+
50
L
T
B
E
G
IN
S
B
G
+
63
R
T
B
E
G
IN
S
B
G
+
75
R
T
E
N
D
SB
G
+
3
6

R
T
B
E
G
I
N

S
B
G
T
B
T
B
T
B
TB
T
B
TB
TB
T
B
T
B
TB
TBT
B
TB
TB
T
B
TB
TB
SEE DETAIL D, SH. 2C
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AT, SH. 2E
STA. 134+36 -L- M
STA. 120+59 TO
MEDIAN DITCH
SEE DETAIL B, SH. 2C
STA. 20+50 -Y6LPB- LT
STA. 31+08 -Y6- LT TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL R, SH. 2C
LINE w/PSRM
STA. 116+72 -L- RT
STA. 22+50 -Y6- RT TO
LATERAL BASE DITCH
SEE DETAIL Q, SH. 2C
LINE w/PSRM
STA. 116+72 TO STA. 117+00 -L- RT
SPECIAL CUT BASE DITCH
SEE DETAIL D, SH. 2C
STA. 121+00 -L- RT
STA. 119+96 TO
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 121+50 -L- RT
STA. 121+00 TO
LATERAL BASE DITCH
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
STA. 25+00 TO STA. 25+74 -Y6- RT
TOE PROTECTION
SEE DETAIL S, SH. 2C
STA. 29+50 -Y6- RT
STA. 26+00 TO
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 30+00 -Y6- RT
STA. 29+50 TO
LATERAL GRASSED SWALE
SEE DETAIL B, SH. 2C
STA. 33+00 -Y6- RT
STA. 30+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL U, SH. 2C
STA. 12+20 -SR2- RT
STA. 32+00 -Y6- LT TO
SPECIAL CUT DITCH
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 12+60 -SR2- RT
STA. 12+20 TOSPECIAL CUT DITCH
SEE DETAIL B, SH. 2C
STA. 12+75 -SR2- LT
STA. 10+49 TO
SPECIAL CUT GRASSED SWALE
SEE
DETAIL
B
, SH
. 2C
STA
. 20+50
-Y6LPB-
LT
STA
. 19+00
TO
SPECIAL
CUT
GRASSED
SWALE
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 18+50 TO STA. 19+00 -Y6LPB- LT
SPECIAL CUT DITCH
SEE DETAIL E, SH. 2C
STA. 12+60 TO STA. 14+37 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL D, SH. 2C
STA. 14+51 TO STA. 16+11 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL G, SH. 2C
STA. 16+11 TO STA. 18+45 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 18+45 TO STA. 19+62 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL O, SH. 2C
STA. 12+50 -Y6LPB- RT
STA. 12+00 TO
SPECIAL CUT BASE DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPBA- LT
STA. 11+30 TO
SPECIAL CUT DITCH
LINE w/CLASS B RIP RAP SEE DETAIL Y, SH. 2C
STA. 10+25 TO STA. 11+00 -Y6LPB- RT
SPECIAL CUT DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPB- RT
STA. 11+00 TO
SPECIAL CUT DITCH
SEE DETAIL V, SH. 2C
LINE w/PSRM
STA. 115+00 -L- LT TO STA. 24+70 -Y6- LT
STANDARD V DITCH
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 24+70 TO STA. 24+89 -Y6- LT
LATERAL ’V’ DITCH
SEE DETAIL K, SH. 2C
STA. 24+89 TO STA. 26+35 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL N, SH. 2C
STA. 12+50 TO STA. 16+50 -Y6LPB- RT
SPECIAL CUT GRASSED SWALE SEE DETAIL D, SH. 2C
STA. 27+50 -Y6- LT
STA. 26+74 TO
LATERAL GRASSED SWALE
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 19+50 -Y6LPB- RT
STA. 19+00 TO
LATERAL V DITCH
SEE DETAIL H, SH. 2C
STA. 20+00 -Y6LPB- RT
STA. 19+50 TO
LATERAL V DITCH
SEE DETAIL K, SH. 2C
STA. 20+00 -Y6LPB- RT TO STA. 27+50 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 19+00 -Y6LPB- RT
STA. 17+41 TO
LATERAL BASE DITCH
SEE DETAIL U, SH. 2C
STA. 10+00 TO STA. 11+75 -Y6LPC- LT
SPECIAL CUT DITCH
SEE DETAIL N, SH. 2C
STA. 111+50 TO STA. 114+18 -L- RT
SPECIAL CUT GRASSED SWALE
SEE DETAIL O, SH. 2C
STA .22+00 -Y6- LT
STA. 114+18 -L- RT TO
SPECIAL CUT BASE DITCH
SEE DETAIL L, SH. 2C
STA. 22+00 -Y6- LT
STA. 21+70 TO
LATERAL BASE DITCH
SEE DETAIL M, SH. 2C
STA. 119+75 -L- RT
STA. 119+00 TO
LATERAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 117+00 TO STA. 119+00 -L- RT
w/ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
STA. 113+00 -L- M
STA. 108+28 TO
MEDIAN GRASSED SWALE
STA. 115+00 -L- M
STA. 113+00 TO
MEDIAN GRASSED SWALE
STA. 120+60 -L- M
STA. 116+50 TO
MEDIAN GRASSED SWALE
P
P
P
P
TEMPORARY CHANNEL
TEMPORARY CHANNEL
TEMPORARY CHANNEL
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
6
.
d
g
n
6
/
17
/
2
0
14
u
s
v
m
0
4
3
8
8
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107 6
D10= 0.42 FT
V10= 2.10 FPS
Q10= 2.89 CFS
D2= 0.37 FT
V2= 1.96 FPS
Q2= 2.25 CFS
L PRO.= 330 FT
L REQ.= 47 FT
SLOPE= 1.24%
DA= 1.11 AC
GRASS SWALE DATA
STA. 30+00 -Y6- RT
STA. 26+00 TO
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
HAS BEEN TREATED
*ALL IMPERVIOUS AREA
D10= 0.87 FT
V10= 1.98 FPS
Q10= 14.88 CFS
D2= 0.76 FT
V2= 1.83 FPS
Q2= 11.57 CFS
L PRO.= 6 FT
L REQ.*= 0 FT
SLOPE= 0.38%
DA= 4.00 AC
GRASS SWALE DATA
STA. 16+11 -SR2- RT
STA. 14+51 TO
D10= 0.67 FT
V10= 2.09 FPS
Q10= 11.17 CFS
D2= 0.58 FT
V2= 1.93 FPS
Q2= 8.68 CFS
L PRO.= 117 FT
L REQ.= 78 FT
SLOPE= 0.57%
DA= 4.29 AC
GRASS SWALE DATA
STA. 14+37 -SR2- RT
STA. 12+60 TO
OUTFALL SR2006
*UNTREATED IMPERVIOUS DA,
D10= 0.48 FT
V10= 2.15 FPS
Q10= 5.62 CFS
D2= 0.42 FT
V2= 1.99 FPS
Q2= 4.37 CFS
L PRO.= 177 FT
L REQ.*= 27 FT
SLOPE= 0.96%
DA= 1.89 AC
GRASS SWALE DATA GRASS SWALE DATA
D10= 0.19 FT
V10= 2.01 FPS
Q10= 2.52 CFS
D2= 0.16 FT
V2= 1.84 FPS
Q2= 1.96 CFS
L PRO.= 76 FT
L REQ.= 25 FT
SLOPE= 2.30%
DA= 0.69 AC
STA. 27+50 -Y6- LT
STA. 26+74 TO
STA. 26+35 -Y6- LT
STA. 24+89 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.96 FT
V10= 1.54 FPS
Q10= 4.28 CFS
D2= 0.88 FT
V2= 1.44 FPS
Q2= 3.33 CFS
L PRO.= 111 FT
L REQ.*= 34 FT
SLOPE= 0.37%
DA= 1.15 AC
GRASS SWALE DATA
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.88 FT
V10= 2.12 FPS
Q10= 46.48 CFS
D2= 1.66 FT
V2= 1.98 FPS
Q2= 36.14 CFS
L PRO.= 25 FT
L REQ.*= 10 FT
SLOPE= 0.19%
DA= 17.85 AC
GRASS SWALE DATA
STA. 119+75 -L- RT
STA. 119+00 TO STA. 121+00 -L- RT
STA. 119+96 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.61 FT
V10= 2.14 FPS
Q10= 10.17 CFS
D2= 0.53 FT
V2= 1.98 FPS
Q2= 7.91 CFS
L PRO.= 35 FT
L REQ.*= 10 FT
SLOPE= 0.67%
DA= 3.49 AC
GRASS SWALE DATA
-SR2-
-Y6LPB-
-L-
-
Y6
-
HC HC
CLEARING
DENOTES HAND
S S SURFACE WATER
DENOTES IMPACTS IN
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
SITE 5
SITE 6
SITE 7
SITE 7
SHEET 6 OF 19
PERMIT DRAWING
SHEET 10
REF. ROADWAY
0
PLANS
GRAPHIC SCALE
0
PLANS
GRAPHIC SCALE
502512.525
BANK STABILIZATION
DENOTES STREAM
TEMPORARY CHANNEL
RELOCATION/IMPROVEMENTS
DENOTES STREAM
FOR UTILITY INTALLATION
DENOTES EXCAVATION
140
140
140
140
14
0
140
140
1
4
0
140
140
140
1
4
0
140
140
140
140
140
140140
150150
150150
150
15
0
1
5
0
15
0
15
0
1
5
0
150
150
150
1
5
0
150
150 150
150
150
15
0
150
150
150 150
150
1
5
0
1
5
0 150
1
5
0
1
5
0
150
1
5
0 15015
0
150
150150150150150150 150
150
15
0
150
1
5
0
16
0
160
160
CB
CB
CB
v
v
CAN
1SFD
G
1SFD
S
CAN
1SFBUS
C
O
NC
W
v
v
C
O
N
C
B
U
S
M
T
L
S
B
1SFD
S
S
1SBKD
HTR
1SBKD
S
C
U
R
B
8
"

C
O
N
C

MTL
1585
1586
1587
1588C
E
ME
T
E
R
Y
FOOT BRIDGE
181
Q
UIOCC
ASIN S
WA
MP
Q
UI
O
C
C
A
SI
N
S
W
A
M
P
Q
UIO
C
C
ASIN S
W
A
MP
EXIST. R/W
EXIST. R/W
US 70 WBL 28’ BST
US 70 EBL 28’ BST
H
|
b|
b
b
bbb
b
H
H
AT&T
110
115
12
0
2
5
30
15
10
10
10
2
0
1
5
20
C A
C A
C
A
C
A C
A
55.48’ & 90.00’
+20.00 -SR2-
100.00’
+75.96 -SR2-
105.00’
+11.89 -SR2-
105.00’
+50.00 -SR2-
F
C
C
F C
F
C
C C
F F
F
F
F
F
F
F
F
C
C
F
F
F
F
C
C
C
F
C
F
F
F
F
F
F
F
C
F
C
C
F
C
C
C
C
C
C
C
C
C
F
F
C C
C
C
F
F
F
RETAIN
2-6’X6’ RCBC
RETAIN
RETAIN
+
54
L
T
E
N
D
S
B
G
+
67
R
T
E
N
D
S
B
G
+
50
L
T
B
E
G
IN
S
B
G
+
63
R
T
B
E
G
IN
S
B
G
+
75
R
T
E
N
D
SB
G
+
3
6

R
T
B
E
G
I
N

S
B
G
T
B
T
B
T
B
TB
T
B
TB
TB
T
B
T
B
TB
TBT
B
TB
TB
T
B
TB
TB
SEE DETAIL D, SH. 2C
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AT, SH. 2E
STA. 134+36 -L- M
STA. 120+59 TO
MEDIAN DITCH
SEE DETAIL B, SH. 2C
STA. 20+50 -Y6LPB- LT
STA. 31+08 -Y6- LT TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL R, SH. 2C
LINE w/PSRM
STA. 116+72 -L- RT
STA. 22+50 -Y6- RT TO
LATERAL BASE DITCH
SEE DETAIL Q, SH. 2C
LINE w/PSRM
STA. 116+72 TO STA. 117+00 -L- RT
SPECIAL CUT BASE DITCH
SEE DETAIL D, SH. 2C
STA. 121+00 -L- RT
STA. 119+96 TO
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 121+50 -L- RT
STA. 121+00 TO
LATERAL BASE DITCH
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
STA. 25+00 TO STA. 25+74 -Y6- RT
TOE PROTECTION
SEE DETAIL S, SH. 2C
STA. 29+50 -Y6- RT
STA. 26+00 TO
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 30+00 -Y6- RT
STA. 29+50 TO
LATERAL GRASSED SWALE
SEE DETAIL B, SH. 2C
STA. 33+00 -Y6- RT
STA. 30+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL U, SH. 2C
STA. 12+20 -SR2- RT
STA. 32+00 -Y6- LT TO
SPECIAL CUT DITCH
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 12+60 -SR2- RT
STA. 12+20 TOSPECIAL CUT DITCH
SEE DETAIL B, SH. 2C
STA. 12+75 -SR2- LT
STA. 10+49 TO
SPECIAL CUT GRASSED SWALE
SEE
DETAIL
B
, SH
. 2C
STA
. 20+50
-Y6LPB-
LT
STA
. 19+00
TO
SPECIAL
CUT
GRASSED
SWALE
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 18+50 TO STA. 19+00 -Y6LPB- LT
SPECIAL CUT DITCH
SEE DETAIL E, SH. 2C
STA. 12+60 TO STA. 14+37 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL D, SH. 2C
STA. 14+51 TO STA. 16+11 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL G, SH. 2C
STA. 16+11 TO STA. 18+45 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 18+45 TO STA. 19+62 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL O, SH. 2C
STA. 12+50 -Y6LPB- RT
STA. 12+00 TO
SPECIAL CUT BASE DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPBA- LT
STA. 11+30 TO
SPECIAL CUT DITCH
LINE w/CLASS B RIP RAP SEE DETAIL Y, SH. 2C
STA. 10+25 TO STA. 11+00 -Y6LPB- RT
SPECIAL CUT DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPB- RT
STA. 11+00 TO
SPECIAL CUT DITCH
SEE DETAIL V, SH. 2C
LINE w/PSRM
STA. 115+00 -L- LT TO STA. 24+70 -Y6- LT
STANDARD V DITCH
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 24+70 TO STA. 24+89 -Y6- LT
LATERAL ’V’ DITCH
SEE DETAIL K, SH. 2C
STA. 24+89 TO STA. 26+35 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL N, SH. 2C
STA. 12+50 TO STA. 16+50 -Y6LPB- RT
SPECIAL CUT GRASSED SWALE SEE DETAIL D, SH. 2C
STA. 27+50 -Y6- LT
STA. 26+74 TO
LATERAL GRASSED SWALE
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 19+50 -Y6LPB- RT
STA. 19+00 TO
LATERAL V DITCH
SEE DETAIL H, SH. 2C
STA. 20+00 -Y6LPB- RT
STA. 19+50 TO
LATERAL V DITCH
SEE DETAIL K, SH. 2C
STA. 20+00 -Y6LPB- RT TO STA. 27+50 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 19+00 -Y6LPB- RT
STA. 17+41 TO
LATERAL BASE DITCH
SEE DETAIL U, SH. 2C
STA. 10+00 TO STA. 11+75 -Y6LPC- LT
SPECIAL CUT DITCH
SEE DETAIL N, SH. 2C
STA. 111+50 TO STA. 114+18 -L- RT
SPECIAL CUT GRASSED SWALE
SEE DETAIL O, SH. 2C
STA .22+00 -Y6- LT
STA. 114+18 -L- RT TO
SPECIAL CUT BASE DITCH
SEE DETAIL L, SH. 2C
STA. 22+00 -Y6- LT
STA. 21+70 TO
LATERAL BASE DITCH
SEE DETAIL M, SH. 2C
STA. 119+75 -L- RT
STA. 119+00 TO
LATERAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 117+00 TO STA. 119+00 -L- RT
w/ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
STA. 113+00 -L- M
STA. 108+28 TO
MEDIAN GRASSED SWALE
STA. 115+00 -L- M
STA. 113+00 TO
MEDIAN GRASSED SWALE
STA. 120+60 -L- M
STA. 116+50 TO
MEDIAN GRASSED SWALE
P
P
P
P
TEMPORARY CHANNEL
TEMPORARY CHANNEL
TEMPORARY CHANNEL
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
7
.
d
g
n
6
/
17
/
2
0
14
u
s
v
m
0
4
3
8
8
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107 7
SHEET 7 OF 19
PERMIT DRAWING
-SR2-
-Y6LPB-
-L-
-
Y6
-
SITE 5
SITE 6
SITE 7
SITE 7
SHEET 10
REF. ROADWAY
0
PLANS
GRAPHIC SCALE
0
PLANS
GRAPHIC SCALE
502512.525
TEMPORARY CHANNEL
HC HC
CLEARING
DENOTES HAND
S S SURFACE WATER
DENOTES IMPACTS IN
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
BANK STABILIZATION
DENOTES STREAM
RELOCATION/IMPROVEMENTS
DENOTES STREAM
FOR UTILITY INTALLATION
DENOTES EXCAVATION
D10= 0.42 FT
V10= 2.10 FPS
Q10= 2.89 CFS
D2= 0.37 FT
V2= 1.96 FPS
Q2= 2.25 CFS
L PRO.= 330 FT
L REQ.= 47 FT
SLOPE= 1.24%
DA= 1.11 AC
GRASS SWALE DATA
STA. 30+00 -Y6- RT
STA. 26+00 TO
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
HAS BEEN TREATED
*ALL IMPERVIOUS AREA
D10= 0.87 FT
V10= 1.98 FPS
Q10= 14.88 CFS
D2= 0.76 FT
V2= 1.83 FPS
Q2= 11.57 CFS
L PRO.= 6 FT
L REQ.*= 0 FT
SLOPE= 0.38%
DA= 4.00 AC
STA. 16+11 -SR2- RT
STA. 14+51 TO
STA. 14+37 -SR2- RT
STA. 12+60 TO
OUTFALL SR2006
*UNTREATED IMPERVIOUS DA,
D10= 0.48 FT
V10= 2.15 FPS
Q10= 5.62 CFS
D2= 0.42 FT
V2= 1.99 FPS
Q2= 4.37 CFS
L PRO.= 177 FT
L REQ.*= 27 FT
SLOPE= 0.96%
DA= 1.89 AC
STA. 27+50 -Y6- LT
STA. 26+74 TO
STA. 26+35 -Y6- LT
STA. 24+89 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.96 FT
V10= 1.54 FPS
Q10= 4.28 CFS
D2= 0.88 FT
V2= 1.44 FPS
Q2= 3.33 CFS
L PRO.= 111 FT
L REQ.*= 34 FT
SLOPE= 0.37%
DA= 1.15 AC
GRASS SWALE DATA
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.88 FT
V10= 2.12 FPS
Q10= 46.48 CFS
D2= 1.66 FT
V2= 1.98 FPS
Q2= 36.14 CFS
L PRO.= 25 FT
L REQ.*= 10 FT
SLOPE= 0.19%
DA= 17.85 AC
GRASS SWALE DATA
STA. 119+75 -L- RT
STA. 119+00 TO STA. 121+00 -L- RT
STA. 119+96 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.61 FT
V10= 2.14 FPS
Q10= 10.17 CFS
D2= 0.53 FT
V2= 1.98 FPS
Q2= 7.91 CFS
L PRO.= 35 FT
L REQ.*= 10 FT
SLOPE= 0.67%
DA= 3.49 AC
GRASS SWALE DATA
GRASS SWALE DATA
D10= 0.67 FT
V10= 2.09 FPS
Q10= 11.17 CFS
D2= 0.58 FT
V2= 1.93 FPS
Q2= 8.68 CFS
L PRO.= 117 FT
L REQ.= 78 FT
SLOPE= 0.57%
DA= 4.29 AC
GRASS SWALE DATA GRASS SWALE DATA GRASS SWALE DATA
D10= 0.19 FT
V10= 2.01 FPS
Q10= 2.52 CFS
D2= 0.16 FT
V2= 1.84 FPS
Q2= 1.96 CFS
L PRO.= 76 FT
L REQ.= 25 FT
SLOPE= 2.30%
DA= 0.69 AC
EXISTING C INV. = 146.33
2 @ 10’x8’ RCBC
L
2 @ 10’X8’ RCBC RT. EXTENSION
SKEW = 75 +/-
ELEV. = 161.41
C -L- STA. 26+51.38L
(+)0.3208%(-)0.4035%(-)1.2338%
(-)1.2338%(+)1.9840%(+)2.1209%
100’ VC
E
L

=

16
4
.11
P
V
C

-
Y1L
P
C
-

S
T
A
. 11+
5
0
.0
0
E
L

=

16
4
.0
7
P
V
C

-
Y1L
P
C
-

S
T
A
. 12
+
5
0
.0
0
P
V
T

-
Y1L
P
C
-

S
T
A
. 12
+
5
0
.0
0
200’ VC
E
L

=

16
2
.4
3
P
V
T

-
Y1L
P
C
-

S
T
A
. 14
+
5
0
.0
0
EL = 159.79’
PI = 18+43.91
130’ VC
E
L

=

15
9
.2
2
P
V
C

-
Y1L
P
C
-

S
T
A
. 17
+
10
.0
0
E
L

=

15
9
.7
1
P
V
T

-
Y1L
P
C
-

S
T
A
. 18
+
4
0
.0
0
E
L

=

16
0
.6
8
E
N
D

G
R
A
D
E

-
Y1L
P
C
-

S
T
A
. 18
+
8
6
.0
1
DS = 55 MPH
K = 138
VC = 100’
EL = 164.27’
PI = 12+00.00
DS = 65 MPH
K = 241
VC = 200’
EL = 163.67’
PI = 13+50.00
DS = 35 MPH
K = 40
VC = 130’
EL = 158.42’
PI = 17+75.00
18"(+) 19.5482%
E
L

=

15
0
.9
5
P
I

=

14
+
5
3
G
R
A
D
E

R
T
B
E
G
I
N

D
I
T
C
H
E
l

=

15
7
.9
6
P
I

=

14
+
8
9
E
N
D

D
I
T
C
H

G
R
A
D
E

R
T
E
l

=

15
8
.11
P
I

=

15
+
2
5
(+) 0.4151%
E
L

=

15
1.0
4
P
I

=

14
+
0
0
G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H
(+) 5.0000%
G
R
A
D
E

L
T
E
N
D

D
I
T
C
H
E
L

=

15
6
.0
4
P
I

=

15
+
0
0
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

L
T
P
I

=

17
+
6
0
, E
L

=

15
1.8
6
(
-
)

0
.6
6
4
4
%
E
N
D

D
I
T
C
H

G
R
A
D
E

L
T
P
I

=

17
+
8
4
, E
L

=

15
1.7
5
(
-
)

0
.3
0
0
0
%
E
l

=

15
1.8
0
P
I

=
17
+
6
9
FOR HYDRAULIC DATA
SEE -L- PROFILE
2 @ 10’x8’ RCBC
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
f
l
_
s
h
e
e
t
6
_
L
_
6
.
d
g
n
5
/
2
8
/
2
0
14
u
s
v
m
0
4
3
8
8
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107
-L-
130
140
150
160
170
180
26252423 28 29 30 31 32 33
SHEET 8 OF 19
PERMIT DRAWING
130
140
150
160
170
180
14131211 15 16 17 18 19 20
-Y1LPC-
8
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

L
T
E
L

=

15
1.6
4
P
I

=

2
0
+
8
7
(-) 0.3000%
(-) 5.8800%
E
l

=

15
1.3
0
P
I

=

2
2
+
0
0
E
l

=

14
8
.3
6
P
I

=
2
2
+
5
0
E
N
D

D
I
T
C
H

G
R
A
D
E

L
T
E
L

=

14
8
.2
5
P
I

=

2
3
+
0
0
G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H
E
L

=

15
5
.3
0
P
I

=

2
9
+
4
9
(+) 0.7810%
(-) 0.2200%
L
3 @ 9’X9’ RCBC
SKEW = 95
ELEV. = 177.03
C -Y1- STA. 24+31.50L
PROPOSED C INV. = 145.75
3 @ 9’x9’ RCBC
G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H
E
L

=

15
6
.4
8
P
I

=

14
+
11
(-) 2.2409%
E
l

=

15
4
.2
6
P
I

=
15
+
10
(-) 2
.5645%
E
l

=

15
1.7
0
P
I

=
16
+
10
(-) 0.4500%
G
R
A
D
E

L
T
E
N
D

D
I
T
C
H
E
L

=

15
0
.3
5
P
I

=

19
+
10
FOR HYDRAULIC DATA
SEE -Y1- PROFILE
3 @ 10’x9’ RCBC
E
L

=

15
5
.9
1
B
E
G
I
N

G
R
A
D
E

-
S
R
1-

S
T
A
. 10
+
0
0
.0
0
PI = 10+15.80
EL = 155.59’
(-)2.0000%(+)1.4250%
PI = 13+25.00
EL = 160.00’
(+)1.4250%(-)1.3854%
VC = 300’
K = 107 PI = 17+15.00
EL = 154.60’
(-)1.3854%
(+)0.3096%
VC = 259’
K = 153
DS = 50 MPH
DS = 60 MPH
E
L

=

15
5
.0
6
E
N
D

G
R
A
D
E

-
S
R
1-

S
T
A
. 18
+
6
4
.5
2
18"
24"
G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H
E
L

=

15
1.7
3
P
I

=

10
+
5
0
(-) 1.1460%
E
l

=

15
0
.5
8
P
I

=

11+
5
0
(+) 0.3066%
E
l

=

15
0
.7
6
P
I

=
12
+
0
9
(+) 2.0200%
E
L

=

15
1.8
1
P
I

=

12
+
6
1
G
R
A
D
E

L
T
E
N
D

D
I
T
C
H
G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H
E
L

=

15
0
.3
5
P
I

=

16
+
5
2
G
R
A
D
E

L
T
E
N
D

D
I
T
C
H
E
L

=

15
1.9
9
P
I

=

17
+
7
6
(+) 1.3281%
E
L

=

15
2
.4
9
P
I

=

17
+
3
6
(-) 0.8726%(+) 3.4880%
E
l

=

15
2
.14
P
I

=

17
+
7
6
E
N
D

D
I
T
C
H

G
R
A
D
E

R
T
E
l

=

15
3
.8
8
P
I

=

18
+
2
6
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

R
T
FOR HYDRAULIC DATA
SEE -Y1- PROFILE
3 @ 10’x9’ RCBC
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
f
l
_
s
h
e
e
t
6

_
Y
1
_
7
.
d
g
n
5
/
2
8
/
2
0
14
u
s
v
m
0
4
3
8
8
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107
-Y1-
140
150
160
170
180
190
24 25 26 27 28 29 3023222120
130
140
150
160
170
180
15 16 17 18 19 20 21141312
120
130
140
150
160
170
15 16 17 18 19 20 2114131211
-Y1RPD-
-SR1-
22
9
SHEET 9 OF 19
PERMIT DRAWING
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

R
T
E
N
D

D
I
T
C
H

G
R
A
D
E

R
T
E
L

=

14
7
.13
E
N
D

D
I
T
C
H

G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

L
T
E
L

=

14
8
.4
4
P
I

=

10
+
4
9
E
L

=

14
7
.0
2
P
I

=

12
+
7
5
P
I

=

12
+
2
0
P
I

=

14
+
5
1, E
L

=

14
2
.0
1
(+) 0.5700%
P
I

=

14
+
3
7
, E
L

=

14
2
.9
9
(+) 0.3547%
(+) 7.0000%
P
I

=

16
+
11
E
L

=

14
2
.9
2
(+) 1.0000%
P
I

=

18
+
4
5
E
L

=

14
3
.7
5
P
I

=

19
+
6
2
E
L

=

14
4
.9
2
P
I

=

2
0
+
17
E
L

=

14
8
.7
5
(+) 6.0000%
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

R
T
P
I

=

10
+
6
5
, E
L

=

15
0
.0
0
P
I

=

11+
0
0
E
L

=

14
9
.5
1
(
-
)

1.4
0
0
0
%
(-) 6.1180%
(-) 1.9833%
(-) 0.6282%
(-) 0.9600%
E
L

=

14
4
.6
8
P
I

=

12
+
6
0
(+) 0.3547%
(-
)3
.9773%
(+)0.3000%
(+)0.3000%(+)1.3925%
FOR HYDRAULIC DATA
SEE -Y6LPB- PROFILE
2 @ 9’x9’ RCBC
G
R
A
D
E

R
T
B
E
G
I
N

D
I
T
C
H
E
L

=

14
5
.2
9
E
N
D

D
I
T
C
H

G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

L
T
E
L

=

14
7
.0
0
P
I

=

12
+
0
0
E
L

=

14
1.3
4
P
I

=

17
+
4
1
E
L

=

14
7
.5
7
P
I

=

2
0
+
5
0
P
I

=

19
+
0
0
E
L

=

15
0
.12
P
I

=

18
+
5
0
(
-
)
6.
2
4
0
0%
(+) 0.3800%
(-) 1.9750%
E
l

=

14
2
.5
0
(-) 0.3800%
G
R
A
D
E

R
T
E
N
D

D
I
T
C
H

E
L

=

14
1.8
2
P
I

=

17
+
2
6
E
L

=

14
2
.11
P
I

=

16
+
5
0
E
l

=

14
4
.3
0
(-) 1.9800%
(-) 0.3877%
E
l

=

14
3
.3
0
(
+
)

7
.0
0
0
0
%
P
I

=
12
+
5
0
P
I

=
15
+
5
0
P
I

=
19
+
0
0
(+) 1.2366%
G
R
A
D
E

R
T
E
N
D

D
I
T
C
H

E
L

=

14
5
.9
0
P
I

=

2
0
+
0
0
E
l

=

14
6
.8
0
P
I

=
19
+
5
0
(
-
)

1.8
0
0
0
%
(-) 0.6000%
(-) 0.7000%
(-) 0.5000%
E
l

=

14
3
.10
P
I

=
14
+
5
0
E
l

=

14
2
.7
5
P
I

=
15
+
0
0
2-9’x9’ RCBC
18"
(-)0.7444%
(-)0.7444%(+)0.9772%
(+)0.9772%(+)4.0000%
18"
SKEW = 94
2 @ 9’X9’ RCBC
C -Y6LPB- STA. 17+33.36L
INV. = 138.51
PROPOSED
2 @ 9’x9’ RCBC
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
f
l
_
s
h
e
e
t
_
1
0
_
S
R
2
_
8
.
d
g
n
5
/
2
8
/
2
0
14
u
s
v
m
0
4
3
8
8
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107
10 11 12 13 14 15 16 17 18 19 20
13 14 15 16 17 18 19 20 21
120
130
140
150
160
170
160
150
140
130
120
-Y6LPB-
-SR2-
10
SHEET 10 OF 19
PERMIT DRAWING
G
R
A
D
E

R
T
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

R
T
E
N
D

D
I
T
C
H

E
L

=

14
7
.0
2
E
L

=

14
6
.10
G
R
A
D
E

L
T
E
N
D

D
I
T
C
H
P
I

=

2
2
+
0
0
E
L

=

14
2
.0
6
P
I

=

2
6
+
0
0
E
L

=

14
3
.6
0
P
I

=

2
2
+
5
0
P
I

=

3
0
+
0
0
E
L

=

14
8
.3
2
P
I

=

3
1+
0
8
E
L

=

14
7
.7
3
P
I

=

3
0
+
0
0
E
L

=

14
4
.6
2
P
I

=

2
8
+
0
0
E
L

=

14
7
.7
5
P
I

=

2
2
+
0
0
(+) 2.2960%
(+) 0.5478%
(+) 1.2395%
(+) 0.9200%
(+) 1.9700%
(+) 0.9200%
E
L

=

14
7
.4
8
P
I

=

3
0
+
5
0
E
L

=

14
8
.8
6
P
I

=

3
2
+
0
0
(-) 0.3700%
E
L

=

14
2
.5
5
P
I

=

2
4
+
7
0
E
L

=

14
0
.6
9
P
I

=

2
6
+
3
5
E
L

=

14
8
.8
5
P
I

=

2
1+
7
0
(
-
)

3
.6
7
2
7
%
(
-
)

5
.0
0
0
0
%
E
l

=

14
1.2
3
(
-
)
6.
9589%
P
I

=
2
4
+
8
9
G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H
E
L

=

14
1.7
3
P
I

=

2
6
+
7
4
G
R
A
D
E

L
T
E
N
D

D
I
T
C
H
G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H
G
R
A
D
E

L
T
B
E
G
I
N

D
I
T
C
H
G
R
A
D
E

L
T
E
N
D

D
I
T
C
H
G
R
A
D
E

L
T
E
N
D

D
I
T
C
H
30"
2-9’x9’ RCBC
(+)3.3426%
(
-
)3
.7112%
(
-
)3
.7112%
(+)2.0066%
INV. = 138.15
PROPOSED
2 @ 9’x9’ RCBC
2 @ 9’X9’ RCBC
SKEW = 107
ELEV. = 168.74
C -Y6- STA. 26+21.25L
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
f
l
_
s
h
e
e
t
_
1
0
_
Y
6
_
1
1
.
d
g
n
5
/
2
8
/
2
0
14
u
s
v
m
0
4
3
8
8
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107 11
-Y6-
120
130
140
150
160
170
180
21 22 23 24 25 26 27 28 29 30 31 32
SHEET 11 OF 19
PERMIT DRAWING
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

R
T
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

R
T
E
L

=

13
7
.8
9
E
N
D

D
I
T
C
H

G
R
A
D
E

R
T
E
N
D

D
I
T
C
H

G
R
A
D
E

R
T
E
N
D

D
I
T
C
H

G
R
A
D
E

R
T
E
L

=

14
8
.8
8
P
I

=

114
+
18
P
I

=

118
+
5
0
E
L

=

13
7
.6
5
P
I

=

119
+
7
5
E
L

=

13
9
.0
0
P
I

=

119
+
9
6
E
L

=

14
1.0
0
P
I

=

12
1+
5
0
E
l

=

13
9
.6
9
(+) 0.6667%(+) 2.6133%
E
L

=

14
1.3
9
P
I

=

116
+
7
2
(-) 0.1900%
P
I

=
12
1+
0
0
E
l

=

13
9
.7
7
(-) 1.2550%
P
I

=
117
+
0
0
(-)5
.
6
7
8
0%
(+) 0.7193%
B
E
G
I
N

D
I
T
C
H

G
R
A
D
E

M
E
L

=

14
9
.13
P
I

=

12
0
+
5
9
(-) 0.5000%
2-6’x6’ RCBC
NEW INV. = 139.55
PROPOSED
2-6’x6’ RCBC
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
p
f
l
_
s
h
e
e
t
_
1
0
_
L
_
1
2
.
d
g
n
5
/
2
8
/
2
0
14
u
s
v
m
0
4
3
8
8
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107 12
-L-
120
130
140
150
160
170
114 115 116 117 118 119 120 121 122
SHEET 12 OF 19
PERMIT DRAWING
DIKE
IMPERVIOUS
CONSTRUCTION SEQUENCE
DIKE
IMPERVIOUS
EROSION CONTROL PLAN
11. CONSTRUCT -Y1- RCBC CULVERT AND WINGWALLS.
10. REMOVE EXISTING (3) 7’X7’ RCBC ON -Y1-.
CONSTRUCT PERMANENT CHANNEL BETWEEN -L- AND -Y1- CULVERTS.9.
CONST WEST BARREL RCBC EXTENSION AND WEST WINGWALL.8.
DEWATER CONSTRUCTION AREA INTO SPECIAL STILLING BASIN(S).7.
AS SHOWN.
CONSTRUCT TEMPORARY IMPERVIOUS DIKE DOWNSTREAM OF CONSTRUCTION AREA6.
FLOW INTO DIVERSION CHANNEL.
NEWLY CONSTRUCTED CHANNEL IN ORDER TO MERGE THEM AND DIRECT
EXCAVATE REMAINING SECTION BETWEEN EXISTING BAWDY SWAMP ANDB.
CHANNEL.
EXISTING (2) 10’X8’ RCBC TO THE NEWLY CONSTRUCTED DIVERSION
CONSTRUCT TEMPORARY IMPERVIOUS DIKE FROM THE OUTLET OF THE A.
SIMULTANEOUSLY DO THE FOLLOWING:5.
DOWNSTREAM END IN ORDER TO MERGE INTO EXISTING BAWDY SWAMP.
EXCAVATE REMAINING SECTION OF TEMPORARY DIVERSION CHANNEL ON THE4.
STA. -L- 28+50 RT TO DOWNSTREAM STA. -SR1- 15+00 RT.
BUILD TEMPORARY DIVERSION CHANNEL STARTING FROM APPROXIMATELY UPSTREAM3.
THROUGH THE WEST BARREL OF THE EXISTING (2) 10’X8’ RCBC.
CONSTRUCT TEMPORARY IMPERVIOUS DIKE UPSTREAM, EFFECTIVELY BLOCKING FLOW2.
UTILIZE SPECIAL STILLING BASIN AS NECESSARY.1.
STAGE I
(2) 10’X8’ RCBC EXTENSION AND (3) 10’X9’ RCBC
2:12:
1
TEMPORARY DIVERSION CHANNEL DIMENSIONS
-L -
-
Y
1-
DIKE
IMPERVIOUS
DIKE
IMPERVIOUS
SHEET 13 OF 19
PERMIT DRAWING
EC-22/CONST.6
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
W-5107
CHANNEL
TEMP. DIVERSION
PERMINANT CHANNEL
10.00’
3.00’
GRAPHIC SCALE
PLANS
0 20
DIKE
IMPERVIOUS
CONSTRUCTION SEQUENCE
EROSION CONTROL PLAN
DIKE
IMPERVIOUS
(2) 10’X8’ RCBC EXTENSION AND (3) 10’X9’ RCBC
REMOVE TEMPORARY IMPERVIOUS DIKE UPSTREAM OF -L- RCBC.7.
REMOVE TEMPORARY IMPERVIOUS DIKE DOWNSTREAM OF -L- RCBC.6.
FINSIH CHANNEL IMPROVEMENTS.5.
CONSTRUCT EAST BARREL RCBC EXTENSION AND WEST WINGWALL.4.
THROUGH THE EAST BARREL OF THE EXISTING (2) 10’X8’ RCBC.
RELOCATE TEMPORARY IMPERVIOUS DIKE UPSTREAM, EFFECTIVELY BLOCKING FLOW 3.
EXTENSION AS SHOWN.
CONSTRUCTIMPERVIOUS DIKE DOWNSTREAM OF NEWLY BUILT -L- WEST BARREL2.
REMOVE TEMPORARY IMPERVIOUS DIKE DOWNSTREAM OF -Y1-.1.
STAGE II
-L -
-
Y
1R
P
D
-
-
Y
1-
-
S
R
1-
SHEET 14 OF 19
PERMIT DRAWING
EC-23/CONST.6
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
W-5107
GRAPHIC SCALE
PLANS
0 20
ID
4K
33 x 13 x 3
DIKE
IMPERVIOUS
CONSTRUCTION SEQUENCE
DIKE
IMPERVIOUS
CONSTRUCTION SEQUENCE
DIKE
IMPERVIOUS
DIKE
IMPERVIOUS
NO DEBRIS TO ENTIRE STREAM.
REMOVE EXISTING BRIDGE ALLOWING6.
BASIN(S).
DEWATER CONSTRUCTION AREA INTO SPECIAL STILLING5.
CONSTRUCT IMPERVIOUS DIKE DOWNSTREAM.4.
AS SHOWN.
PLACE TEMP. FLEXIBLE PIPE ALONG EXISTING CHANNEL 3.
CONSTRUCT TEMP. IMPERVIOUS DIKE UPSTREAM.2.
UTILIZE SPECIAL STILLING BASIN(S) AS NECESSARY.1.
STAGE I
COMPLETE ROADWAY.7.
SPECIAL STILLING BASIN(S).
REMOVE TEMP. IMPERVIOUS DIKES, PIPE, AND 6.
PRIOR TO REMOVAL OF IMPERVIOUS DIKES.
RESULTED FROM CONSTRUCTION ACTIVITIES
REMOVE ALL SEDIMENT FROM STREAM THAT 5.
INSTALL CLASS I RIPRAP ALONG WINGWALLS.4.
CULVERT AND CONSTRUCT WINGWALLS.
PLACE PRECAST SECTIONS OF BOTTOMLESS3.
CONSTRUCT CHANNEL AND ARMOR CHANNEL EMBANKMENTS.2.
CONSTRUCT FOOTINGS.1.
STAGE II
DEWATER CONSTRUCTION AREA INTO SPECIAL STILLING BASIN. 5.
DIRECT WATER THROUGH TEMPORARY DIVERSION CHANNEL.
CONSTRUCT INPERVIOUS DIKES UPSTREAM AND DOWNSTREAM TO4.
INTO THE EXISTING STREAM. THEN UPSTREAM END.
TIE DOWNSTREAM END OF THE TEMPORARY DIVERSION CHANNEL3.
SITE, FROM THE DOWNSTREAM END.
EXCAVATE TEMPORARY DIVERSION CHANNEL AROUND CONSTRUCTION2.
UTILIZE SPECIAL STILLING BASIN(S) AS NECESSARY.1.
STAGE I
FILL TEMPORARY DIVERSION CHANNEL. 5.
AND STILLING BASIN.
REMOVE DOWNSTREAM AND UPSTREAM IMPERVIOUS DIKES4.
IMPERVIOUS DIKES.
CONSTRUCTION ACTIVITIES PRIOR TO REMOVAL OF
REMOVE ALL SEDIMENT FROM STREAM THAT RESULTED FROM3.
SLAB, AND CLASS I RIPRAP ALONG WINGWALLS.
CONSTRUCT (2) 9’X9’ RCBC INCLUDING WINGWALLS, BOTTOM2.
CONSTRUCT CHANNEL AND ARMOR CHANNEL EMBANKMENTS.1.
STAGE II
EROSION CONTROL PLAN
(2) 9’X9’ RCBC -SR2- & -Y6LPB-(2) 9’X9’ RCBC -SR2- & -Y6LPB-
EC-24/CONST.10
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
W-5107
2:12:
1
TEMPORARY DIVERSION CHANNEL DIMENSIONS
-SR2-
-Y6LPB-
SHEET 15 OF 19
PERMIT DRAWING
3
.
0
0
’
4.00’
GRAPHIC SCALE
PLANS
0 20
DIKE
IMPERVIOUS
CONSTRUCTION SEQUENCE
DIKE
IMPERVIOUS
CONSTRUCTION SEQUENCE
EROSION CONTROL PLAN
DIKE
IMPERVIOUS
DIKE
IMPERVIOUS
NO DEBRIS TO ENTIRE STREAM.
REMOVE EXISTING BRIDGE ALLOWING6.
BASIN(S).
DEWATER CONSTRUCTION AREA INTO SPECIAL STILLING5.
CONSTRUCT IMPERVIOUS DIKE DOWNSTREAM.4.
AS SHOWN.
PLACE TEMP. FLEXIBLE PIPE ALONG EXISTING CHANNEL 3.
CONSTRUCT TEMP. IMPERVIOUS DIKE UPSTREAM.2.
UTILIZE SPECIAL STILLING BASIN(S) AS NECESSARY.1.
STAGE I
COMPLETE ROADWAY.7.
SPECIAL STILLING BASIN(S).
REMOVE TEMP. IMPERVIOUS DIKES, PIPE, AND 6.
PRIOR TO REMOVAL OF IMPERVIOUS DIKES.
RESULTED FROM CONSTRUCTION ACTIVITIES
REMOVE ALL SEDIMENT FROM STREAM THAT 5.
INSTALL CLASS I RIPRAP ALONG WINGWALLS.4.
CULVERT AND CONSTRUCT WINGWALLS.
PLACE PRECAST SECTIONS OF BOTTOMLESS3.
CONSTRUCT CHANNEL AND ARMOR CHANNEL EMBANKMENTS.2.
CONSTRUCT FOOTINGS.1.
STAGE II
REMOVE EXISTING (3) 60" CULVERTS.7.
DEWATER CONSTRUCTION AREA INTO SPECIAL STILLING BASIN. 6.
CONSTRUCT TEMPORARY IMPERVIOUS DIKE DOWNSTREAM OF CONSTRUCTION AREA.5.
UPSTREAM END IN ORDER TO DIRECT ALL FLOW THROUGH DIVERSION CHANNEL.
EXCAVATE REMAINING SECTION OF TEMPORARY DIVERSION CHANNEL ON THEB.
TEMPORARY DIVERSION CHANNEL.
CONSTRUCT TEMPORARY IMPERVIOUS DIKE UPSTREAM TO DIRECT WATER THROUGHA.
SIMULTANEOUSLY DO THE FOLLOWING:4.
END IN ORDER TO MERGE INTO EXISTING STREAM.
EXCAVATE REMAINING SECTION OF TEMPORARY DIVERSION CHANNEL ON THE DOWNSTREAM3.
EXCAVATE TEMPORARY DIVERSION CHANNEL AROUND EXISTING CULVERTS.2.
UTILIZE SPECIAL STILLING BASIN(S).1.
STAGE I
FILL TEMPORARY DIVERSION CHANNEL.5.
REMOVE IMPERVIOUS DIKES AND SPECIAL STILLING BASIN. 4.
ACTIVITIES PRIOR TO REMOVAL OF IMPERVIOUS DIKES.
REMOVE ALL SEDIMENT FROM STREAM THAT RESULTED FROM CONSTRUCTION 3.
RIPRAP ALONG WINGWALLS.
CONSTRUCT (2) 9’X9’ RCBC INCLUDING WINGWALLS, BOTTOM SLAB, AND CLASS I2.
CONSTRUCT CHANNEL AND ARMOR CHANNEL EMBANKMENTS.1.
STAGE II
(2) 9’X9’ RCBC -Y6-(2) 9’X9’ RCBC -Y6-
EC-25/CONST.10
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
W-5107
2:12:
1
TEMPORARY DIVERSION CHANNEL DIMENSIONS
SHEET 16 OF 19
PERMIT DRAWING
3
.
0
0
’
4.00’
GRAPHIC SCALE
PLANS
0 20
TOP=149.13’TOP=149.13’
DIKE
IMPERVIOUS
CONSTRUCTION SEQUENCE
DIKE
IMPERVIOUS
CONSTRUCTION SEQUENCE
EROSION CONTROL PLAN
DIKE
IMPERVIOUS
DIKE
IMPERVIOUS
REMOVE IMPERVIOUS DIKE DOWNSTREAM AND UPSTREAM.5.

ALONG WINGWALLS.
INCLUDING WINGWALLS, BOTTOM SLAB, AND CLASS I RIPRAP
CONSTRUCT DOWNSTREAM WEST BARREL CULVERT EXTENSION4.
DEWATER WEST BARREL INTO SPECIAL STILLING BASIN. 3.
BARREL.
ENDWALLS OF EXISTING (2) 6’X6’ TO BLOCK FLOW IN WEST
CONSTRUCT IMPERVIOUS DIKE AT UPSTREAM AND DOWNSTREAM2.
UTILIZE SPECIAL STILLING BASINS AS NECESSARY.1.
STAGE I
SPECIAL STILLING BASIN.
REMOVE DOWNSTREAM AND UPSTREAM IMPERVIOUS DIKES AND4.
ALONG WINGWALLS.
INCLUDING WINGWALLS, BOTTOM SLAB, AND CLASS I RIPRAP
CONSTRUCT DOWNSTREAM EAST BARREL CULVERT EXTENSION3.

DEWATER EAST BARREL INTO SPECIAL STILLING BASIN.2.
ENDWALLS TO BLOCK FLOW IN EAST BARREL.
CONSTRUCT IMPERVIOUS DIKE AT UPSTREAM AND DOWNSTREAM1.
STAGE II
(2) 6’X6’ RCBC EXTENSION -L-(2) 6’X6’ RCBC EXTENSION -L-
EC-26/CONST.10
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
W-5107
SHEET 17 OF 19
PERMIT DRAWING
GRAPHIC SCALE
PLANS
0 20
5
/
2
8
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
D
e
t
a
i
l
s
_
2
C
_
1
8
.
d
g
n
u
s
v
m
0
4
3
8
8
5
/
1
4
/
9
9
W-5107
PROJECT REFERENCE NO.SHEET NO.
R/W SHEET NO.
ENGINEER
ROADWAY DESIGN HYDRAULICS
ENGINEER
2C
Flatter4:1 or
D
3:
1
( Not to Scale)
SPECIAL CUT GRASSED SWALE
DETAIL B
Ground
Natural Slope
Ditch
Front
( Not to Scale)
3:13:
1 D
B
b
LATERAL BASE DITCH
1"/Ft.
DETAIL C
Ground
Natural
Slope
Fill
LATERAL GRASSED SWALE
( Not to Scale)
D
3:
1 3:1
b
1"/Ft.
DETAIL G
Ground
Natural
Slope
Fill
( Not to Scale)
3:13:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
Ground
Natural
SLOPE
FILL
DETAIL D
3:
1
D Flatter4:1 or
d
( Not to Scale)
SPECIAL CUT DITCH
Slope
Ditch
Front
Ground
Natural
DETAIL J
Type of Liner= PSRM
( Not to Scale)
3:13:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
Ground
Natural
SLOPE
FILL
DETAIL E
LATERAL ’V’ DITCH
( Not to Scale)
D
3:
1
3:1
b
1"/Ft.
DETAIL H
Ground
Natural
Slope
Fill
LATERAL GRASSED SWALE
( Not to Scale)
D
3:
1 3:1
b
1"/Ft.
DETAIL K
Ground
Natural
Slope
Fill
FROM STA. 21+70 TO STA. 22+00 -Y6- LT
( Not to Scale)
3:13:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
FROM STA. 119+00 TO STA. 119+75 -L- RT
Ground
Natural
SLOPE
FILL
DETAIL M
3:
1 D
B
( Not to Scale)
SPECIAL CUT GRASSED SWALE
Flatter4:1 or
FROM STA. 12+50 TO STA. 16+50 -Y6LPB- RT
FROM STA. 111+50 TO STA. 114+18 -L- RT
Ground
Natural
DETAIL N
Slope
Ditch
Front
3:
1 D
B
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter4:1 or
DETAIL O
Ground
Natural
Slope
Ditch
Front
d
3:
1
B
D
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter4:1 or
DETAIL Q
Type of Liner= PSRM
Ground
Natural
Slope
Ditch
Front
( Not to Scale)
LATERAL BASE DITCH
3:
1 D
B
b
d
3:1 1"/Ft.
FROM STA. 22+50 -Y6- RT TO STA. 116+72 -L- RT
DETAIL R
Type of Liner= PSRM
Ground
Natural
Slope
Fill
( Not to Scale)
3:1
3:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
FROM STA. 26+00 TO STA. 29+50 -Y6- RT
Ground
Natural
SLOPE
FILL
DETAIL S Flatter4:1 or
D
3:
1
( Not to Scale)
SPECIAL CUT DITCH
DETAIL T
Min. D=1.5 Ft.
Ground
Natural Slope
Ditch
Front
Flatter4:1 or
D
3:
1
( Not to Scale)
SPECIAL CUT DITCH
DETAIL U
Ground
Natural Slope
Ditch
Front
3:13:
1
D
( Not to Scale)
d
STANDARD ’V’ DITCH
FROM STA. 115+00 -L- LT TO STA. 24+70 -Y6- LT
DETAIL V
Type of Liner= PSRM
Ground
Natural
Ground
Natural
LATERAL ’V’ DITCH
( Not to Scale)
3:
1 3:1
D
b
d
1"/Ft.
Type of Liner= PSRM
DETAIL X
Ground
Natural
Slope
Fill
3:
1
D Flatter4:1 or
d
( Not to Scale)
SPECIAL CUT DITCH
DETAIL Y
Type of Liner=CLASS B Rip-Rap
Slope
Ditch
Front
Ground
Natural
Geotextile
B
3:13:
1 D
( Not to Scale)
STANDARD BASE DITCH
DETAIL A
Ground
Natural
Ground
Natural
STA. 14+72 -Y6- RT
STA. 23+54 -Y1- LT
B=6.0 Ft.
Min. D=1.5 Ft.Min. D=1.0 Ft.
b=5.0 Ft.
B=6.0 Ft.
Min. D=1.0 Ft.
b=5.0 Ft.
B=6.0 Ft.
Min. D=1.0 Ft.
b=5.0 Ft.
B=4.0 Ft.
Min. D=1.0 Ft.
b=5.0. Ft.
Min. D=1.5 Ft.
b=5.0 Ft.
Min. D=1.0 Ft.
Max d=1.0 Ft.
Min. D=1.0 Ft.
b=5.0 Ft.
Min. D=1.0 Ft.( Not to Scale)
3:13:
1 D
B
b
LATERAL BASE DITCH
1"/Ft.Ground
Natural
Slope
Fill
b=5.0 Ft.
B=4.0 Ft.
Min. D=1.0 Ft.
DETAIL L
b=5.0 Ft.
B=6.0 Ft.
Min. D=2.0 Ft.
B=6.0 Ft.
Min. D=1.0 Ft.
B=6.0 Ft.
Min. D=1.0 Ft.
B=2.0 Ft.
Max. d=1.5 Ft.
Min. D=1.5 Ft.
b=5.0 Ft.
B=2.0 Ft.
Max. d=1.5 Ft.
Min. D=1.5 Ft.
b=5.0 Ft.
B=2.0 Ft.
Min. D=1.0 Ft.
Min. D=1.0 Ft.
Max. d=1.0 Ft.
Min. D=1.0 Ft.
b=5.0 Ft.
Max. d=1.5 Ft.
Min. D=1.5 Ft.
Max. d=1.0 Ft.
Min. D=1.0 Ft.
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
FROM STA. 17+41 TO STA. 19+00 -Y6LPB- RT
FROM STA. 121+00 TO STA. 121+50 -L- RT
FROM STA. 14+51 TO STA. 16+11 -SR2- RT
FROM STA. 16+50 TO STA. 17+26 -Y6LPB- RT
FROM STA. 26+74 TO STA. 27+50 -Y6- LT
FROM STA. 29+49 TO STA. 32+50 -Y1- LT
FROM STA. 119+96 TO STA. 121+00 -L- RT
FROM STA. 16+11 TO STA. 18+45 -SR2- RT
FROM STA. 16+10 TO STA. 19+10 -Y1RPD- LT
FROM STA. 12+00 TO STA. 12+50 -Y6LPB- RT
FROM STA. 114+18 -L- RT TO STA. 22+00 -Y6- LT
FROM STA. 19+00 -Y1- LT TO STA. 20+40 -Y1RPC- RT
FROM STA. 116+72 TO STA. 117+00 -L- RT
FROM STA. 26+72 TO STA. 27+31 -SR2- RT
FROM STA. 13+97 TO STA. 16+19 -Y1RPA- RT
FROM STA. 15+40 TO STA. 16+83 -Y1RPA- LT
FROM STA. 11+35 TO STA. 12+98 -Y1LPA- LT
FROM STA. 36+70 TO STA. 38+00 -Y1- RT
FROM STA. 38+07 TO STA. 41+50 -L- RT
FROM STA. 102+25 TO STA. 102+72 -L- LT
FROM STA. 100+00 TO STA. 102+25 -L- LT
FROM STA. 44+50 TO STA. 49+00 -L- LT
FROM STA. 19+00 TO STA. 19+50 -Y6LPB- RT
FROM STA. 22+00 TO STA. 22+50 -Y6- RT
FROM STA. 24+70 TO STA. 24+89 -Y6- LT
FROM STA. 10+25 TO STA. 11+00 -DW7- LT
FROM STA. 19+62 TO STA. 21+15 -SR2- RT
FROM STA. 12+20 TO STA. 12+60 -SR2- RT
FROM STA. 16+50 TO STA. 17+00 -Y6LPC- RT
FROM STA. 17+00 TO STA. 18+50 -Y6LPC- LT
FROM STA. 18+50 TO STA. 19+00 -Y6LPB- LT
FROM STA. 14+00 TO STA. 14+72 -Y6- RT
FROM STA. 14+50 TO STA. 15+50 -Y3- RT
FROM STA. 102+65 TO STA. 103+00 -L- RT
LATERAL ’V’ DITCH
( Not to Scale)
D
2:
1 2:1
b
1"/Ft.
FROM STA. 18+00 TO STA. 18+50 -Y6- RT
b= 5.0 Ft.
Min. D= 1.0 Ft.
DETAIL F
Ground
Natural
Slope
Fill
2:
1
D Flatter4:1 or
d
( Not to Scale)
SPECIAL CUT DITCH
FROM STA. 11+00 -SR3- LT TO STA. 10+50 -SR4- LT
DETAIL I
Max. d= 1.0 Ft.
Min. D= 1.0 Ft.
Type of Liner= ? Rip-Rap
Slope
Ditch
Front
Ground
Natural
Geotextile
FROM STA. 10+49 TO STA. 12+75 -SR2- LT
FROM STA. 17+76 TO STA. 18+26 -SR1- RT
FROM STA. 17+35 TO STA. 17+76 -SR1- RT
FROM STA. 16+52 TO STA. 17+76 -SR1- LT
FROM STA. 19+00 TO STA. 20+50 -Y6LPB- LT
FROM STA. 31+08 -Y6- LT TO STA. 20+50 -Y6LPB- LT
FROM STA. 30+00 TO STA. 33+00 -Y6- RT
FROM STA. 18+50 TO STA. 19+00 -Y6- LT
FROM STA. 13+00 TO STA. 14+00 -Y3- RT
FROM STA. 14+11 TO STA. 15+10 -Y1RPD- LT
FROM STA. 17+00 TO STA. 18+00 -Y1RPC- LT
FROM STA. 14+89 TO STA. 15+25 -Y1LPC- RT
FROM STA. 18+00 TO STA. 19+00 -Y1- LT
FROM STA. 18+45 TO STA. 19+62 -SR2- RT
FROM STA. 11+50 TO STA. 12+61 -SR1- LT
FROM STA. 10+50 TO STA. 11+50 -SR1- LT
FROM STA. 20+00 -Y6LPB- RT TO STA. 27+50 -Y6- LT
FROM STA. 29+50 TO STA. 30+00 -Y6- RT
FROM STA. 24+89 TO STA. 26+35 -Y6- LT
FROM STA. 19+50 TO STA. 20+00 -Y6LPB- RT
FROM STA. 32+11 TO STA. 34+50 -Y1- RT
FROM STA. 32+11 -Y1- RT TO STA. 36+50 -L- LT
FROM STA. 17+32 -Y6- RT TO STA. 10+75 -SR3- LT
FROM STA. 11+00 TO STA. 11+50 -DW7- RT
FROM STA. 10+25 TO STA. 10+50 -DW7- RT
FROM STA. 10+50 -SR4- RT TO STA. 10+25 -DW7- LT
FROM STA. 10+50 TO STA. 11+97 -SR4- RT
FROM STA. 10+50 TO STA. 11+97 -SR4- LT
FROM STA. 10+75 TO STA. 11+86 -SR3- RT
FROM STA. 10+75 TO STA. 11+00 -SR3- LT
FROM STA. 25+36 TO STA. 26+55 -SR2- RT
FROM STA. 21+15 TO STA. 23+42 -SR2- RT
FROM STA. 11+29 TO STA. 12+23 -Y6LPCA- RT
FROM STA. 10+43 TO STA. 11+29 -Y6LPCA- RT
FROM STA. 17+70 TO STA. 18+50 -Y6LPC- RT
FROM STA. 17+00 TO STA. 17+70 -Y6LPC- RT
FROM STA. 15+42 TO STA. 16+50 -Y6LPC- RT
FROM STA. 12+41 TO STA. 15+42 -Y6LPC- RT
FROM STA. 15+42 TO STA. 17+00 -Y6LPC- LT
FROM STA. 13+50 TO STA. 15+42 -Y6LPC- LT
FROM STA. 10+00 TO STA. 11+75 -Y6LPC- LT
FROM STA. 11+30 TO STA. 12+00 -Y6LPBA- LT
FROM STA. 10+00 TO STA. 11+30 -Y6LPBA- LT
FROM STA. 11+00 TO STA. 12+00 -Y6LPB- RT
FROM STA. 32+00 -Y6- LT TO STA. 12+20 -SR2- RT
FROM STA. 15+50 -Y6- LT TO STA. 18+50 -Y6LPC- RT
FROM STA. 14+72 TO STA. 16+38 -Y6- RT
FROM STA. 17+82 TO STA. 18+50 -Y6- LT
FROM STA. 14+70 TO STA. 15+50 -Y6- LT
FROM STA. 14+00 TO STA. 14+70 -Y6- LT
FROM STA. 18+00 -Y1- RT TO STA. 15+00 -Y3- LT
FROM STA. 13+00 TO STA. 14+75 -Y2- LT
FROM STA. 15+10 TO STA. 16+10 -Y1RPD- LT
FROM STA. 16+19 TO STA. 19+00 -Y1RPA- RT
FROM STA. 12+98 TO STA. 15+26 -Y1LPA- LT
FROM STA. 39+29 TO STA. 41+00 -Y1- RT
FROM STA. 34+50 TO STA. 35+03 -Y1- RT
FROM STA. 39+80 TO STA. 41+50 -Y1- LT
FROM STA. 37+00 TO STA. 39+80 -Y1- LT
FROM STA. 36+21 TO STA. 37+00 -Y1- LT
FROM STA. 106+50 TO STA. 107+50 -L- RT
FROM STA. 103+00 TO STA. 105+00 -L- RT
FROM STA. 101+50 TO STA. 102+65 -L- RT
FROM STA. 41+50 TO STA. 44+50 -L- RT
FROM STA. 108+00 TO STA. 109+16 -L- LT
FROM STA. 38+90 TO STA. 39+57 -L- LT
FROM STA. 36+50 TO STA. 38+07 -L- LT
( Not to Scale)
3:13:
1 D
B
b
1"/Ft.
LATERAL GRASSED SWALE
Ground
Natural
SLOPE
FILL
FROM STA. 12+60 TO STA. 14+37 -SR2- RT
FROM STA. 19+00 TO STA. 21+70 -Y6- LT
b=5.0 Ft.
B=4.0 Ft.
Min. D=1.25 Ft.
DETAIL P
FROM STA. 10+25 TO STA. 11+00 -Y6LPB- RT
FROM STA. 14+53 TO STA. 14+89 -Y1LPC- RT
FROM STA. 16+83 TO STA. 17+36 -Y1RPA- LT
SHEET 18 OF 19
PERMIT DRAWING
5
/
2
8
/
2
0
14
R
:
\
W
5
1
0
7
\
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
\
W
e
t
l
a
n
d
\
W
-
5
1
0
7
_
h
y
d
_
D
e
t
a
i
l
s
_
2
E
_
1
9
.
d
g
n
u
s
v
m
0
4
3
8
8
5
/
1
4
/
9
9
W-5107
PROJECT REFERENCE NO.SHEET NO.
R/W SHEET NO.
ENGINEER
ROADWAY DESIGN HYDRAULICS
ENGINEER
S
10:1 20
:1
( Not to Scale)
FALSE SUMP
Median Ditch
( Not to Scale)
FALSE SUMP
S
S=Ditch Slope L
D
D
Ditch Grade L LDitch Grade
0.0% To 2.0%
Over 2.0% To 4.0%
20’
30’
Over 4.0% To 6.0%
Over 6.0%
40’
50’
9"
20’L (See Chart Below)
20:1 10:1
LS=Ditch Slope
S
( Not to Scale)
FALSE SUMP
L
Traffic Flow
Outside Ditch
1
.
0
’

M
a
x
0
.
5
’

M
i
n
.
S=Ditch Slope C Proposed Ditch
C Proposed Ditch
Traffic Flow
Outside Ditch
1
.
0
’

M
a
x
.
0
.
5
’

M
i
n
.
C Proposed Ditch
3:
1 D
B
( Not to Scale)
SPECIAL CUT GRASSED SWALE
Flatter4:1 or
FROM STA. 15+05 TO STA. 20+40 -Y1RPC- RT
Ground
Natural
B=2.0 Ft.
Min. D=2.0 Ft.
DETAIL AV
Slope
Ditch
Front
DETAIL AW
DETAIL AX DETAIL AY
D
( Not to Scale)
STANDARD BASE DITCH
B
d
DETAIL AO
Ground
Natural
Ground
Natural
*When B is < 6.0’
Geotextile
Fill Slope2:1 or Flatter
Type of Liner=Class B Rip-Rap
b
DETAIL AM
Ground
Natural
( Not to Scale)
TOE PROTECTION
d
Geotextile
3:
1 3:1
D
( Not to Scale)
STANDARD ’V’ DITCH
FROM STA. 36+70 -Y1- RT TO STA. 19+00 -Y1RPA- RT
FROM STA. 102+25 -L- LT TO STA. 27+31 -SR2- RT
DETAIL AU
Ground
Natural
Ground
Natural
B
3:13:
1 D
( Not to Scale)
STANDARD BASE DITCH
DETAIL AQ
Ground
Natural
Ground
Natural
( Not to Scale)
TOE PROTECTION
d
Fill Slope2:1 or Flatter
Fill
Sl
o
p
e
2:
1
or
Flatter
DETAIL AN
Type of Liner=Class B Rip-Rap
Geotextile
( Not to Scale)
Flatter
4:
1
or Flatter4:1 orPoint
Shoulder
Point
Shoulder
MEDIAN V DITCH
DETAIL AT
2E
Type of Liner= CLASS I Rip-Rap
STA. 39+80 -Y1- LT
b=5.0 Ft.
d=1.0 Ft.d=1.0 Ft.
B=2.0 Ft.
Max. d=1.0 Ft.
Min. D=1.0 Ft.
2:
1 2:1
B=2.0 Ft.
Min. D=2.0 Ft.
Min. D=2.0 Ft.
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
FROM STA. 12+90 TO STA. 13+20 -Y2- LT
FROM STA. 36+90 TO STA. 40+20 -Y1- LT
FROM STA. 104+80 TO STA. 105+10 -L- RT
FROM STA. 15+40 TO STA. 15+70 -Y6- LT
FROM STA. 14+97 TO STA. 17+36 -SR1- RT
FROM STA. 10+54 TO STA. 14+25 -SR1- RT
FROM STA. 25+00 TO STA. 25+74 -Y6- RT
FROM STA. 12+98 TO STA. 14+00 -Y1LPC- LT
FROM STA. 24+91 TO STA. 26+21 -Y1- LT
FROM STA. 23+00 TO STA. 24+04 -Y1- LT
FROM STA. 27+44 TO STA. 30+37 -L- RT
FROM STA. 29+00 TO STA. 31+00 -L- LT
FROM STA. 19+00 -Y1RPD- RT TO STA. 27+50 -Y1- RT
FROM STA. 27+50 -Y1- RT TO STA. 33+00 -L- RT
FROM STA. 33+00 TO STA. 34+00 -L- RT
B
3:13:
1 D
( Not to Scale)
STANDARD BASE GRASSED SWALE
Ground
Natural
Ground
Natural
B=6.0 Ft.
Min. D=1.5 Ft.
DETAIL AZ
STA. 23+00 -Y1- LT
FROM STA. 103+00 TO STA. 104+00 -L- LT
FROM STA. 102+72 TO STA. 103+00 -L- LT
FROM STA. 134+65 TO STA. 138+72 -L- M
FROM STA. 120+59 TO STA. 134+65 -L- M
FROM STA. 96+60 TO STA. 102+67 -L- M
FROM STA. 95+00 TO STA. 96+60 -L- M
FROM STA. 93+00 TO STA. 95+00 -L- M
FROM STA. 82+00 TO STA. 87+59 -L- M
FROM STA. 78+22 TO STA. 82+00 -L- M
FROM STA. 65+50 TO STA. 68+90 -L- M
FROM STA. 58+85 TO STA. 63+50 -L- M
FROM STA. 19+58 TO STA. 22+00 -L- M
FROM STA. 18+00 TO STA. 19+58 -L- M
FROM STA. 13+73 TO STA. 18+00 -L- M
FROM STA. 10+00 TO STA. 13+73 -L- M
FROM STA. 15+44 -Y1RPA- LT TO STA. 41+49 -L- LT
STA. 16+19 -Y1RPA- RT
STA. 102+65 -L- RT
STA. 41+50 -L- RT
FROM STA. 27+50 TO STA. 28+20 -Y1- RT
FROM STA. 12+80 TO STA. 13+20 -Y6LPB- LT
FROM STA. 106+14 TO STA. 106+54 -L- LT
FROM STA. 103+00 TO STA. 103+40 -L- LT
FROM STA. 134+25 TO STA. 134+65 -L- M
FROM STA. 113+00 TO STA. 113+40 -L- M
FROM STA. 96+60 TO STA. 97+00 -L- M
FROM STA. 45+85 TO STA. 46+25 -L- M
FROM STA. 30+04 TO STA. 30+44 -L- M
FROM STA. 28+60 TO STA. 29+00 -L- M
FROM STA. 19+08 TO STA. 19+48 -L1- M
FROM STA. 17+60 TO STA. 18+00 -L1- M
SHEET 19 OF 19
PERMIT DRAWING
15" RCP
15
" R
C
P
15"
RCP
15
"
R
C
P
C
O
N
C
2
-
1
0
’
X
8
’

B
A
R
R
E
L
C
O
N
C
3
-
7
’
X
7
’
B
A
R
R
E
L
S
CB CB
CONC
CONC CONC
CB
MTL

MTL
MTL
W
W
G
R
1SFD
B
15" CMP
1
5
"
R
C
P
SOIL B
15
"
R
C
P
MTL
MTL
BST
15" RCP
72" CHL
S
S
S
48" WW & 1SBW
48" WW & 1SBW
48" WW & 1SBW
WOODS
WOODS
CULTIVATED
CULTIVATED
CULT
IVATED
WOODS
W
OOD
S
WOODS
WOODS
FALLOW
WOODS
BAWDY
SWAMP
BAWDY
SWAMP
US 70 BUS VARIABLE BST
IIH
I
300’ OF 16" HDPE JOHNSTON CO.
12" JOHNSTON CO.
12"
(TS)
(T S )
(TS)
(TS)
(TS)
HH
(TS)
HH
(TS)
HH
(TS)
12" JOHNSTON CO.
CASING PIPE
40’ OF 20" STL.
B
A
W
D
Y S
W
A
MP
B
A
W
D
Y S
W
A
MP
C
A
CA
C A
C
A
C
A
F
F
F
C
C
C
C
C
F
F
F
F
F
F
C
C
F
C
C
C
C
F
C
C
C
F
F
C
C
F
F
F
F
F
2
5 3
0
2
0
2
5
30
10
15
20
15
2
0
G
R
A
U
-350
GRAU-350
GRAU-350
GRAU-350
GRAU-350
EXIST. G/R
TIE TO
1
5
CAT-1
ANCHOR
CABLE GUIDERAIL
CAT-1
CAT-1
IA-350
ANCHOR
CABLE GUIDERAILGRAU-350RETAIN
RETAIN
REMOVE
REMOVE
REMOVE
REMOVE
REMOVE
+
5
0
L
T
B
E
GI
N
S
B
G
+
0
0

R
T
B
EG
IN

S
B
G
+50 RT
END SBG
+
2
5

LT
E
N
D

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
5
0

LT
B
E
G
IN

S
B
G
+
4
0
.
5

LT
B
E
G
IN

S
B
G
+08 RT
BEGIN SBG
+08 RT
END SBG
+34 LT
BEGIN SBG
+34 LT
EN
D SBG
REMOVE
R
E
M
O
V
E
2
4
"

R
C
P
-
I
I
I
3-7’X7’ RCBC
REMOVE EXISTING
2-10’X8’ RCBC
EXTEND EXISTING
2-10’X8’ RCBC
RETAIN EXISTING
RPC-1
SEE CHART BELOW
FOR DITCHES LPC 1 - 9
RPC-2
RPC-3
RPC-4
RPC-5
LPC-6
LPC-7
LPC-5
LPC-1
LPC-2
LPC-3
LPC-8
LPC-9
LPC-4
SEE CHART ABOVE
FOR DITCHES RPC 1 - 6
RPC-6
30"
TB
TB
TB
T
B
T
B
CHANNEL CHANGE
PROPOSED
TB
SEE DETAIL AV, SH. 2E
STA. 20+40 -Y1RPC- RT
STA. 15+05 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL Q, SH. 2C
LINE W/PSRM
STA. 20+40 -Y1RPC- RT
STA. 19+00 -Y1- LT TO
SPECIAL CUT BASE DITCH
SEE DETAIL B, SH. 2C
STA. 19+00 -Y1- LT
STA. 18+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL J, SH. 2C
LINE w/PSRM
STA. 15+50 -Y3- RT
STA. 14+50 TO
SPECIAL CUT DITCH
SEE DETAIL K, SH. 2C
STA. 12+61 -SR1- LT
STA. 11+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AB, SH. 2D
STA. 11+50 -SR1- LT
STA. 21+50 -Y1- RT TO
STANDARD ’V’ DITCH
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
14+25 -SR1- RT
STA. 10+54 TO
TOE PROTECTION
SEE DETAIL AK, SH. 2D
LINE W/ PSRM
16+52 -SR1- LT
STA. 12+61 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- LT
STA. 16+52 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 27+50 -Y1-
STA. 19+00 -Y1RPD- TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
17+36 -SR1- RT
STA. 14+97 TO
TOE PROTECTION
SEE DETAIL B, SH. 2C
STA. 17+76 -SR1- RT
STA. 17+35 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL AN, SH. 2E
LINE w/CLASS B RIP RAP
STA. 33+00 -L- STA. 27+50 -Y1- TO
TOE PROTECTION
SEE DETAIL D, SH. 2C
STA. 32+50 -Y1- LT
STA. 29+49 TO
LATERAL GRASSED SWALE
SEE DETAIL AM, SH. 2E
LINE W/ CLASS B
31+00 -L-
STA. 29+00 TO
TOE PROTECTION
TB
T
B
TB
TB
3-10’X9’ RCBC
PROPOSED
STA. 23+53 -L- M
STA. 19+00 TO
MEDIAN GRASSED SWALE
STA. 28+60 -L- M
STA. 23+53 TO
MEDIAN GRASSED SWALE
STA. 30+04 -L- M
STA. 28+60 TO
MEDIAN GRASSED SWALE
STA. 31+75 -L- M
STA. 30+04 TO
MEDIAN GRASSED SWALE
P
P
P
P
TEMPORARY CHANNEL
TEMPORARY CHANNEL
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE8
/
2
0
/
2
0
1
4
R
:
\
W
5
1
0
7
\
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
\
X
S
C
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
2
.
d
g
n
u
s
r
t
0
4
4
1
2
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107 2
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
0
PLANS
GRAPHIC SCALE8
/
2
0
/
2
0
1
4
R
:
\
W
5
1
0
7
\
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
\
X
S
C
\
W
-
5
1
0
7
_
h
y
d
_
p
r
m
_
p
s
h
_
2
.
d
g
n
u
s
r
t
0
4
4
1
2
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.5
/
1
4
/
9
9 SHEET NO.PROJECT REFERENCE NO.
W-5107
S
E
E

S
H
E
E
T

5
MAT
C
H
LIN
E

S
T
A
2
3
+
0
0
SE
E
SH
EE
T 5
MA
TC
H
LIN
E
STA
16+00
SEE DETAIL AC, SH. 2D
LINE w/PSRM
STA. 23+00 -Y1- LT
STA. 22+00 TO
LATERAL BASE DITCH
LPC-5
LPC-4
LPC-3
LPC-2
LPC-1
SEE DETAIL AG, SH. 2D
STA. 22+00 -Y1- LT
STA. 20+87 TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 20+87 -Y1- LT
STA. 17+60 -Y1LPC- LT TO
w/ ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
SEE DETAIL AZ, SH. 2C
STA. 23+00 -Y1- LT
STANDARD BASE GRASSED SWALE
SEE DETAIL AJ, SH. 2D
STA. 15+00 -Y1LPC- LT
STA. 14+00 TO
w/ ROCK CHECK DAM
’V’ GRASSED SWALE
LPC-10
LPC-9
LPC-8
LPC-7
LPC-6
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
14+00 -Y1LPC- LT
STA. 12+98 TO
TOE PROTECTION
SEE DETAIL AM, SH.2E
LINE w/CLASS B RIP RAP
29+67 -L- RT
STA. 27+44 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
24+04 -Y1- LT
STA. 23+00 TO
TOE PROTECTION
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
26+21 -Y1- LT
STA. 24+91 TO
TOE PROTECTION
SEE DETAIL A, SH. 2C
STA. 23+54 -Y1- LT
STANDARD BASE DITCH
LPC
DITCH CHART
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.55 FT
V10**= 2.06 FPS
Q10= 33.94 CFS
D2= 1.27 FT
V2= 1.85 FPS
Q2= 23.14 CFS
L PRO.= 55 FT
L REQ.= 0 FT
SLOPE= 0.22%
DA= 41.69 AC
GRASS SWALE DATA
STA. 23+00 -Y1- LT
DITCH CHART
LPC
E E IN WETLAND
DENOTES EXCAVATION
WETLAND
DENOTES FILL INFF HC HC
CLEARING
DENOTES HAND S S SURFACE WATER
DENOTES IMPACTS IN
CLEARING
DENOTES MECHANIZED*
*
*
*
**
*
**
*
*
-L-
-Y1LPC-
-Y1-
-Y1RPD-
-SR1-
SITE 3
SITE 4
SITE 1SITE 2
5025
BANK STABILIZATION
DENOTES STREAM
12.525
CHANNEL CHANGE
PROPOSED
TEMPORARY CHANNEL
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
FOR UTILITY INTALLATION
DENOTES EXCAVATION
RELOCATION/IMPROVEMENTS
DENOTES STREAM
SHEET 1 OF 6
PERMIT DRAWING
1
2
5
5
43
4
2
31
F
F
X-Sections
X-
S
e
c
t
i
o
n

L
o
c
a
t
i
o
n
s
CB
CB
CB
v
v
CAN
1SFD
G
1SFD
S
CAN
1SFBUS
C
ON
C
W
v
v
C
ON
C
B
U
S
M
TL
S
B
1SFD
S
S
1SBKD
HTR
1SBKD
S
C
U
R
B
8
"

C
O
N
C

MTL
1585
1586
1587
1588C
E
ME
T
E
R
Y
FOOT BRIDGE
181
Q
UIOC
C
ASIN S
WA
MP
Q
U
I
O
C
C
A
SI
N
S
W
A
M
P
Q
UIO
C
C
ASIN S
W
A
MP
EXIST. R/W
EXIST. R/W
US 70 WBL 28’ BST
US 70 EBL 28’ BST
H
|
b|
b
b
bbb
b
H
H
AT&T
11
0
11
5
12
0
2
5
30
15
10
10
10
2
0
1
5
20
C A
C A
C
A
C
A C
A
55.48’ & 90.00’
+20.00 -SR2-
100.00’
+75.96 -SR2-
105.00’
+11.89 -SR2-
105.00’
+50.00 -SR2-
F
C
C
F C
F
C
C C
F F
F
F
F
F
F
F
F
C
C
F
F
F
F
C
C
C
F
C
F
F
F
F
F
F
F
C
F
C
C
F
C
C
C
C
C
C
C
C
C
F
F
C C
C
C
F
F
F
RETAIN
2-6’X6’ RCBC
RETAIN
RETAIN
+
54
L
T
E
N
D

S
B
G
+
67
R
T
E
N
D
S
B
G
+
50
L
T
B
E
G
IN
S
B
G
+
63
R
T
B
E
G
IN
S
B
G
+
75
R
T
E
N
D

SB
G
+
3
6

R
T
B
E
G
I
N

S
B
G
T
B
T
B
T
B
TB
T
B
TB
TB
T
B
T
B
TB
TBT
B
TB
TB
T
B
TB
TB
SEE DETAIL D, SH. 2C
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
LATERAL GRASSED SWALE
SEE DETAIL AT, SH. 2E
STA. 134+36 -L- M
STA. 120+59 TO
MEDIAN DITCH
SEE DETAIL B, SH. 2C
STA. 20+50 -Y6LPB- LT
STA. 31+08 -Y6- LT TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL R, SH. 2C
LINE w/PSRM
STA. 116+72 -L- RT
STA. 22+50 -Y6- RT TO
LATERAL BASE DITCH
SEE DETAIL Q, SH. 2C
LINE w/PSRM
STA. 116+72 TO STA. 117+00 -L- RT
SPECIAL CUT BASE DITCH
SEE DETAIL D, SH. 2C
STA. 121+00 -L- RT
STA. 119+96 TO
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 121+50 -L- RT
STA. 121+00 TO
LATERAL BASE DITCH
SEE DETAIL AM, SH. 2E
LINE w/CLASS B RIP RAP
STA. 25+00 TO STA. 25+74 -Y6- RT
TOE PROTECTION
SEE DETAIL S, SH. 2C
STA. 29+50 -Y6- RT
STA. 26+00 TO
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 30+00 -Y6- RT
STA. 29+50 TO
LATERAL GRASSED SWALE
SEE DETAIL B, SH. 2C
STA. 33+00 -Y6- RT
STA. 30+00 TO
SPECIAL CUT GRASSED SWALE
SEE DETAIL U, SH. 2C
STA. 12+20 -SR2- RT
STA. 32+00 -Y6- LT TO
SPECIAL CUT DITCH
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 12+60 -SR2- RT
STA. 12+20 TOSPECIAL CUT DITCH
SEE DETAIL B, SH. 2C
STA. 12+75 -SR2- LT
STA. 10+49 TO
SPECIAL CUT GRASSED SWALE
SEE
DETAIL
B
, SH
. 2C
STA
. 20+50
-Y6LPB-
LT
STA
. 19+00
TO
SPECIAL
CUT
GRASSED
SWALE
SEE DETAIL J, SH. 2C
LINE w/PSRMSTA. 18+50 TO STA. 19+00 -Y6LPB- LT
SPECIAL CUT DITCH
SEE DETAIL E, SH. 2C
STA. 12+60 TO STA. 14+37 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL D, SH. 2C
STA. 14+51 TO STA. 16+11 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL G, SH. 2C
STA. 16+11 TO STA. 18+45 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL K, SH. 2C
STA. 18+45 TO STA. 19+62 -SR2- RT
LATERAL GRASSED SWALE
SEE DETAIL O, SH. 2C
STA. 12+50 -Y6LPB- RT
STA. 12+00 TO
SPECIAL CUT BASE DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPBA- LT
STA. 11+30 TO
SPECIAL CUT DITCH
LINE w/CLASS B RIP RAP SEE DETAIL Y, SH. 2C
STA. 10+25 TO STA. 11+00 -Y6LPB- RT
SPECIAL CUT DITCH
SEE DETAIL U, SH. 2C
STA. 12+00 -Y6LPB- RT
STA. 11+00 TO
SPECIAL CUT DITCH
SEE DETAIL V, SH. 2C
LINE w/PSRM
STA. 115+00 -L- LT TO STA. 24+70 -Y6- LT
STANDARD V DITCH
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 24+70 TO STA. 24+89 -Y6- LT
LATERAL ’V’ DITCH
SEE DETAIL K, SH. 2C
STA. 24+89 TO STA. 26+35 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL N, SH. 2C
STA. 12+50 TO STA. 16+50 -Y6LPB- RT
SPECIAL CUT GRASSED SWALE SEE DETAIL D, SH. 2C
STA. 27+50 -Y6- LT
STA. 26+74 TO
LATERAL GRASSED SWALE
SEE DETAIL X, SH. 2C
LINE w/PSRM
STA. 19+50 -Y6LPB- RT
STA. 19+00 TO
LATERAL V DITCH
SEE DETAIL H, SH. 2C
STA. 20+00 -Y6LPB- RT
STA. 19+50 TO
LATERAL V DITCH
SEE DETAIL K, SH. 2C
STA. 20+00 -Y6LPB- RT TO STA. 27+50 -Y6- LT
LATERAL GRASSED SWALE
SEE DETAIL C, SH. 2C
STA. 19+00 -Y6LPB- RT
STA. 17+41 TO
LATERAL BASE DITCH
SEE DETAIL U, SH. 2C
STA. 10+00 TO STA. 11+75 -Y6LPC- LT
SPECIAL CUT DITCH
SEE DETAIL N, SH. 2C
STA. 111+50 TO STA. 114+18 -L- RT
SPECIAL CUT GRASSED SWALE
SEE DETAIL O, SH. 2C
STA .22+00 -Y6- LT
STA. 114+18 -L- RT TO
SPECIAL CUT BASE DITCH
SEE DETAIL L, SH. 2C
STA. 22+00 -Y6- LT
STA. 21+70 TO
LATERAL BASE DITCH
SEE DETAIL M, SH. 2C
STA. 119+75 -L- RT
STA. 119+00 TO
LATERAL GRASSED SWALE
SEE DETAIL AG, SH. 2D
STA. 117+00 TO STA. 119+00 -L- RT
w/ROCK CHECK DAM
TRAPEZOIDAL GRASSED SWALE
STA. 113+00 -L- M
STA. 108+28 TO
MEDIAN GRASSED SWALE
STA. 115+00 -L- M
STA. 113+00 TO
MEDIAN GRASSED SWALE
STA. 120+60 -L- M
STA. 116+50 TO
MEDIAN GRASSED SWALE
P
P
P
P
TEMPORARY CHANNEL
TEMPORARY CHANNEL
TEMPORARY CHANNEL
R
:
\
W
5
1
0
7
\
H
y
d
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a
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7
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/
2
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1
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u
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1
2
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
ROADWAY DESIGN
ENGINEER
R/W SHEET NO.
HYDRAULICS
ENGINEER

SHEET NO.PROJECT REFERENCE NO.
W-5107 6
D10= 0.42 FT
V10= 2.10 FPS
Q10= 2.89 CFS
D2= 0.37 FT
V2= 1.96 FPS
Q2= 2.25 CFS
L PRO.= 330 FT
L REQ.= 47 FT
SLOPE= 1.24%
DA= 1.11 AC
GRASS SWALE DATA
STA. 30+00 -Y6- RT
STA. 26+00 TO
STA. 17+26 -Y6LPB- RT
STA. 16+50 TO
HAS BEEN TREATED
*ALL IMPERVIOUS AREA
D10= 0.87 FT
V10= 1.98 FPS
Q10= 14.88 CFS
D2= 0.76 FT
V2= 1.83 FPS
Q2= 11.57 CFS
L PRO.= 6 FT
L REQ.*= 0 FT
SLOPE= 0.38%
DA= 4.00 AC
GRASS SWALE DATA
STA. 16+11 -SR2- RT
STA. 14+51 TO
D10= 0.67 FT
V10= 2.09 FPS
Q10= 11.17 CFS
D2= 0.58 FT
V2= 1.93 FPS
Q2= 8.68 CFS
L PRO.= 117 FT
L REQ.= 78 FT
SLOPE= 0.57%
DA= 4.29 AC
GRASS SWALE DATA
STA. 14+37 -SR2- RT
STA. 12+60 TO
OUTFALL SR2006
*UNTREATED IMPERVIOUS DA,
D10= 0.48 FT
V10= 2.15 FPS
Q10= 5.62 CFS
D2= 0.42 FT
V2= 1.99 FPS
Q2= 4.37 CFS
L PRO.= 177 FT
L REQ.*= 27 FT
SLOPE= 0.96%
DA= 1.89 AC
GRASS SWALE DATA GRASS SWALE DATA
D10= 0.19 FT
V10= 2.01 FPS
Q10= 2.52 CFS
D2= 0.16 FT
V2= 1.84 FPS
Q2= 1.96 CFS
L PRO.= 76 FT
L REQ.= 25 FT
SLOPE= 2.30%
DA= 0.69 AC
STA. 27+50 -Y6- LT
STA. 26+74 TO
STA. 26+35 -Y6- LT
STA. 24+89 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.96 FT
V10= 1.54 FPS
Q10= 4.28 CFS
D2= 0.88 FT
V2= 1.44 FPS
Q2= 3.33 CFS
L PRO.= 111 FT
L REQ.*= 34 FT
SLOPE= 0.37%
DA= 1.15 AC
GRASS SWALE DATA
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 1.88 FT
V10= 2.12 FPS
Q10= 46.48 CFS
D2= 1.66 FT
V2= 1.98 FPS
Q2= 36.14 CFS
L PRO.= 25 FT
L REQ.*= 10 FT
SLOPE= 0.19%
DA= 17.85 AC
GRASS SWALE DATA
STA. 119+75 -L- RT
STA. 119+00 TO STA. 121+00 -L- RT
STA. 119+96 TO
HIGHWAY IMPERVIOUS DA
*BASED UPON UNTREATED
D10= 0.61 FT
V10= 2.14 FPS
Q10= 10.17 CFS
D2= 0.53 FT
V2= 1.98 FPS
Q2= 7.91 CFS
L PRO.= 35 FT
L REQ.*= 10 FT
SLOPE= 0.67%
DA= 3.49 AC
GRASS SWALE DATA
-SR2-
-Y6LPB-
-L-
-
Y6
-
HC HC
CLEARING
DENOTES HAND
S S SURFACE WATER
DENOTES IMPACTS IN
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
SITE 5
SITE 6
SITE 7
SITE 7
0
PLANS
GRAPHIC SCALE
0
PLANS
GRAPHIC SCALE
502512.525
BANK STABILIZATION
DENOTES STREAM
TEMPORARY CHANNEL
RELOCATION/IMPROVEMENTS
DENOTES STREAM
FOR UTILITY INTALLATION
DENOTES EXCAVATION
SHEET 2 OF 6
PERMIT DRAWING
8
8
9
9
7
7
6
6
X-
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/
9
9
PROJ. REFERENCE NO.SHEET NO.0
161.20
0.025
3:
1
160.82
3:1
SECTION 1
SECTION 2 L
L
WETLANDS
IN
FILL
IMPROVEMENTS
RELOCATION/
STREAM
IMPACTS IN SURFACE WATERS
EXCAVATION IN WETLANDS
WETLANDS
IN
FILL
160.82
0.019
3:
1
L
WETLANDS
IN
FILL
EXCAVATION IN WETLANDS
SECTION 2. CONT’D
SHEET 3 OF 6
PERMIT DRAWING
IMPROVEMENTS
RELOCATION/
STREAM
IMPACTS IN SURFACE WATERS
WETLANDS
IN
FILL
Y1LPC
12+60.79
Y1LPC
10+08.63
STA 27+00
STA 29+50
STA 29+50
MECHANIZED CLEARING IN WETLANDS
WETLANDS
IN
CLEARING
MECHANIZED
MECHANIZED CLEARING IN WETLANDS
MECHANIZED CLEARING IN WETLANDS
X-
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8
/
2
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/
2
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1
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9
9
PROJ. REFERENCE NO.SHEET NO.0
154.97
0.059
0.059 0.015
3:1
3:
1
SP-22
SECTION 3
IMPACTS IN SURFACE WATERS
149.30
0.020 0.0203:1
3:
1
3:
1
155.84
SP-22
SECTION 4
FILL IN WETLANDS
IMPACTS IN SURFACE WATERS IMPACTS IN SURFACE WATERS
TEMPORARY
SHEET 4 OF 6
PERMIT DRAWINGY1RPD
21+04.45
STA 24+50Y1
SR1 STA 14+63.41
MECHANIZED CLEARING IN WETLANDS
IN WETLANDS
INSTALLATION
FOR UTILITY
EXCAVATION
X-
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PROJ. REFERENCE NO.SHEET NO.0
147.87
0.020 0.013
3:1 3:
1
140.82
3:13:
1
SECTION 7
Y6
IMPACTS IN SURFACE WATERS
148.39
0.020 0.0203:1
3:
1
3:
1
152.43
SP-25
SECTION 5
SHEET 5 OF 6
PERMIT DRAWING
FILL IN WETLANDS
0.058 0.0585:10.010 0.010
6
:1
3:1
141.45
3:
1
3:1
140.23
152.04 3
:
1
SECTION 6
IMPACTS IN SURFACE WATERS
WATERS
IMPACTS IN SURFACE
TEMPORARY
SR2
14+35.86
STA 16+07
STA 17+50
STA 26+00
SR1
Y6LPB
IN WETLANDS
INSTALLATION
FOR UTILITY
EXCAVATION
IN WETLANDS
MECHANIZED CLEARING
IMPROVEMENTS
RELOCATION/
STREAM
STABILIZATION
STREAM BANK
X-
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PROJ. REFERENCE NO.SHEET NO.0
3:13:
1
139.69
149.61
3:
1
139.69
3:1
3:
1
3:
1 3:1
139.03
149.66
3:
1
3:
1
139.03
3:1
SECTION 9
SECTION 8
L
L
IMPACTS IN SURFACE WATERS
TEMPORARY
SHEET 6 OF 6
PERMIT DRAWING
STA 120+00
STA 121+00
IN WETLANDS
INSTALLATION
FOR UTILITY
EXCAVATION
IN WETLANDS
CLEARING
HAND
IN WETLANDS
CLEARING
HAND
X-
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NATURAL RESOURCES TECHNICAL REPORT
US 70 Corridor and Interchange Improvements
East of I-95, from SR 2305 (Firetower Road) to east of SR 2310
(Davis Mill Road-Stevens Chapel Road)

Johnston County, North Carolina

STIP Project No. W-5107
Federal Aid Project No. STP-NHS-0070(117)
WBS Element No. 41871.1.1

THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION

July 2009

TABLE OF CONTENTS

1.0 INTRODUCTION...................................................................................................... 2 
2.0 METHODOLOGY AND QUALIFICATIONS ...................................................... 2 
3.0 PHYSICAL RESOURCES ....................................................................................... 2 
3.1 Soils .......................................................................................................................... 2 
3.2 Water Resources ..................................................................................................... 3 
4.0 BIOTIC RESOURCES .............................................................................................. 4 
4.1 Terrestrial Communities ........................................................................................ 4 
4.1.1 Maintained/Disturbed Areas .............................................................................. 4 
4.1.2 Mesic Mixed Hardwood Forest (Coastal Plain subtype) ................................... 4 
4.1.3 Mesic Pine Flatwoods ........................................................................................ 5 
4.1.4 Coastal Plain Small Stream Swamp (Blackwater subtype) ................................ 5 
4.1.5 Coastal Plain Bottomland Hardwoods (Blackwater subtype) ............................ 5 
4.1.6 Terrestrial Community Impacts ......................................................................... 5 
4.2 Terrestrial Wildlife ................................................................................................. 6 
4.3 Aquatic Communities ............................................................................................. 6 
4.4 Invasive Species....................................................................................................... 6 
5.0 JURISDICTIONAL ISSUES .................................................................................... 7 
5.1 Clean Water Act Waters of the U.S. ..................................................................... 7 
5.2 Clean Water Act Permits ....................................................................................... 8 
5.3 Construction Moratoria ......................................................................................... 8 
5.4 North Carolina Riparian Buffer Rules ................................................................. 8 
5.5 Rivers and Harbors Act, Section 10 Navigable Waters ...................................... 8 
5.6 Mitigation ................................................................................................................ 8 
5.6.1 Avoidance and Minimization of Impacts ........................................................... 8 
5.6.2 Compensatory Mitigation of Impacts ................................................................. 9 
5.7 Endangered Species Act Protected Species .......................................................... 9 
5.8 Bald and Golden Eagle Protection Act ............................................................... 11 
5.9 Endangered Species Act Candidate Species ....................................................... 11 
6.0 REFERENCES ......................................................................................................... 12 
Appendix A: Figures 
Figure 1. Project Location Map
Figure 2. Project Vicinity Map
Figure 3. Jurisdictional Features
Figure 4. Terrestrial Communities
Appendix B: Scientific Names of Species Identified in Report 
Appendix C: Wetland and Stream Forms 

LIST OF TABLES

Table 1. Soils in the study area ....................................................................................... 3
Table 2. Water resources in the study area ................................................................... 3
Table 3. Physical characteristics of water resources in the study area ....................... 3
Table 4. Coverage of terrestrial communities in the study area .................................. 6
Table 5. Jurisdictional characteristics of water resources in the study area ............. 7
Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 1
Table 6. Jurisdictional characteristics of the wetland in the study area..................... 7
Table 7. Federally protected species listed for Johnston County ................................ 9

Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 2
1.0 INTRODUCTION

The North Carolina Department of Transportation (NCDOT) proposes to evaluate safety
improvements in the US 70 corridor just east of Interstate 95 in Johnston County from
SR 2305 (Firetower Road) to east of SR 2310 (Davis Mill Road-Stevens Chapel Road),
(Figure 1). The following Natural Resources Technical Report (NRTR) has been
prepared to assist in the preparation of a Categorical Exclusion (CE) report for the
proposed project.

2.0 METHODOLOGY AND QUALIFICATIONS

All natural resources work was performed as per the NCDOT Natural Environment Unit
standard operating procedures dated January 1, 2007. Field work was conducted on May
8, 14, and 21, 2009. A jurisdictional determination was requested by ARCADIS on June
9, 2009. Personnel contributing to this document were:
Principal
Investigator: Keven Duerr, Staff Scientist
Education: BS – Biology, University of North Carolina at Chapel Hill
Experience: ARCADIS, August 2000 to present
Responsibilities: Agency coordination, wetland and stream assessment and
characterization, natural communities and habitat assessment,
document and mapping preparation

Investigator: Martha Register, Senior Scientist
Education: BS – Food Science, Pennsylvania State University; MS – Botany,
North Carolina State University
Experience: ARCADIS, November 1997 to present
Responsibilities: Wetland and stream assessment and characterization, natural
communities and habitat assessment, document preparation

3.0 PHYSICAL RESOURCES

The study area lies in the coastal plain physiographic region of North Carolina.
Topography in the project vicinity is comprised of gently rolling hills with narrow, level
floodplains and moderately steep slopes along streams (Figure 2). Elevations in the study
area range from 140 to 165 feet above mean sea level. Land use in the project vicinity
consists of primarily residential, commercial, and agricultural uses along roadways and in
uplands and forested lands occupying stream corridors and other undeveloped areas.

3.1 Soils

The Johnston County Soil Survey identifies ten soil types within the study area (Table 1).

Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 3
Table 1. Soils in the study area.
Soil Series Mapping Unit Drainage Class Hydric Status
Bibb sandy loam,
frequently flooded Bb Poorly Drained Hydric
Cowarts loamy sand CoB Well Drained Nonhydric
Gilead sandy loam GeB, GeD Moderately Well Drained Nonhydric
Goldsboro sandy loam GoA Moderately Well Drained Hydric*
Grantham silt loam Gr Poorly Drained Hydric
Lynchburg sandy loam Ly Somewhat Poorly Drained Hydric*
Nahunta silt loam Na Somewhat Poorly Drained Hydric*
Norfolk loamy sand NoA, NoB Well Drained Hydric*
Rains sandy loam Ra Poorly Drained Hydric
Uchee loamy coarse
sand UcB, UcC Well Drained Nonhydric
Note: * - Soils which are primarily nonhydric but have hydric inclusions.

3.2 Water Resources

Water resources in the study area are part of the Neuse River basin (United States
Geological Survey [USGS] Hydrologic Unit 03020201). Three jurisdictional streams
were identified in the study area (Table 2). The location of each water resource is shown
in Figure 3. The physical characteristics of these streams are provided in Table 3.

Table 2. Water resources in the study area.
Stream Name Map ID DWQ Index Number Best Usage Classification
Bawdy Creek Bawdy
Creek 27-50-(0.5) C, NSW
Quincosin Swamp Quincosin
Swamp 27-50-2 C, NSW
UT to Quincosin
Swamp SC 27-50-2 C, NSW

Table 3. Physical characteristics of water resources in the study area.

Map ID
Bank
Height
(ft)
Bankful
Width (ft)
Water
Depth
Channel
Substrate

Velocity

Clarity
Bawdy
Creek 0-1 6-15 2-8 in Sand, silt,
gravel
None to
slow Clear
Quincosin
Swamp 2-3 10-12 2-12 in Sand, silt None to
slow Clear
SC 2-3 3-5 1-6 in Sand, silt Slow Clear

Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 4
Three ponds are located within the study area (Figure 3). Ponds PA (0.16 acre) and PB
(0.28 acre) are located in the western portion of the study area and are connected to
wetland WA. Pond PD (0.14 acre) is located in the eastern portion of the study area and
is connected to Quincosin Swamp outside of the study area. All three ponds appear to be
manmade features that are sustained by high groundwater levels. The ponds cover a total
of 0.58 acre of the study area.

There are no trout waters, designated anadromous fish spawning areas or Primary
Nursery Areas present in the study area. Based on the North Carolina 2006 Final 303(d)
list of impaired waters, there are no impaired waters located within one mile of the study
area. No High Quality Waters (HQW), Outstanding Resource Waters (ORW), or WS-I
or WS-II waters occur within one mile of the study area.

There are no North Carolina Department of Environment and Natural Resources
(NCDENR) benthic or fish sampling stations located within one mile of the study area.

4.0 BIOTIC RESOURCES

4.1 Terrestrial Communities

Five terrestrial communities were identified in the study area: maintained/disturbed
areas, mesic mixed hardwood forest (coastal plain subtype), mesic pine flatwoods, coastal
plain small stream swamp (blackwater subtype), and coastal plain bottomland hardwoods
(blackwater subtype). Figure 4 shows the location and extent of these terrestrial
communities in the study area. A brief description of each community type follows.
Scientific names of all species identified are included in Appendix B.

4.1.1 Maintained/Disturbed Areas

Maintained/disturbed areas are located within the study area along the existing roadway,
in agricultural areas, and in developed areas, including residential and commercial
development. Where present, the vegetation in this community is comprised of low
growing grasses and herbs, being dominated by fescue, clover, dandelion, and chickweed.

4.1.2 Mesic Mixed Hardwood Forest (Coastal Plain subtype)

The mesic mixed hardwood forest (coastal plain subtype) is located in non-wetland
forested areas along Quincosin Swamp. The community grades into the coastal plain
small stream swamp as the elevation decreases. Dominant trees found within this
community in the study area consist of river birch, sweetgum, tulip poplar, red maple,
and coastal pepperbush. This area has sparse to dense herbaceous and vine layers
Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 5
consisting primarily of Japanese stiltgrass, giant cane, ebony spleenwort, poison ivy,
Japanese honeysuckle, muscadine grape, greenbrier, and trumpet creeper.

4.1.3 Mesic Pine Flatwoods

The mesic pine flatwood community abuts the northwestern corner of one wetland area.
The other locations of the community are located adjacent to maintained/disturbed areas.
Dominant woody species include loblolly pine, sweetgum, and red maple. The vine and
herbaceous components were moderate to dense within the community and consist of
greenbrier, Japanese honeysuckle, poison ivy, and giant cane.

4.1.4 Coastal Plain Small Stream Swamp (Blackwater subtype)

The coastal plain small stream swamp community is located in the floodplain of
Quincosin Swamp. The composition of this community within the study area is red
maple, tulip poplar, and river birch. Herbaceous cover was dominated by netted chain
fern, southern ladyfern, soft rush, and Japanese stiltgrass.

4.1.5 Coastal Plain Bottomland Hardwoods (Blackwater subtype)

The coastal plain bottomland hardwoods community is located in the floodplain of
Bawdy Creek. The composition of this community within the study area is red maple,
tulip poplar, pumpkin ash, elderberry, black willow, swamp blackgum, sweetgum,
Chinese privet, and possum-haw viburnum. Herbaceous cover was dominated by netted
chain fern, southern ladyfern, and Asian dayflower.

4.1.6 Terrestrial Community Impacts

Terrestrial communities in the study area may be impacted by project construction as a
result of grading and paving of portions of the study area. At this time, decisions
regarding the final location and design of the proposed interchanges have not been made.
Therefore, community data are presented in the context of total coverage of each type
within the study area (Table 4). Once a final alignment and preliminary design have been
determined, probable impacts to each community type will be calculated. In addition to
the terrestrial communities discussed in this section and listed in Table 4, the remaining
0.5 acre of the study area is comprised of open water areas.

Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 6
Table 4. Coverage of terrestrial communities in the study area.
Community Coverage (ac)
Maintained/Disturbed Areas 161.2
Mesic Mixed Hardwood Forest (Coastal Plain subtype) 4.1
Mesic Pine Flatwoods 17.2
Coastal Plain Small Stream Swamp (Blackwater subtype) 0.5
Coastal Plain Bottomland Hardwoods (Blackwater subtype) 8.2
Total 191.2

4.2 Terrestrial Wildlife

Many fauna species are highly adaptive and may populate or exploit the entire range of
biotic communities located within the study area (species that were observed during field
investigations are indicated with *). Mammal species that commonly utilize forested
habitats and stream corridors found within the study area include species such as eastern
cottontail, raccoon*, Virginia opossum, eastern gray squirrel*, red fox, gray fox, beaver*,
and white-tailed deer*. Birds that commonly use forest and forest edge habitats include
the American crow, blue jay, Carolina chickadee, barn swallow*, tufted titmouse, brown
creeper, red-eyed vireo*, yellow-billed cuckoo*, eastern phoebe*, yellow-bellied
sapsucker*, white-throated sparrow, brown thrasher, northern cardinal, eastern towhee,
ruby-crowned kinglet, American robin, northern flicker, pileated woodpecker, red-bellied
woodpecker, downy woodpecker, red-tailed hawk, red-shouldered hawk, and yellow-
rumped warbler. Reptile and amphibian species that may use terrestrial communities
located in the study area include the rat snake, eastern garter snake*, eastern box turtle,
American toad*, eastern fence lizard, five-lined skink, and slimy salamander.

4.3 Aquatic Communities

Aquatic communities in the study area consist of perennial and intermittent upper coastal
plain streams. Perennial streams in the study area could support eastern mosquitofish*,
carp*, and redbreast sunfish. The intermittent stream in the study area is relatively small
in size and would support aquatic species such as spring peeper*, bullfrog*, crayfish*,
and various benthic macroinvertebrates. The open waters in the study area provide
habitat for goose, grebe*, and domestic muscovy*.

4.4 Invasive Species

Four species from the NCDOT Invasive Exotic Plant List for North Carolina were
identified within the study area. The species identified were chinaberry (Threat level 3),
Japanese honeysuckle (Threat level 2), Asian dayflower, Japanese stiltgrass and Chinese
privet (Threat level 1). NCDOT will manage invasive plant species as appropriate.

Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 7
5.0 JURISDICTIONAL ISSUES

5.1 Clean Water Act Waters of the U.S.

Three jurisdictional streams were identified in the study area (Table 5). The locations of
these streams are shown on Figure 3. United States Army Corps of Engineers (USACE)
and North Carolina Division of Water Quality (NCDWQ) stream delineation forms are
included in Appendix C. The physical characteristics and water quality designations of
each jurisdictional stream are detailed in Section 3.2. All jurisdictional streams in the
study area have been designated as warm water streams for the purposes of stream
mitigation.

Table 5. Jurisdictional characteristics of water resources in the study area.

Map ID

Length (ft)

Classification
Compensatory
Mitigation Required
River
Basin
Buffer
Bawdy
Creek 1,340 Perennial Yes Subject
Quincosin
Swamp 1,670 Perennial Yes Subject
SC 156 Intermittent Undetermined Subject

Eight jurisdictional wetlands were identified within the study area (Figure 3). Wetland
classification and quality rating data are presented in Table 6. The wetlands in the study
area are within the Neuse River basin (USGS Hydrologic Unit 03020201). USACE
wetland delineation forms and NCDWQ Wetland Rating forms for the wetlands are
included in Appendix C. The wetlands located in the western portion of the study area
are part of the coastal plain bottomland hardwoods community, and the wetlands in the
eastern portion of the study area comprise the coastal plain small stream swamp
community. A description of the natural communities is presented in Section 4.1.

Table 6. Jurisdictional characteristics of wetlands in the study area.

Map ID
Cowardin
Classification

Classification

DWQ Wetland Rating

Area (ac)
WA PFO1E* Riparian 82 5.4
WB PFO1E Riparian 79 2.0
WC PFO1E Riparian 86 4.4
WD PFO1E Riparian 43 0.1
WE PFO1E Riparian 60 0.1
WF PFO1E Riparian 70 0.6
WG PFO1E Riparian 48 0.1
Note: * - Palustrine, Forested, Broad-leaved deciduous, Seasonally flooded/Saturated

Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 8
5.2 Clean Water Act Permits

The proposed project is being evaluated as a CE for the purposes of National
Environmental Policy Act (NEPA) documentation. As a result, a Nationwide Permit
(NWP) No. 23 will likely be applicable. A NWP No. 33 may also apply for temporary
construction activities such as stream dewatering, work bridges, or temporary
causeways that are often used during bridge construction or rehabilitation. The
USACE holds the final discretion as to what permit will be required to authorize project
construction.

In addition to the 404 permit, other required authorizations include the corresponding
Section 401 Water Quality Certification (WQC) from the NCDWQ. A NCDWQ
Section 401 Water Quality General Certification (GC) for a CE may be required prior
to the issuance of a Section 404 Permit. Other required 401 certifications may include
a GC 3688 for temporary construction access and dewatering.

5.3 Construction Moratoria

No moratoria are anticipated to be associated with the proposed project.

5.4 North Carolina Riparian Buffer Rules

Streamside riparian zones within the study area are protected under provisions of the
Neuse River Buffer Rules administered by NCDWQ. Table 5 indicates which streams
are subject to buffer rule protection. Potential impacts to protected stream buffers will be
determined once a final alignment and design have been determined.

5.5 Rivers and Harbors Act, Section 10 Navigable Waters

There are no navigable waters, as defined under Section 10 of the Rivers and Harbors
Act, within the study area.

5.6 Mitigation

5.6.1 Avoidance and Minimization of Impacts

All waters within the project area are subject to the Neuse River Basin Buffer Rules.
Therefore, Design Standards for Sensitive Watersheds will be implemented during
project construction.

The NCDOT will attempt to avoid and minimize impacts to streams and wetlands to the
greatest extent practicable in choosing a preferred alternative and during project design.
Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 9
At this time, no final decisions have been made with regard to the location or design of
the preferred alternative.

5.6.2 Compensatory Mitigation of Impacts

The NCDOT will investigate potential on-site stream and wetland mitigation
opportunities once a final decision has been rendered with regard to the location of the
preferred alternative. If on-site mitigation is not feasible, mitigation will be provided by
NCDENR Ecosystem Enhancement Program (EEP). In accordance with the
“Memorandum of Agreement Among the NCDOT and the U.S. Army Corps of
Engineers, Wilmington District,” (MOA) July 22, 2003, the EEP will be requested to
provide off-site mitigation to satisfy the federal Clean Water Act compensatory
mitigation requirements for this project.

5.7 Endangered Species Act Protected Species

As of January 31, 2008, the United States Fish and Wildlife Service (USFWS) lists four
federally protected species for Johnston County (Table 7). A brief description of each
species’ habitat requirements along with the Biological Conclusion for each species is
included below. Habitat requirements for each species are based on the current best
available information as per referenced literature and USFWS correspondence.

Table 7. Federally protected species listed for Johnston County.
Scientific Name Common Name Federal
Status
Habitat
Present
Biological
Conclusion
Alasmidonta heterodon Dwarf wedgemussel E No Unresolved
Elliptio steinstansana Tar River spinymussel E No Unresolved
Picoides borealis Red-cockaded
woodpecker E Yes Survey
Required
Rhus michauxii Michaux’s sumac* E Yes Survey
Required
E: Endangered
* - Historic record (the species was last observed in the county more than 50 years ago)

Dwarf wedgemussel
USFWS optimal survey window: year round
Habitat Requirements: In North Carolina, the dwarf wedgemussel is known from the
Neuse and Tar River drainages. The mussel inhabits creek and river areas with a
slow to moderate current and sand, gravel, or firm silt bottoms. Water in these
areas must be well oxygenated. Stream banks in these areas are generally stable
with extensive root systems holding soils in place.
Biological Conclusion: Unresolved
Habitat for dwarf wedgemussel is not present within the study area as the mussel
requires well-oxygenated water in the stream. Flow in the streams within the
Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 10
study area is minimal. A May 7, 2009 review of North Carolina Natural Heritage
Program (NCNHP) records, updated January 9, 2009, indicates no known
population or occurrence located within a 1.0-mile radius of the study area.

Tar River spinymussel
USFWS optimal survey window: year round
Habitat Requirements: The Tar River spinymussel is endemic to the Tar and Neuse River
drainage basins in North Carolina. This mussel requires a stream with fast
flowing, well-oxygenated, circumneutral pH water. The bottom should be
composed of unconsolidated gravel and coarse sand. The water needs to be
relatively silt-free, and stream banks should be stable, typically with many roots
from adjacent riparian trees and shrubs.
Biological Conclusion: Unresolved
Habitat for Tar River spinymussel is not present within the study area as the
mussel requires well-oxygenated water in the stream. Flow in the streams within
the study area is minimal. A May 7, 2009 review of North Carolina Natural
Heritage Program (NCNHP) records, updated January 9, 2009, indicates no
known population or occurrence located within a 1.0-mile radius of the study
area.

Red-cockaded woodpecker
USFWS optimal survey window: year round; November-early March (optimal)
Habitat Requirements: The red-cockaded woodpecker (RCW) typically occupies open,
mature stands, of southern pines, particularly longleaf pine, for foraging and
nesting/roosting habitat. The RCW excavates cavities for nesting and roosting in
living pine trees, which are aged 60 years or older and are contiguous with pine
stands at least 30 years of age to provide foraging habitat. The foraging range of
the RCW is normally no more than 0.5 mile.
Biological Conclusion: Survey Required
Habitat for the RCW is present within the study area. Forested areas dominated
by pines were observed within and adjacent to the study area. A review of
NCNHP records revealed a historic population within the study area. The woods
in the immediate area of the historic population have been removed for residential
development. The population has not been documented within the surrounding
wooded areas. However, habitat is available, and it is possible that the population
relocated in the vicinity. Therefore, a survey for the subject project for the RCW
will be required prior to commencing construction activities.

Michaux’s sumac
USFWS optimal survey window: May – October
Habitat Requirements: Michaux’s sumac, endemic to the inner Coastal Plain and lower
Piedmont, grows in sandy or rocky, open, upland woods on acidic or
circumneutral, well-drained sands or sandy loam soils with low cation exchange
Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 11
capacities. The species is also found on sandy or submesic loamy swales and
depressions in the fall line Sandhills region as well as in openings along the rim of
Carolina bays; maintained railroad, roadside, power line, and utility rights-of-
way; areas where forest canopies have been opened up by blowdowns and/or
storm damage; small wildlife food plots; abandoned building sites; under sparse
to moderately dense pine or pine/hardwood canopies; and in and along edges of
other artificially maintained clearings undergoing natural succession. In the
central Piedmont, it occurs on clayey soils derived from mafic rocks. The plant is
shade intolerant and, therefore, grows best where disturbance (e.g. mowing,
clearing, grazing, periodic fire) maintains its open habitat.
Biological Conclusion: Survey Required
Habitat for the Michaux’s sumac is present within the study area. Maintained
roadside and forest edges are present throughout the study area. Therefore, a
survey for the subject project for the sumac will be required prior to commencing
construction activities. A review of NCNHP records did not reveal a known
population or occurrence within a 1.0 mile radius of the study area.

5.8 Bald and Golden Eagle Protection Act

The bald eagle is protected under the provisions of the Bald and Golden Eagle Protection
Act. Habitat for the bald eagle primarily consists of mature forest in proximity to large
bodies of open water for foraging. Large, dominant trees are utilized for nesting sites,
typically within one mile of open water. There are small ponds within the study area, but
they are not large enough to support an eagle. No suitable nesting and foraging habitat
exists within 660 feet of the study area. In addition, the NCNHP database does not
indicate any occurrences of bald eagle in the project vicinity.

5.9 Endangered Species Act Candidate Species

As of January 31, 2008, the USFWS does not list any candidate species as potentially
occurring in Johnston County.

Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 12
6.0 REFERENCES

Department of the Army. 2007. Michaux’s Sumac (Rhus michauxii).
http://www.bragg.army.mil/esb/michaux’s_sumac.htm (Accessed July 20, 2007.)

Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual,
Technical Report Y-87-1. United States Army Engineer Waterways Experiment
Station, Vicksburg, MS. 100 pp. + appendices.

Martof, B.S., W.M. Palmer, J.R. Bailey, and J.R. Harrison III. 1980. Amphibians and
Reptiles of the Carolinas and Virginia. The University of North Carolina Press,
Chapel Hill, NC. 264 pp.

NatureServe. 2007. NatureServe Explorer. An online encyclopedia of life [web
application]. Version 6.2. NatureServe, Arlington, VA.
http://www.natureserve.org/explorer (Accessed February 12, 2008; February 14,
2008; February 22, 2008.)

North Carolina Department of Transportation (NCDOT). 2008. Invasive Exotic Plant
List for North Carolina. Raleigh, NC.

North Carolina Division of Water Quality (NCDWQ). 2002. Neuse River Basinwide
Water Quality Plan. Department of Environmental Management, Water Quality
Section.

NCDWQ. 2007. “Redbook” Surface Waters and Wetlands Standards NC Administrative
Code15A NCAC 02B .0100, .0200 & .0300 Amended Effective: May 1, 2007.

North Carolina Natural Heritage Program (NCNHP). 2009. Element Occurrence List for
Johnston County, North Carolina. North Carolina Division of Parks and
Recreation, Raleigh, NC. Updated January 9, 2009.

NCNHP. 2001. Guide to Federally Listed Endangered and Threatened Species of North
Carolina. Raleigh, NC. 134 pp.

NCNHP. Tar spinymussel: http://www.ncnhp.org/Images/65.pdf (Accessed February
14, 2008.)

North Carolina Wildlife Resources Commission. North Carolina Mussel Atlas.
http://www.ncwildlife.org/pg07_WildlifeSpeciesCon/pg7b1a1.htm (Accessed
February 12, 2008; February 14, 2008.)

Potter, Eloise F., James F. Parnell, and Robert P. Teulings. 1980. Birds of the Carolinas.
The University of North Carolina Press, Chapel Hill, NC. 408 pp.

Natural Resources Technical Report W-5107, Johnston County, N.C.
July 2009 13
Radford, A.E., H.E. Ahles, and C.R. Bell. 1968. Manual of the Vascular Flora of the
Carolinas. The University of North Carolina Press, Chapel Hill, NC. 1183 pp.

Rohde, F.C., R.G. Arndt, D.G. Lindquist, and J.F. Parnell. 1994. Freshwater Fishes of
the Carolinas, Virginia, Maryland, and Delaware. The University of North
Carolina Press, Chapel Hill, NC.

Schafale, M.P., and A.S. Weakley. 1990. Classification of the Natural Communities of
North Carolina, A Third Approximation. North Carolina Natural Heritage
Program, Division of Parks and Recreation, Department of Environment, Health
and Natural Resources, Raleigh, NC.

Sibley, David Allen. 2001. The Sibley Guide to Birds. National Audubon Society.
Alfred A. Knopf, New York, NY.

Soil Survey Staff, Natural Resources Conservation Service, United States Department of
Agriculture. Web Soil Survey. http://websoilsurvey.nrcs.usda.gov/ (Accessed
May 5, 2009.)

United States Fish and Wildlife Service (USFWS). 2008. Johnston County Endangered
Species, Threatened Species and Federal Species of Concern. United States
Department of Interior. http://www.fws.gov/nc-es/es/countyfr.html

USFWS. 2006. Optimal Survey Windows for North Carolina’s Federally Threatened
and Endangered Plant Species. http://www.fws.gov/nc-es/es/plant_survey.html
(Accessed February 18, 2008.)

USFWS. 1993. Michaux’s Sumac Recovery Plan. Atlanta, GA. 30 pp.

USFWS. Michaux’s Sumac in North Carolina. http://www.fws.gov/nc-
es/plant/michsumac.html (Accessed January 18, 2008.)

USFWS. Red-cockaded Woodpecker in North Carolina. http://www.fws.gov/nc-
es/birds/rcwood.html (Accessed February 18, 2008.)

Webster, W.D., Parnell, J. F., and W. C. Biggs. 1985. Mammals of the Carolinas,
Virginia, and Maryland. The University of North Carolina Press, Chapel Hill,
NC. 255 pp.

Appendix A
Figures

I-95 70Byp
70
70Bus
70-A
70
70-A
Sources: Johnston County GIS 2008 Roads; Center for Geographic Information and Analysis 2008 Streams
Project Location MapTIP No. W-5107US 70 ImprovementsJohnston County, NCDeveloped By: ARCADISDate: July 2009
1 inch = 1 mile
0 1 20.5 Miles Figure
1
Legend
Project Study Area
Stream
Road
Johnston County
Smithfield
Selma
Pine Level
Princeton
Source: U.S.G.S. 7.5-Minute Topographic Quadrangles: Four Oaks Northeast, Kenly West, Princeton, and Selma, NC
Project Vicinity MapTIP No. W-5107US 70 ImprovementsJohnston County, NCDeveloped By: ARCADISDate: May 2009
1 inch = 800 feet
0 1,600800Feet Figure
2
PB PA
PD
WA
WB
WC
WF
WD
WG
WE
Qu
i
n
c
o
s
i
n

S
w
a
m
p
SC
B
a
w
d
y

C
r
e
e
k
Source: 2006 NAIP Aerial Photography
Jurisdictional FeaturesTIP No. W-5107US 70 ImprovementsJohnston County, NCDeveloped By: ARCADISDate: July 2009
1 inch = 800 feet
0 1,600800Feet Figure
3
Legend
Project Study Area
Stream
Pond
Wetland
Source: 2006 NAIP Aerial Photography
Terrestrial CommunitiesTIP No. W-5107US 70 ImprovementsJohnston County, NCDeveloped By: ARCADISDate: May 2009
1 inch = 800 feet
0 1,600800Feet Figure
4
Legend
Project Study Area
Mesic Mixed Hardwood Forest (Coastal Plain)
Mesic Pine Flatwoods
Coastal Plain Small Stream Swamp
Coastal Plain Bottomland Hardwoods (Blackwater)
Maintained Disturbed Areas
Open Water

Appendix B
Scientific Names of Species Identified in Report

Plants
Common Name Scientific Name
Asian dayflower Murdannia keisak
Black willow Salix nigra
Chickweed Cerastium sp.
Chinaberry Melia azedarach
Chinese privet Ligustrum sinense
Clover Trifolium sp.
Coastal pepperbush Clethra alnifolia
Dandelion Taraxacum officinale
Ebony spleenwort Asplenium platyneuron
Elderberry Sambucus canadensis
Fescue Festuca sp.
Giant cane Arundinaria gigantea
Greenbrier Smilax rotundifolia
Japanese honeysuckle Lonicera japonica
Japanese stiltgrass Microstegium vimineum
Loblolly pine Pinus taeda
Muscadine grape Vitis rotundifolia
Netted chain fern Woodwardia areolata
Poison ivy Toxicodendron radicans
Possum-haw viburnum Viburnum nudum
Pumpkin ash Fraxinus profunda
Red maple Acer rubrum
River birch Betula nigra
Soft rush Juncus effusus
Southern ladyfern Athyrium felix-femina ssp. asplenioides
Swamp blackgum Nyssa biflora
Sweetgum Liquidambar styraciflua
Trumpet creeper Campsis radicans
Tulip poplar Liriodendron tulipifera

Animals
Common Name Scientific Name
American crow Corvus brachyrhynchos
American robin Turdus migratorius
American toad Bufo americanus
Barn swallow Hirundo rustica
Beaver Castor canadensis
Blue jay Cyanocitta cristata
Brown creeper Certhia americana
Brown thrasher Toxostoma rufum

Bullfrog Rana catesbeiana
Carolina chickadee Poecile carolinensis
Carp Cyprinus carpio
Domestic muscovy Cairina moschata
Downy woodpecker Picoides pubescens
Eastern box turtle Terrapene carolina
Eastern cottontail Sylvilagus floridanus
Eastern fence lizard Sceloporus undulatus
Eastern garter snake Thamnophis sirtalis sirtalis
Eastern gray squirrel Sciurus carolinensis
Eastern mosquitofish Gambusia holbrooki
Eastern towhee Pipilo erythrophthalmus
Five-lined skink Eumeces fasciatus
Goose Branta sp.
Gray fox Urocyon cinereoargenteus
Grebe Podiceps sp.
Northern cardinal Cardinalis cardinalis
Northern flicker Colaptes auratus
Pileated woodpecker Dryocopus pileatus
Raccoon Procyon lotor
Rat snake Elaphe obsoleta
Red fox Vulpes vulpes
Red-bellied woodpecker Melanerpes carolinus
Redbreast sunfish Lepomis auritus
Red-eyed vireo Vireo olivaceus
Red-shouldered hawk Buteo lineatus
Red-tailed hawk Buteo jamaicensis
Ruby-crowned kinglet Regulus calendula
Slimy salamander Plethodon glutinosus
Spring peeper Pseudacris crucifer
Tufted titmouse Baeolophus bicolor
Virginia opossum Didelphis virginiana
White-tailed deer Odocoileus virginianus
White-throated sparrow Zonotrichia albicollis
Yellow-bellied sapsucker Sphyrapicus varius
Yellow-billed cuckoo Coccyzus americanus
Yellow-rumped warbler Dendroica coronata

Appendix C
Wetland and Stream Forms

PROJECT COMMITMENTS US 70 CORRIDOR AND INTERCHANGE IMPROVEMENTS Johnston County WBS Element 41871.1.1 Federal Aid Project No. STP-NHS-0070(117) STIP PROJECT NO. W -5107
Categorical Exclusion Page 1 of 1
STIP Project No. W-5107 February 2012

NCDOT Traffic Safety Unit / Division 4
A raised concrete median with a flexible delineator system will be constructed at the US 70 intersection with Creech’s Mill Road-Peedin Road to allow emergency vehicle crossing.
During final design, acceleration and deceleration lanes will be considered for US 70 at Pine Street.
Work Zone Traffic Control Unit / Division 4
The median openings should remain open while the US 70 interchanges with US 70 Business-Peedin Street Extension and with Stevens Chapel Road-Davis Mill Road are under construction. The median closures will be constructed in the final phase of the project.
NCDOT will coordinate with emergency service providers, Johnston County Public Schools, and others as necessary during final design regarding access changes and detours. Coordination will continue through construction.
NCDOT Hydraulics Unit
The NCDOT Hydraulics Unit will coordinate with the NC Floodplain Mapping Program (FMP) to determine project status with regard to applicability of NCDOT’s Memorandum of Agreement, or approval of a Conditional Letter of Map Revision (CLOMR) and subsequent final Letter of Map Revision (LOMR).
NCDOT Division 4
This project involves construction activities on or adjacent to FEMA-regulated stream(s). Therefore, the Division shall submit sealed as-built construction plans to the NCDOT Hydraulics Unit upon completion of project construction, certifying that the drainage structure(s) and roadway embankment that are located within the 100-year floodplain were built as shown in the construction plans, both horizontally and vertically.
Design Standards for Sensitive Watersheds will be implemented during construction.

Table of Contents
i

1. Description of Proposed Action 1
2. Purpose of and Need for the Project 1
2.1 Need for the Proposed Project 1
2.2 Purpose of the Proposed Project 2
2.3 Supporting Data 2
2.3.1 Existing Road Network 2
2.3.2 Transportation Plans 3
2.3.3 Other STIP Projects 4
2.3.4 Logical Termini 4
2.3.5 Roadway Capacity 5
2.3.6 Crash Analysis 6
3. Proposed Improvements 8
3.1 US 70 Interchange with US 70 Business-Peedin Street Extension 8
3.2 US 70 Interchange with Stevens Chapel Road-Davis Mill Road 9
3.3 Median Closures 10
3.4 Roadway Design Criteria 10
3.5 Cost 10
3.6 Utilities 11
3.7 Maintenance of Traffic During Construction 11
4. Other Alternatives Considered 11
4.1 No Build Alternative 11
4.2 Alternate Interchange Options 11
4.2.1 US 70 Interchange with US 70 Business-Peedin Street Extension 11
4.2.2 US 70 Interchange with Creech’s Mill Road-Peedin Road 12
4.3 Transportation Systems Management Alternative 12
4.4 Mass Transit Alternative 12
5. Affected Environment and Environmental Consequences 13
Project Commitments

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5.1 Land Use 13
5.1.1 Existing Land Use 13
5.1.2 Land Use Plans and Regulations 14
5.1.3 Land Use Impacts 14
5.2 Socioeconomic Conditions 15
5.2.1 Population and Demographic Characteristics 15
5.2.2 Economy 17
5.2.3 Housing Characteristics 18
5.2.4 Socioeconomic Impacts 18
5.3 Section 6(f) Resources 21
5.4 Environmental Justice 21
5.4.1 Environmental Justice Regulations 21
5.4.2 Affected Population 21
5.5 Farmland Impacts 22
5.6 Cultural Resources 22
5.7 Section 4(f) Resources 23
5.8 Air Quality 23
5.8.1 Existing Conditions 23
5.8.2 Qualitative Mobile Source Air Toxics (MSATs) Impact Discussion 24
5.8.3 Transportation Conformity 25
5.8.4 Construction Air Quality 25
5.9 Noise 25
5.9.1 Existing Noise Conditions 25
5.9.2 Traffic Noise Impacts 26
5.9.3 Potential Traffic Noise Abatement 26
5.9.4 Construction Noise 27
5.10 Topography, Geology, Soils 28
5.11 Hazardous Material and Geotechnical Impacts 28
5.12 Water Resources 29
5.13 Floodplains 30
5.14 Biotic Resources 31

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5.14.1 Terrestrial Communities 31
5.14.2 Terrestrial Wildlife 31
5.14.3 Aquatic Communities 32
5.14.4 Invasive Species 32
5.15 Jurisdictional Issues 32
5.15.1 Clean Water Act Waters of the U.S. 32
5.15.2 Endangered Species Act Protected Species 34
5.15.3 Bald and Golden Eagle Protection Act 36
5.15.4 Endangered Species Act Candidate Species 37
5.16 Cumulative Impacts 37
6. Comments and Coordination 37
6.1 Comments Received from Federal, State, and Local Agencies 37
6.2 Local Officials Meeting and Design Public Meeting 38
6.3 Additional Coordination 38
7. Basis for Categorical Exclusion 39
8. References 40
Tables
Table 1 Level of Service for US 70 Intersections
Table 2 US 70: Roadway Crash Rate Comparison
Table 3 US 70 Intersection Crash Data
Table 4 Design Criteria
Table 5 Population Trends for State, County, and Study Area (1990 – 2010)
Table 6 Race and Ethnicity for State, County, and Study Area (2010)
Table 7 Median Household Income and Poverty Status for State, County, and Study Area (1989 and 1999)
Table 8 Actual Ambient Air Quality Measurements
Table 9 Number of Impacted Receptors
Table 10 Water Resources in the Study Area
Table 11 Physical characteristics of W ater Resources in the Study Area
Table 12 Jurisdictional Characteristics of Water Resources in the Study Area
Table 13 Jurisdictional Wetland Characteristics and Impacts
Table 14 Summary of Environmental Impacts

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Figures
Figure 1 Location Map
Figure 2 Study Area Map
Figure 3 US 70 Interchange with US 70 Business-Peedin Street Extension
Figure 4 US 70 Interchange with Stevens Chapel Road-Davis Mill Road
Figure 5 Jurisdictional Features Map
Appendices
A Relocation Report
B Farmland Conversion Impact Rating Form
C Agency Comments

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This Federal Highway Administration (FHWA) Administrative Action Categorical Exclusion (CE) has been prepared for 2012-2020 State Transportation Improvement Program (STIP) Project Number W -5107 in Johnston County, North Carolina. This CE was prepared pursuant to the National Environmental Policy Act of 1969 (NEPA), as amended (42 USC 4321 et seq.); the Council on Environmental Quality regulations implementing NEPA (40 CFR 1500–1508); and the FHWA Environmental Impact and Related Procedures (23 CFR 771).
1. Description of Proposed Action
The North Carolina Department of Transportation (NCDOT) proposes to construct grade-separated interchanges at the intersection of US 70 with US 70 Business-Peedin Street Extension (SR 2308) and with Stevens Chapel Road-Davis Mill Road (SR 2310) and to close median openings at the intersections of US 70 with Firetower Road (SR 2305), Creech’s Mill Road-Peedin Road (SR 2309), Pine Street-Pine Valley Road, Linden Street, and a private driveway east of Stevens Chapel Road-Davis Mill Road. The length of the project is approximately 2.7 miles. The project location is shown on Figure 1 and the study area is shown on Figure 2.
According to the 2012-2020 STIP, the project is scheduled for right-of-way acquisition in federal fiscal year (FFY) 2012 and construction in FFY 2013. The STIP has allocated $1,000,000 for right-of-way acquisition, $7,700,000 for construction, $124,000 for mitigation, and $750,000 in prior years cost, totaling $9,574,000.
2. Purpose of and Need for the Project
2.1 Need for the Proposed Project
Between Raleigh and Morehead City, US 70 is identified by the NCDOT as Corridor 46 in the Strategic Highway Corridor System. As a Strategic Highway Corridor, US 70 is critical to statewide mobility and regional connectivity. According to the Strategic Highway Corridors Concept Development Report (NCDOT October 2005), mobility is defined as the ability to move unimpeded, safely, and efficiently using a reliable transportation system. The long-term vision for the US 70 corridor is a freeway-type facility; however, short-term goals focus on access management improvements.
Just east of I-95, US 70 transitions from a freeway to an expressway facility. From the Firetower Road intersection to the eastern project limits, US 70 includes four unsignalized intersections, two signalized intersections, one additional median opening, and a number of driveway connections. These conflict points cause the substantial regional through traffic on US 70 to slow down or stop to accommodate turning vehicles. Projected traffic volume increases on both the through and side streets indicate that mobility along US 70 will continue to erode if corrective measures are not taken.
Within the study area, the projected 2035 No Build traffic volumes along US 70 range from 33,400 to 44,400 vehicles per day (vpd). Unacceptable 2035 No Build level of service “F” at intersections along US 70

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within the study area will improve with the proposed project’s elimination of median openings at five intersections and redesign of two intersections as interchanges.1
2.2 Purpose of the Proposed Project
The purpose of the project is to improve the mobility of vehicular travel along US 70. The proposed improvements are needed to safely accommodate future traffic volumes along this section of the Strategic Highway Corridor. The proposed project would implement access management measures and the freeway concept consistent with the US 70 Access Management Study (NCDOT July 2005) and the US 70 Master
Plan map for Johnston County (US 70 Corridor Commission July 2009). Secondary benefits from the proposed project include a reduction in the number of potential vehicular conflicts.2
2.3 Supporting Data
2.3.1 Existing Road Network
US 70 is a major east-west route in North Carolina and the primary east-west route in Johnston County. Just west of the project area, US 70 interchanges with I-95. US 70 is considered a principal arterial in the project area, according to the NCDOT classification system. US 70 is a National Highway System route.
Through the project area, US 70 is a four-lane, divided facility with exclusive left and right turn lanes in both directions at the signalized intersections with Firetower Road, US 70 Business-Peedin Street Extension, Creech’s Mill Road-Peedin Road, and Stevens Chapel Road-Davis Mill Road. The US 70 intersection with US 70 Business-Peedin Street Extension includes dual left turn lanes in the westbound direction. There is also a westbound right-turn lane at Pine Valley Road. Control of access extends along US 70 in proximity to the intersection with US 70 Business. Existing right-of-way varies from 150 feet to 250 feet. The speed limit on this section of US 70 is 55 mph. There are no bicycle or pedestrian accommodations along US 70 in the project vicinity.
The section of US 70 through Smithfield is signed as US 70 Business and intersects with US 70 in the study area. The existing right-of-way is 150 feet wide. Creech’s Mill Road-Peedin Road and Stevens Chapel Road-Davis Mill Road are the primary local north-south routes in the project area and provide access to the town of Pine Level from US 70 and areas south of the highway. Both are two-lane roadways, with a 21-foot pavement width in a 60-foot right-of-way. Pine Street-Pine Valley Road and Linden Street are local streets that do not provide connections to other roadways. Pine Street and Linden Street are

1 Median closures at the following five intersections with US 70 will eliminate left-turning movements at these locations: Firetower Road (SR 2305), Creech’s Mill Road-Peedin Road (SR 2309), Pine Street, Linden Street, and a private driveway east of Stevens Chapel Road-Davis Mill Road. Grade-separated interchanges are proposed at the intersections of US 70 with US 70 Business-Peedin Street Extension (SR 2308) and with Davis Mill Road-Stevens Chapel Road (SR 2310). 2 Based on information provided by the Traffic Safety Unit, all of the crash rates (total, fatal, non-fatal, night, and wet) for this segment of US 70 are below the critical crash rate for a similar type facility (NCDOT 2010). For example, this segment of US 70 has a total crash rate of 96.33 crashes per 100 million vehicle miles (MVM) compared to the critical rate for a similar facility of 145.95 (NCDOT 2010). However, US 70 (segments and intersections) in the project area is included on the NCDOT’s list of top locations for crashes in Johnston County.

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unpaved. Pine Valley Road was constructed recently in conjunction with the development of a commercial/industrial subdivision on the north side of US 70.
Existing major drainage structures include culverts at the US 70 crossing of Bawdy Creek, the US 70 Business crossing of Bawdy Creek, and the US 70 crossing of Quincosin Swamp.
According to the Johnston County Schools Transportation Department, school buses make a total of 48 trips through project intersections each day. These trips include eight trips through the US 70 intersection with Firetower Road, 14 trips through the US 70 intersection with US 70 Business-Peedin Street Extension, eight trips through the US 70 intersection with Creech’s Mill Road-Peedin Road, and 18 trips through the US 70 intersection with Stevens Chapel Road-Davis Mill Road.
2.3.2 Transportation Plans
2.3.2.1 Strategic Highway Corridors Concept
The North Carolina Board of Transportation adopted a Strategic Highway Corridors concept in September 2004. A formal policy on the concept was subsequently endorsed by the North Carolina Department of Commerce, the North Carolina Department of Environment and Natural Resources (NCDENR), the NCDOT and by the Governor's Office. The purpose of the Strategic Highway Corridors concept is to “protect the mobility and connectivity functions of critical highway facilities, while promoting environmental stewardship through maximizing the use of existing facilities to the extent possible and fostering economic prosperity by being able to move people and goods quickly and efficiently.” US 70 between Raleigh and Morehead City is identified by the NCDOT as Corridor 46 in the Strategic Highway Corridor System. The recommended facility type in Johnston County is a freeway.
2.3.2.2 Johnston County Comprehensive Transportation Plan
The NCDOT recently developed a Comprehensive Transportation Plan for Johnston County. The plan’s highway map recommends that US 70 be upgraded to a freeway in conformance with the US 70 Access
Management Study and indicates proposed interchanges at the US 70 intersections with US 70 Business and with Stevens Chapel Road-Davis Mill Road.
2.3.2.3 US 70 Access Management Study
The US 70 Access Management Study (NCDOT July 2005) reinforces the primary function of the US 70 strategic corridor for providing mobility between regional destinations. The study evaluated operational characteristics and safety concerns along the corridor and identified preliminary access management recommendations for the 134-mile US 70 corridor east of Raleigh. General access management concepts recommended include median u-turn treatments, traffic signal coordination, on-site traffic circulation, and interchange retrofitting. Based on intersection crash data from 2001 to 2004 provided by NCDOT, the study identified the US 70 intersections with US 70 Business-Peedin Street Extension and with Creech’s Mill Road-Peedin Road for safety improvements. Analysis of the crash data indicates a cluster of rear-end

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and turning movement crashes in this location and suggests mainline directional crossovers and signal removal as safety improvements.
2.3.2.4 US 70 Access Management Handbook
The US 70 Access Management Handbook (NCDOT May 2007) is a companion document to the 2005 access management study. The handbook presents a toolkit of access management treatments, other design considerations, and policy guidelines.
2.3.2.5 US 70 Corridor Commission
The US 70 Corridor Commission is comprised of representatives of state and local jurisdictions with an interest in enhancing the mobility, safety, and economic development potential of US 70 from I-40 to the Morehead City area. The commission was formed to facilitate multi-jurisdictional coordination and establish consistency among the jurisdictions traversed by US 70, including Johnston, Wayne, Lenoir, Jones, Craven, and Carteret counties. The long-term vision for the US 70 corridor is a freeway-type facility. Short-term goals focus on access management improvements.
2.3.2.6 Summary
The US 70 studies provide the foundation for improvements proposed by STIP Project No. W -5107. Building on these studies, the US 70 Master Plan map for Johnston County (US 70 Corridor Commission July 2009) indicates the proposed STIP Project No. W -5107 improvements, as well as connectivity improvements. The US 70 Access Management Study (NCDOT July 2005) notes that “implementation of the treatments over any segment or the entire study area would serve to reduce travel time for motorists traveling on US 70 as well as reducing the number and severity of potential crashes, thereby increasing highway safety.” The proposed project is consistent with the transportation plans for US 70 in the project vicinity.
2.3.3 Other STIP Projects
No STIP projects were identified in proximity to the proposed project.
2.3.4 Logical Termini
FHWA regulations (23 CFR 771.111(f)) require that logical termini be established during the development of all highway improvement projects. Each of the proposed grade-separated interchanges and the median closures are spaced such that they operate independently. Although the proposed improvements are part of an overall plan for a 134-mile length of US 70, the proposed project will be a usable and reasonable improvement even if no additional transportation improvements are made. In addition, the project will not restrict the consideration of other transportation improvements in the foreseeable future.

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2.3.5 Roadway Capacity
This section provides traffic volumes and roadway capacity information for existing and future no-build conditions in the study area. Traffic volume forecasts were provided by the STIP Project No. W-5107 Travel Demand Forecast Report dated October 14, 2009, by Gibson Engineers.
Traffic analysis was conducted to determine the level of service for project intersections. Level of service is a qualitative measure used to describe the operating conditions of a roadway. The Highway Capacity Manual (Transportation Research Board 2000) describes level of service in terms of factors such as speed, travel time, freedom to maneuver, traffic interruptions, driver comfort and convenience, and safety. Level of service is represented by a letter ranking from “A” to “F,” with “A” representing free-flow conditions and “F” representing traffic breakdown conditions. Levels of service are described as follows:
Level of Service A
 Vehicles move in free-flow traffic conditions to select their desired speed.
 Motorists have great maneuverability with the traffic stream.
 The general level of travel comfort and convenience is excellent. Level of Service B
 Vehicles move in stable-flow conditions.
 Motorists’ operating speeds are somewhat affected by other vehicles.
 Motorists experience a slight decline in the freedom to maneuver within the traffic stream. Level of Service C
 Vehicles move in stable-flow traffic conditions.
 Motorists’ operating speeds and maneuverability are substantially affected by other vehicles.
 The general level of comfort and convenience declines noticeably. Level of Service D
 The stable traffic flow begins to become unstable due to a higher density of vehicles.
 Travel speeds and freedom to maneuver are severely restricted.
 The general level of comfort and convenience is poor.
 Operational problems occur with small increases in traffic volumes. Level of Service E
 Vehicles move in unstable-flow traffic conditions.
 Speeds are uniformly reduced.
 Traffic volumes are at or approaching the roadway’s capacity level.
 Motorists’ freedom to maneuver within the traffic stream is extremely constrained.
 The general level of travel comfort and convenience is extremely poor.
 Breakdowns in the transportation system are caused by small increases in traffic volume. Level of Service F
 Vehicles move in forced-flow (stop-and-go) traffic conditions.
 Traffic volumes exceed the roadway capacity level.
 Hazardous queues develop.
 Traffic congestion causes traffic to be stopped for long periods of time.

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2.3.5.1 Existing Conditions
The existing (2009) traffic volumes along US 70 range from 18,600 vehicles per day (vpd) to 24,800 vpd through the project area. The lowest volumes are west of the US 70 intersection with US 70 Business-Peedin Street Extension, while the highest volumes are east of this intersection.
Overall level of service for each intersection is shown in Table 1.
2.3.5.2 Future No Build Conditions
The projected 2035 No Build traffic volumes along US 70 range from 33,400 vpd to 44,400 vpd through the project area. Similar to the 2009 volumes, the lowest projected volumes are west of the US 70 intersection with US 70 Business, while the highest volumes are east of this intersection.
Overall, future No Build levels of service are projected to worsen for each intersection. Three of the intersections would operate at a level of service of F in both the a.m. and p.m. peak period in 2035. One intersection would operate at a level of service of F in the p.m. peak period. Table 1 compares the 2009 level of service to the projected 2035 level of service. The full level of service analysis is provided in the January 2010 Capacity Analysis Memorandum appended by reference to the CE and on file at the NCDOT.
Table 1. Level of Service for US 70 Intersections
US 70 Intersection 2009 No Build
(a.m./p.m.)
2035 No Build
(a.m./p.m.)
Firetower Road C/C F/F
US 70 Business-Peedin Street Extension* A/B C/F
Creech’s Mill Road-Peedin Road* A/A C/B
Pine Street E/E F/F
Steven’s Chapel Road-Davis Mill Road E/E F/F
*signalized intersection
2.3.6 Crash Analysis
A crash rate is a measure of the relative safety of a roadway or intersection and can indicate capacity or safety deficiencies. Crashes also contribute to delays, congestion, and driver frustration. Thus, an examination of crash data can help identify potentially hazardous roadways and intersections and reveal the need to provide a more efficient and safer facility.
The NCDOT provided crash location information for Johnston County for a 5-year period from January 2006 to December 2010 (NCDOT 2011). Based on crash location mapping, sections of US 70 through the project area are among 38 percent of the roadway sections in Johnston County with the highest frequency of crashes for the period. In addition, several US 70 intersections in the study area are among the county’s high frequency crash locations.

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Detailed crash data for a 3-year period (December 2006 to November 2009) was collected and analyzed for US 70 from Firetower Road to 1,600 feet east of Steven’s Chapel Road-Davis Mill Road. Data were also collected for the US 70 intersections within the project limits.
From December 1, 2006, to November 30, 2009, 61 crashes were reported along this section of US 70. Table 2 shows the comparison of the crash rates for the analyzed section of US 70 versus the 2005-2007 statewide crash rates and the calculated critical rate with a 95 percent level of confidence for a comparable route type and configuration. All of the crash rates are below the critical crash rates for similar type facilities.3 No fatal crashes were reported during the 3-year period.
Table 2. US 70 Roadway Crash Rate Comparison
Crash Rate Crashes Crashes per
100MVM Statewide Rate* Critical Crash
Rate
Total 61 96.33 122.30 145.95
Fatal 0 0.00 1.09 4.04
Non-Fatal Injury 21 33.16 43.45 57.87
Night 22 34.74 35.39 48.48
Wet 17 26.84 21.27 31.59
*2005-2007 statewide crash rate for 4-lane divided roadway with no control of access, rural United States route
The most common type of crash for this section of the road was angle accidents, accounting for approximately 23 percent of the total number of crashes. This type of crash is usually caused by one vehicle failing to stop at a stop sign or red signal indicator. Rear-end slow or stop crashes were also a common crash type, accounting for approximately 18 percent of crashes along this section of US 70. Rear-end slow or stop crash types are an indicator of congested conditions and/or turning movements and represent the effect such conditions can have on driver behavior. Rear-end accidents typically occur where unexpected traffic queues force sudden stops, at signalized intersections during signal-phase changes, and when drivers are distracted.
Crash data for intersections along this section of US 70 was provided for the three-year period January 2, 2006 to January 31, 2009. A total of 26 crashes were reported at these intersections, with 14 occurring at the US 70 intersection with Creech’s Mill Road-Peedin Road. The most common types of crashes were rear-end slow or stop collisions; angle accidents; and left-turn, same roadway crashes. Table 3 lists crashes for each intersection. No crashes were reported at the US 70 intersections with Pine Street or Linden Street.

3 The critical crash rate is a statistically derived number that can be used to identify or screen for high accident locations. Locations with a crash rate higher than the critical rate may deem additional analysis.

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Table 3. US 70 Intersection Crash Data
Firetower Rd
US 70 Business -
Peedin Street
Extension
Creech’s Mill Road -
Peedin Road
Stevens Chapel Rd –
Davis Mill Rd
Crash Type Number Percentage Number Percentage Number Percentage Number Percentage
Angle 1 100% 1 17% 1 7% 3 60% Left turn, same roadway 0 0% 1 17% 4 29% 0 0%
Right turn, same roadway 0 0% 1 17% 0 0% 0 0%
Left turn, different roadways 0 0% 0 0% 2 14% 1 20%
Rear end, slow or stop 0 0% 2 32% 6 43% 0 0%
Sideswipe, same direction 0 0% 0 0% 1 7% 0 0%
Other, non-collision 0 0% 1 17% 0 0% 1 20%
Total 1 6 14 5 Fatal Accidents 0 0 0 0
Number of injuries 1 4 18 3
Accident Rate* 5.7 22.91 58.87 21.83
*Per 100 million vehicles entering Source: NCDOT Traffic Engineering Branch
3. Proposed Improvements
3.1 US 70 Interchange with US 70 Business-Peedin Street Extension
This proposed interchange is a partial cloverleaf with two quadrants diagonally opposite. (See Figure 3.) US 70 Business would be shifted slightly west and Peedin Street Extension would be shifted slightly east with a tangent bridge over US 70. The four-lane bridge would be approximately 300 feet in length. Ramps would intersect US 70 Business opposite existing Woods Road. An additional ramp would provide a free flow movement for motorists traveling eastbound on US 70 Business to eastbound on US 70. On the northwest side of US 70, ramps would intersect Peedin Street Extension opposite Gor-An Farm Road. Ramps are one lane with turn lanes provided for traffic exiting US 70.
The realigned section of US 70 Business would be four lanes with two additional lanes in the westbound direction at the intersection of Woods Road and the proposed US 70 ramps. These additional lanes would be exclusive left-turn and right-turn lanes. US 70 Business would taper to two lanes west of Woods Road. Woods Road would be improved to add an exclusive left- turn lane at this intersection.
Peedin Street Extension would also be improved to four lanes from the proposed US 70 bridge to east of the intersection with Gor-An Farm Road and the proposed US 70 ramps. An additional eastbound left-turn lane is proposed at that intersection. Also at this intersection, westbound Peedin Street Extension would include

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three lanes including exclusive left-turn and right-turn lanes. Gor-An Farm Road would be improved to add an exclusive left- turn lane at this intersection.
For the future year (2035) build scenario, US 70 and US 70 Business-Peedin Street Extension would no longer intersect at-grade, improving from level of service C/F to free flow traffic conditions. The proposed intersection of US 70 Business with the US 70 ramps would operate at level of service C/C and the proposed intersection of Peedin Street Extension with the US 70 ramps would operate at level of service C/B.
Control of access is proposed for the interchange. Existing control of access would be extended along US 70 east of US 70 Business approximately 0.3 mile. Control of access is also proposed approximately 0.5 mile along US 70 Business-Peedin Street Extension, as well as along the proposed ramps.
Deceleration and acceleration lanes are proposed along US 70 at the interchange ramps. Several two-lane service roads are proposed to provide access to a business on the south side of US 70 and to residential properties on the north side of US 70. Approximately 11.5 acres of right-of-way and 1 acre of construction easement would be needed to accommodate the interchange improvements and service roads.
The proposed project would alter two existing crossings of Bawdy Creek to accommodate the US 70 interchange at US 70 Business-Peedin Street Extension. On the south side of US 70, an existing culvert (10- by 8-foot) would be extended to accommodate the proposed deceleration lane. The existing culvert at the US 70 Business crossing of Bawdy Creek would be removed and replaced with an extended culvert (7- by 7-foot).
3.2 US 70 Interchange with Stevens Chapel Road-Davis Mill Road
This proposed interchange is a two quadrant design. (See Figure 4.) Stevens Chapel Road-Davis Mill Road would be raised on existing location and bridged over US 70. The length of the two-lane bridge would be approximately 200 feet. Two-way ramps in the northwest and southwest quadrants would connect the roadway to US 70. Stevens Chapel Road and Davis Mill Road would be improved to include an exclusive left-turn lane at each ramp.
Control of access is proposed for the interchange. Control of access would extend approximately 0.5 mile along US 70 and approximately 0.4 mile along Stevens Chapel Road-Davis Mill Road, as well as along the proposed ramps. Several two-lane service roads are proposed to provide access to residential properties on the north side of US 70 and to several properties and the cemetery on the south side of US 70.
For the future year (2035) build scenario, US 70 and Stevens Chapel Road-Davis Mill Road would no longer intersect at-grade, improving from level of service F/F to free flow traffic conditions. The proposed intersection of Stevens Chapel Road with the US 70 ramps would operate at level of service A/A and the proposed intersection of Davis Mill Road with the US 70 ramps would operate at level of service A/A.
The proposed project would alter two crossings of Quincosin Swamp to accommodate the US 70 interchange with Stevens Chapel Road-Davis Mill Road. On the south side of US 70, an existing culvert (9- by 9-foot) would be extended to accommodate the proposed deceleration lane. The existing piped Davis

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Mill Road crossing of Quincosin Swamp would be replaced with a culvert (9- by 6-foot). The proposed project would require one new crossing of Quincosin Swamp (9- by 6-foot culvert) to accommodate the ramp in the northwest quadrant of US 70 and Davis Mill Road.
Approximately 22 acres of right-of-way and 0.2 acre of construction easement would be needed to accommodate the interchange improvements and service roads.
3.3 Median Closures
Closing the median openings would generally involve the removal of existing pavement, including left-turn lanes. The existing grassed median would be extended. At the US 70 intersection with Creech’s Mill Road-Peedin Road, the median would be a raised concrete island with a flexible delineator system. However, if vehicles traveling illegally across the median becomes an issue, this emergency access could be re-evaluated for potential elimination as a separate action.
3.4 Roadway Design Criteria
The roadway design criteria utilized during the development of the preliminary alternatives is presented in Table 4. Design criteria for the proposed preliminary alternatives meet the NCDOT and American Association of State Highway and Transportation Officials (AASHTO) standards. Design criteria is shown in Table 4.
Table 4. Design Criteria
Criteria US 70
US 70 Business-
Peedin Street
Extension
Stevens Chapel
Road-Davis Mill
Road
Ramps
Classification Rural Principal Arterial Rural Minor Arterial Rural Minor Arterial Rural Principal Arterial
Type of Terrain Level Level Level Level
Design Speed 60 mph 50 mph 50 mph 35 mph to 60 mph
Posted Speed 55 mph 45 mph 45 mph 30 mph to 55 mph
Proposed R/W Width 250’ Varies Varies Varies
Control of Access Limited No No Yes
Typical Section Type 4-Lane Divided Multi-lane 2-Lane 1-Lane
Lane Width 12’ 12’ 12’ 14’
Sidewalks No No No No
Bicycle Lanes No No No No
Median Width 50’ n/a n/a n/a
Maximum Grade 3 % 4 %* 6 % 5 %
Minimum Grade 0.3 % 0.3 % 0.3 % 0.3 %
*Potential design exception
3.5 Cost
Total project cost is estimated to be $22,974,902, including $17,000,000 for construction, $5,547,138 for right-of-way, and $427,764 for utilities.

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3.6 Utilities
Based on field inspection, water and sewer, natural gas, electric, telephone and fiber optic utilities are present in portions of the study area. Any necessary relocation of public utilities would be coordinated with the appropriate utility provider and completed without long-term interruptions in service.
3.7 Maintenance of Traffic During Construction
In accordance with the Work Zone Safety and Mobility Rule, a Transportation Management Plan (TMP) appropriate to the proposed project will be developed. The TMP will identify a set of coordinated transportation management strategies for use in managing the work zone impacts caused by the proposed project. Transportation management strategies for a work zone could include temporary traffic control measures, operational strategies such as signal retiming and traffic incident management, and public information and outreach.
The general plan for construction sequencing is to construct the interchanges prior to the closure of median openings. Temporary improvements at the US 70 intersection with Creech’s Mill Road-Peedin Street will be considered to accommodate detoured traffic during interchange construction. North-south traffic utilizing US 70 Business-Peedin Street Extension or Stevens Chapel Road-Davis Mill Road would likely be interrupted during construction and off-site detours would likely be the best option for maintaining traffic during construction of the proposed bridges in these locations. Interchange ramps are expected to be partially operational prior to completion of the bridges, providing a connection to US 70. Construction sequencing is intended to minimize traffic delays and off-site detours during project construction.
4. Other Alternatives Considered
4.1 No Build Alternative
The No Build Alternative would forego any improvements to US 70 with the exception of routine maintenance. The No Build Alternative would not improve mobility of vehicular travel along US 70 or allow this portion of US 70 to function as envisioned in the referenced transportation plans. The No Build Alternative does not provide access management measures consistent with the US 70 Access Management
Study (NCDOT July 2005) or the US 70 Master Plan map for Johnston County (US 70 Corridor Commission July 2009). The No Build Alternative was eliminated from further consideration because it would not meet the purpose and need for the proposed project.
4.2 Alternate Interchange Options
4.2.1 US 70 Interchange with US 70 Business-Peedin Street Extension
An alternate design (Option 2) for the US 70 interchange with US 70 Business-Peedin Street Extension was developed to address concerns raised by an adjacent business (Collins, Inc.). These concerns were related to the visibility of the business in relation to the US 70 off-ramp accessing the business. Specifically,

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customers approaching Collins, Inc. from the west on US 70 would need to exit the roadway in advance of the business.
This option is a half cloverleaf design. This option would also shift US 70 Business and Peedin Street Extension to the west with a tangent bridge over US 70. The primary difference with this option is that the US 70 eastbound off-ramp would be on the east side of the US 70 Business – Peedin Street Extension bridge and adjacent to the Collins, Inc. property. This option would have greater wetland, stream, and right-of-way impacts compared to Option 1 and would result in three consecutive intersections along US 70 Business-Peedin Street Extension.
After review of potential impacts and additional coordination with the Collins, Inc. property owner, it was decided to pursue Option 1. Option 2 for this interchange was eliminated from further consideration.
4.2.2 US 70 Interchange with Creech’s Mill Road-Peedin Road
During preliminary design, the construction of a grade-separated interchange at the intersection of US 70 with Creech’s Mill Road-Peedin Road was also explored. This option would address concerns by the Town of Pine Level about the median closure in this location. Several designs, including a two quadrant design, were explored. However, because of the proximity to the proposed US 70 interchange with US 70 Business-Peedin Street Extension and potential impacts to an existing business and a mobile home park, this option was eliminated.
4.3 Transportation Systems Management Alternative
Transportation Systems Management (TSM) alternatives include low-cost improvements designed to maximize the utilization and efficiency of the existing system. TSM improvements involve increasing the available capacity of the facility within the existing right-of-way with minimum capital expenditures. Items such as the addition of turn lanes, striping, signalization, and minor realignments are examples of TSM physical improvements. Traffic law enforcement, speed restrictions, access control and signal timing changes are examples of TSM operational improvements. TSM alternatives are usually considered in more urbanized areas or where the population may be over 200,000. In addition, TSM alternatives would not adequately improve mobility along US 70 and would not meet the project purpose and need. Therefore, TSM was not considered a reasonable and feasible alternative and was eliminated from further consideration.
4.4 Mass Transit Alternative
Mass transit is not available in eastern Johnston County because of lack of demand, low population density, diffused employment centers, and diversity of trip origins and destinations. US 70 serves local and regional traffic. For these reasons, mass transit will not capture the requisite number of person trips to make this alternative a reasonable and feasible alternative. The Mass Transit alternative would not meet the purpose and need for the project and was eliminated from further consideration.

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5. Affected Environment and Environmental Consequences
This section summarizes the existing conditions of the study area and describes the potential impacts of the proposed project on the existing human, physical, and natural environment. Additional information is included in the following reports, appended by reference:
 Natural Resources Technical Report (NRTR), July 2009;
 Indirect Land Use Screening Report, August 2011;
 Air Quality Technical Memorandum, December 2011;
 Traffic Noise Analysis, January 2012; and
 Community Impact Assessment, February 2012.
Natural resources field investigations, documented in the NRTR, were conducted on May 8, 14, and 21, 2009. Additional surveys were conducted by NCDOT on July 23, 2009. A preliminary jurisdictional determination was approved on July 26, 2010.
5.1 Land Use
5.1.1 Existing Land Use
The study area includes agricultural, single-family residential, institutional and commercial uses, as well as vacant property. Although there is some recent development in the study area, established uses are more prevalent.
While single-family residential uses are scattered throughout the study area, there are several clusters of single-family homes. These clusters include homes along the eastern portion of Janie Road and along Gor-An Farm Road; homes along Davis Mill Road, and homes along Stevens Chapel Road. In addition, the Pine Valley Estates Mobile Home Park is located to the north of US 70 at Peedin Road. The well-maintained mobile home park includes approximately 65 mobile homes.
Collins, Inc., a boat dealership, is located at the US 70 intersection with US 70 Business. However, commercial development is more prevalent along US 70 from Creech’s Mill Road-Peedin Road to Stevens Chapel Road-Davis Mill Road. Businesses include a BP gas station/convenience store at Peedin Road; Tarheel Tooling at Pine Street, and Eagle Manufactured Homes Sales. Pine Street also provides access to poultry houses on an approximately 17-acre property behind Tarheel Tooling. The Pine Valley Commerce Center, a largely vacant commercial/industrial subdivision, includes approximately 18 lots which front either a central access road (Pine Valley Road) or US 70. (Pine Valley Road aligns with Pine Street, south of US 70, at the location of one of the proposed median closures.) Two commercial buildings, which front and are accessed from US 70, have been completed in the Pine Valley Commerce Center and house approximately six tenants. Two businesses, a seasonal produce stand and an auto-body shop, are located at the US 70 intersection with Stevens Chapel Road. On the north side of US 70, a former commercial building is currently leased to the New Birth Holiness Church.

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A cemetery is located on an approximately 0.33-acre property on the east side of Stevens Chapel Road. An area property owner, whose relatives are buried in the cemetery, stated that the cemetery is a family cemetery with graves dating back several generations.
5.1.2 Land Use Plans and Regulations
For planning and development purposes, most of the study area is within the jurisdictions of Pine Level or Johnston County. (Johnston County’s jurisdiction is generally on the south side of US 70.) Several parcels in the northwest quadrant of the US 70 intersection with Firetower Road are in Selma’s planning jurisdiction. Land development throughout the study area is regulated by local and state ordinances, including zoning ordinances, subdivision regulations, flood regulations, and other ordinances with provisions for stormwater management and erosion and sedimentation control.
Guidance for land use decisions in Johnston County’s jurisdiction is provided by the county’s 2030 Comprehensive Plan, adopted March 2009. The study area is included in one of a number of “Planning Hot Spots.” Regarding this area, the plan states, “the area surrounding the Towns of Wilson’s Mill, Smithfield, Selma, and Pine Level is likely to experience some of the most significant changes during this planning period. This is an area where additional development is both likely and desirable, from the perspective of the County’s goals and objectives.” The US 70 corridor through the study area is designated as a “Primary Growth Area” where significant growth is expected. A regional scale activity center is indicated at the US 70 intersection with US 70 Business. However, land south of the US 70 corridor is projected to remain in agricultural use or be limited to low-density residential development.
Pine Level adopted a land use plan in 2003 which addresses land use along the north side of US 70 between Peedin Street Extension and just west of Peedin Road. (Pine Level’s planning jurisdiction includes limited US 70 frontage.) The future land use plan map indicates commercial development along this portion of US 70. One of the town’s strategies for attracting “appropriately sized non-residential development” is to “encourage new community-scaled commercial development at the intersection of Peedin Road and US Highway 70.” The plan states that the intersection is an important new town gateway. The remainder of the town’s portion of the study area is shown as residential, with a mix of low density, moderate density, and manufactured housing park. Several of the properties at the US 70 intersection with Creech’s Mill Road-Peedin Road were annexed by the Town of Pine Level. These properties in the non-contiguous corporate limits include several vacant parcels on the south side of US 70.
The Town of Selma revised its Comprehensive Land Use Plan in September 2009. The properties in Selma’s jurisdiction are designated for residential use.
5.1.3 Land Use Impacts
5.1.3.1 Local land use, character, and development plans
Existing land use would be impacted by right-of-way acquisition, as described in Section 5.4.2.1. These impacts would occur at the proposed US 70 interchanges with US 70 Business-Peedin Street Extension and with Stevens Chapel Road-Davis Mill Road. Otherwise, existing land use, especially along US 70, could be

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affected by access changes. Typically, convenience-oriented businesses such as the BP station would be most affected. Access impacts are discussed in Section 5.2.
The proposed project is consistent with the US 70 Access Management Study (NCDOT July 2005) and the
US 70 Master Plan map for Johnston County (July 2009) developed by the US 70 Corridor Commission. However, the proposed project would not support the goals of the Town of Pine Level to encourage community-scaled commercial development and create a town gateway at the US 70 intersection with Creech’s Mill Road-Peedin Road. The proposed project, specifically the proposed median closure at the intersection, discouraged development plans for properties on the south side of US 70 that were consistent with the town’s vision for the intersection area. According to the Pine Level Mayor, private development plans were withdrawn because of access changes at the US 70 intersection with Creech’s Mill Road-Peedin Road. (Note: The Town of Pine Level’s future land use plan map did not address properties on the south side of US 70.)
The project would introduce two urban elements, the proposed interchanges, into a primarily rural landscape. The interchanges would be more dominant in the landscape than the existing at-grade intersections, resulting in minor visual impacts. There would also be localized visual impacts at the two interchanges where roadways would be raised to bridge over US 70. Several remaining homes in proximity to the proposed interchanges would have views of the roadway embankment. From the raised roadways, views to these houses would change, as the houses would be at a much lower elevation than the roadway.
5.1.3.2 Indirect Land Use Impacts
The proposed project has the potential to influence the location of development along the US 70 corridor, as the proposed interchange locations would be more conducive to non-residential development if appropriate infrastructure is available. The proposed project may also shift some development away from intersections where median openings are proposed to be closed, such as the US 70 intersection with Creech’s Mill Road-Peedin Road. However, the proposed project is not expected to induce development in this area.
5.2 Socioeconomic Conditions
5.2.1 Population and Demographic Characteristics
5.2.1.1 Population – Trends and Composition
The population of the study area 4 increased from 4,314 persons in 2000 to 5,281 persons in 2010, a rate of approximately 22 percent (Table 5). In comparison, the population of Johnston County and the state increased approximately 38 percent and 18 percent, respectively, during the same period. Most of the Johnston County population growth during this period occurred in the western part of the county.

4 For demographic data, the study area includes Census Tract 404, Block Group 3; Census Tract 405, Block Group 4; and Census Tract 406, Block Group 2. (2000 Census Tract 404, Block Group 3 is the same geography as 2010 Census Tract 404, Block Group 1.) The Census block groups in this area are fairly large and include properties that are far removed from the project. Census information may not reflect the exact aspects surrounding the project, but it provides accurate information on area trends.

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Table 5. Population Trends for State, County, and Study Area (2000 – 2010)

North
Carolina
Johnston
County Study Area4
2000 Population 8,049,313 121,965 4,314
2010 Population 9,535,483 168,878 5,281
Change 1,486,170 46,913 967
Percent Change 18.5% 38.5% 22.4%
Sources: U.S. Census 2000, Summary File 1, Table P1. TOTAL POPULATION [Total population]; and U.S. Census 2010, P1
TOTAL POPULATION. Universe: Total Population 2010 Census Summary File 1.
4.2.1.2 Racial and Ethnic Makeup
Overall, the study area population is comprised of a lower percentage of minorities (17.6 percent) than the
county (25.8 percent) and state (31.5 percent) populations (Table 6). The lower percentage of African
Americans in the study area (7.4 percent) compared to the county (15.1 percent) and the state (21.5
percent) accounts for most of the difference in the minority populations.
The Hispanic population in the study area is approximately 12 percent of the total population, which is
similar to the county percentage (12.9 percent). The state’s population is comprised of a slightly lower
percentage of Hispanics (8.4 percent). However, there is a notable variation in the ethnic makeup of the
block groups that comprise the study area. The population of Census Tract 404, Block Group 1 is
approximately 21.1 percent Hispanic or Latino, while the populations of Census Tract 405, Block Group 4
and Census Tract 406, Block Group 2 are 7.7 percent and 6.5 percent Hispanic or Latino, respectively.
According to the Assistant Pine Level Town Clerk, Hispanics are generally dispersed in the Pine Level area
with no concentration of Hispanics living in the project area (Twigg, pers. comm. 2011). She noted that
there is one minority community in a mobile home park on Country Store Road, located outside the study
area to the east of the project limits. Residents of this mobile home park are primarily Hispanic. The Pine
Level Zoning Administrator, also stated that the Hispanic community on Country Store Road is the only
concentration of minority populations in the vicinity of the project (Holmes, pers. comm. 2011). This was
further confirmed through review of census block data (2010) and field observations.

4 Data for each Census block group comprising the study area is provided in the Community Impact Assessment (December 2011),
appended by reference.

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Table 6. Race and Ethnicity for State, County, and Study Area (2010)

North
Carolina
Johnston
County Study Area
Total population 9,535,483 168,878 5,281
White 6,528,950 68.5% 125,349 74.2% 4,354 82.4% Black or African American 2,048,628 21.5% 25,546 15.1% 392 7.4% American Indian and Alaska Native 122,110 1.3% 939 0.6% 20 0.4%
Asian 208,962 2.2% 1021 0.6% 8 0.1% Native Hawaiian and other Pacific Islander 6,604 0.1% 51 0.03% 6 0.1%
Some other race alone* 414,030 4.3% 12,653 7.5% 425 8.0%
Two or more races 206,199 2.2% 3,319 2.0% 76 1.4%
Hispanic or Latino** 800,120 8.4% 21,814 12.9% 635 12.0% *“Some other race alone” refers to respondents who were unable to identify with the five Office of Management and Budget race categories. ** “Hispanic or Latino” is considered to be an ethnicity by the 2010 Census. Persons of this ethnic group may be of any race. Sources: U.S. Census 2010, Summary File 1, Table P3. RACE [Total Population] and Table P4. HISPANIC OR LATINO ORIGIN [Total Population].
5.2.2 Economy
5.2.2.1 Income and Poverty Status
As shown in Table 7, the 1999 median household income for the study area is similar to the median income for Johnston County and the state. The study area includes a slightly lower percentage of individuals below the poverty level (9.3 percent) than the county and state. Within the study area, the poverty rate varies from 4.5 percent to 15.9 percent. The northern portion of the study area (Census Tract 404, Block Group 3) has the highest poverty rate and the lowest median income. The Pine Valley Estates mobile home park was identified as a potential low-income population.
Table 7. Median Household Income and Poverty Status for State, County, and Study Area (1989 and 1999)

North Carolina
Johnston
County Study Area
1999 median household income $39,184 $40,872 $39,052
1999 percent of population below poverty level 12.3% 12.8% 9.3%
Source: U.S. Census 2000, Summary File 3, Table P53. MEDIAN INCOME in 1999 and Table P87. POVERTY STATUS IN 1999 BY AGE.
5.2.2.2 Leading Industries and Employment Centers
Based on the 2010 annual employment, leading industries in Johnston County are manufacturing, retail trade, educational services, and health care and social assistance. These four industries together provided more than 54 percent of the county’s employment opportunities in 2010. According to the Johnston County

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Economic Development Office, the largest employers in the county are the Johnston County Schools, Grifois (pharmaceutical products), Johnston Memorial Hospital, and County of Johnston, each employing more than 1,000 people. Employment centers include the county’s largest municipalities of Smithfield and Clayton.
There are no major employers in the study area, although there are several businesses along the US 70 corridor. Collins, Inc., located at the US 70 intersection with US 70 Business, is described as the largest boat dealer in eastern North Carolina (http://www.collinsboating.com 2009). To the east, Tarheel Tooling and Precision Machining, Inc., providing metal working and custom machine building services, has 25 employees (http://www.tarheeltooling.com 2009). According to the Johnston County Economic Development Office, the closest major employer in the county is Sysco Corporation in Selma, a major food distributor. The majority of the other top-ten employers are located in the Smithfield area, west of the project area. Based on workforce information provided in the 2030 Johnston County Comprehensive Plan, approximately 40 percent of county workers commute to other counties for employment.
5.2.3 Housing Characteristics
From 2000 to 2010 approximately 261 housing units were added to the study area, with all new construction occurring north of US 70. This increase of approximately 13.9 percent is well below the 34.8 percent increase in housing units in Johnston County over the ten-year period. Housing construction in western Johnston County was strong in recent years as the area became popular for Research Triangle Park commuters.
Overall, the housing stock in the study area is slightly older than the housing stock in the county, as the median year of construction is 1981 for the study area compared to 1983 for the county. This older housing stock may contribute to lower median housing values. At $87,098 the median home value in the study area is approximately $10,000 lower than the median value of housing in Johnston County ($97,100).
5.2.4 Socioeconomic Impacts
5.2.4.1 Right-of-Way and Relocation Impacts
Based on preliminary design, the construction of the proposed interchanges, including several service roads, would require approximately 33.5 acres of right-of-way. The US 70 interchange with US 70 Business-Peedin Street Extension would require approximately 11.5 acres of right-of-way and 0.9 acres of construction easement, likely resulting in the relocation of two homes. Approximately 14 properties would be impacted by right-of-way acquisition.
The US 70 interchange with Stevens Chapel Road-Davis Mill Road would require approximately 22 acres of right-of-way and 0.16 acres of construction easement, likely resulting in the relocation of six homes, two businesses, and one non-profit. The two businesses, which are leased, are an auto body shop and a seasonal produce stand. The non-profit is the New Birth Holiness Church, which currently leases a former commercial building. Approximately 30 properties would be impacted by right-of-way acquisition.

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The proposed interchange would also impact the family cemetery on the east side of Stevens Chapel Road. Several graves would require relocation and access would be restricted by access controls along Stevens Chapel Road in proximity to the interchange. Impacted graves would be removed in compliance with Article 5 of Chapter 65 of the North Carolina General Statutes. Family members requested that grave sites be relocated to an adjacent property.
Additional right-of-way is not needed for the median closures. The relocation report is included in Appendix A.
5.2.4.2 Community / neighborhood cohesion and stability
The proposed project is not expected to impact neighborhood cohesion and stability overall. However, several homes would be displaced from a cluster of residences on Davis Mill Road.
5.2.4.3 Impacts to Vehicular Mobility and Access
As stated in the project purpose, the proposed project will improve mobility of vehicular travel along US 70. However, the proposed project would impact travel patterns and access to business, residences, and other destinations in the project vicinity.
The elimination of left-turning movements and u-turns has the potential to alter travel patterns for area residents and those traveling to destinations along US 70. Some types of businesses, such as convenience-oriented businesses, would be more affected by these access changes. With altered travel patterns, the proposed interchanges would be utilized to access the opposite side of US 70, especially in the absence of an adequate local street network in the area. It is estimated that this could add up to approximately 1.8 miles to a trip.6 Roadway signage would assist motorists in navigating the altered travel patterns.
In addition, the proposed project will impact mobility for those traveling across US 70 (north-south). Travel via US 70 Business - Peedin Street Extension and via Stevens Chapel Road-Davis Mill Road will be substantially enhanced by the elimination of the at-grade crossings of US 70. However, travel across US 70 via Creech’s Mill Road-Peedin Road would be eliminated and travel patterns would be altered. It is estimated that trips from Pine Level to a destination on Creech’s Mill Road could be increased by approximately 1 mile.7 It is estimated that trips from Creech’s Mill Road (south of US 70) to Peedin Road (north of US 70) would be increased by approximately 1.8 miles.8

6 Estimation is based on a trip originating on the south side of US 70 between US 70 Business and Creech’s Mill Road, with a destination to the west and assumes the following travel pattern: east on US 70 to the US 70 interchange with Davis Mill Road-Stevens Chapel Road, west on US 70.
7 Assumes the following travel pattern from Peedin Road: west on Peedin Street Extension to the proposed ramp to US 70, east on US 70 to Creech’s Mill Road.
8 Assumes the following travel pattern from Creech’s Mill Road: east on US 70 to the US 70 interchange with Davis Mill Road-Stevens Chapel Road, west on US 70.

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According to the Johnston County Schools Transportation Department, the proposed project will change some bus routes, but not dramatically (Morgan, pers. comm. 2011).
Several properties would experience localized access impacts resulting from access controls at the proposed interchanges. Service roads would provide access to these properties.
North-south traffic on US 70 Business-Peedin Street Extension and on Stevens Chapel Road-Davis Mill Road would likely be interrupted during project construction. The interchanges in these locations would be constructed prior to closing median openings.
Off-site detours would be utilized to maintain traffic during construction. Temporary improvements at the US 70 intersection with Creech’s Mill Road-Peedin Road could be implemented to accommodate detoured traffic during construction. Options would be investigated during the design of the traffic control plans.
5.2.4.4 Economic and business resources
Business relocations, changes in access, and effect on development potential have implications for economic viability of the area. For some businesses, customers may experience inconvenience related to altered travel patterns due to the elimination of the median crossovers. At the public meeting, several business owners expressed concern that the removal of the traffic signal at the US 70 intersection with Creech’s Mill Road-Peedin Road would make it harder for vehicles to pull out onto US 70. A representative of Tarheel Tooling stated that the traffic light “gives us the break we need to make a safe entrance” (Woodall, pers. comm. 2011). The representative also noted that, without an acceleration lane, vehicles turning onto US 70 would be attempting to enter traffic that is traveling at 55 to 65 mph. The owners of the adjacent poultry farm and grain mill expressed similar concerns. One of the property owners, stated that his business generates truck traffic and he estimated volumes of 140 to 150 tractor trailer trucks every two months (Mayo, pers. comm. 2011). During final design, acceleration and deceleration lanes on US 70 at Pine Street will be considered.
5.2.4.5 Impacts to Community Facilities
The proposed project is not expected to impact community facilities.
5.2.4.6 Impacts to Community Safety and Emergency Response
Safety benefits expected from the proposed project include a reduction in the potential for vehicular conflicts at US 70 intersections with US 70 Business-Peedin Street Extension and with Stevens Chapel Road-Davis Mill Road.
Emergency services providers serving the study area include the Pine Level Fire Department, the Pine Level Police Department (corporate limits), and the Johnston County Sheriff’s Department. According to Johnston County Emergency Services, three emergency medical services (EMS) districts cover the area: Selma, Smithfield, and Princeton. Each of the three districts includes a portion of the US 70 corridor. The Selma district includes the Town of Pine Level.

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The proposed project would enhance mobility for emergency vehicles traveling on US 70 through the area. The grade-separated interchanges would enhance mobility across US 70 and provide improved connectivity north and south of the roadway. However, local officials with the Pine Level Fire Department stated that the median closure at Creech’s Mill Road-Peedin Road would likely add three to five minutes to the response time for calls south of US 70 (Barbee, pers. comm. 2011). The median closure could be designed to allow access for emergency vehicles; however, local officials voiced reservations about sending emergency vehicles across US 70 in the absence of a traffic signal (Barbee, pers. comm. 2011). According to Johnston County Emergency Services, EMS district boundaries may need to be revised because of access changes resulting from the proposed project. NCDOT will coordinate with emergency service providers during final design.
5.3 Section 6(f) Resources
Section 6(f) of the Land and Water Conservation Fund Act of 1965 (LWCF) protects grant-assisted areas from conversions to uses other than the original intended purpose. No public parks or recreation areas funded with LWCF monies were identified in the study area. Therefore, there is no use of Section 6(f) resources.
5.4 Environmental Justice
5.4.1 Environmental Justice Regulations
Title VI of the Civil Rights Act of 1964, protects individuals from discrimination on the grounds of race, age, color, religion, disability, sex, and national origin. Executive Order 12898, “Federal Actions to Address Environmental Justice in Minority Populations and Low-Income Populations,” provides that each Federal agency shall make achieving environmental justice part of its mission by identifying and addressing, as appropriate, disproportionately high and adverse human health or environmental effects on minority and low-income populations. Special populations may include the elderly, children, the disabled, low-income areas, American Indians and other minority groups. Executive Order 12898 requires that Environmental Justice principles be incorporated into all transportation studies, programs, policies and activities. The three environmental principles are to: (1) ensure the full and fair participation of all potentially affected communities in the transportation decision-making process; (2) avoid, minimize or mitigate disproportionately high and adverse human health or environmental effects, including social and economic effects, on minority or low income populations; and (3) fully evaluate the benefits and burdens of transportation programs, policies, and activities upon low-income and minority populations.
5.4.2 Affected Population
One population meeting Environmental Justice criteria was identified in the project vicinity. This Hispanic community and potentially low-income community is located on Country Store Road, outside the study area, and would not be impacted by the proposed project.
In addition, one community potentially meeting the Environmental Justice criteria was identified in the study area. The Pine Valley Estates mobile home park has a potential low-income population. The well-

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maintained mobile home park is accessed from Peedin Road, just north of the intersection with US 70. (See Figure 2.) Access to/from the mobile home park would be affected by the closure of the US 70 median opening at Creech’s Mill Road-Peedin Road, depending on the direction of travel. Trips to/from the mobile home park to/from Pine Level would not be affected. Also, trips from the mobile home park to US 70 westbound (towards Smithfield and Selma) and trips to the mobile home park from US 70 westbound (from Princeton and Goldsboro) would not be affected. However, trips to the mobile home park from US 70 eastbound (from Smithfield and Selma) would be affected. Access to the mobile home park from US 70 eastbound would be via the proposed US 70 interchange with US 70 Business-Peedin Street Extension, then following Peedin Street Extension to Peedin Road. This altered travel route would add approximately 0.22 miles to the trip, compared to the existing route with a left-turn from US 70 to Peedin Road. Trips from the mobile home park to US 70 eastbound would also be affected by the elimination of the median opening at US 70 and Creech’s Mill Road-Peedin Road. To travel east on US 70 from the mobile home park, travel would be via US 70 westbound, utilizing the proposed US 70 interchange with US 70 Business-Peedin Street Extension to reverse directions. This altered travel route would be approximately 1 mile longer than the existing route with a left-turn from Peedin Road to US 70.
Similar impacts are expected where homes are in proximity to other proposed median closures; therefore, impacts are not considered disproportionately high and adverse.
5.5 Farmland Impacts
The Farmland Protection Policy Act of 1981 requires all federal agencies or their representatives to consider the impact on prime and important farmland of all construction and land acquisition projects. According to Geographical Information System (GIS) data layers from the NRCS, there are prime farmland soils within and around the existing study area. Approximately 20 acres of prime and unique farmland and approximately 2 acres of statewide or local important farmland would be impacted by construction and land acquisition by the proposed project.
The project has been coordinated with the Natural Resources Conservation Service (NRCS) as required by the Farmland Protection Policy Act. Based on NRCS Form AD-1006, the Farmland Conversion Impact Rating Form (see Appendix B), the proposed project does not need to be given further consideration for farmland protection.
No properties participating in Johnston County’s Voluntary Agriculture District program were identified in the study area.
5.6 Cultural Resources
This project is subject to compliance with Section 106 of the National Historic Preservation Act of 1966, as amended, and implemented by the Advisory Council on Historic Preservation’s Regulations for Compliance with Section 106, 36 CFR Part 800. Section 106 requires federal agencies to take into account the effect of their undertakings (federally-funded, licensed, or permitted) on properties included in or eligible for inclusion in the National Register of Historic Places (NRHP) and to afford the Advisory Council a reasonable opportunity to comment on such undertakings.

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A memorandum dated December 30, 2008 from the North Carolina State Historic Preservation Office stated, “We have conducted a review of the proposed undertaking and are aware of no historic resources which would be affected by the project. Therefore, we have no comment on the undertaking as proposed.” No impacts to historic resources are anticipated.
5.7 Section 4(f) Resources
Section 4(f) of the Department of Transportation Act, as amended, stipulates that the FHWA will not approve any program or project which requires the use of publicly owned park land, recreation area, wildlife or waterfowl refuge, or land of a significant historic site unless there is no feasible and prudent alternative and all possible planning to minimize harm resulting from such use is included.
No properties protected under Section 4(f) of the Department of Transportation Act, as amended will be impacted by the proposed project.
5.8 Air Quality
A summary of air quality issues in the study area is presented in this section. Details on the complete air quality analysis can be found in the Air Quality Technical Memorandum for STIP Project No. W -5107 (ARCADIS December 2011), appended by reference.
5.8.1 Existing Conditions
NCDENR maintains air quality monitors that measure actual ambient air concentrations of the criteria pollutants 9 throughout the state. Table 8 lists the actual monitored values recorded for 2008 through 2010 in Johnston, Wake, and Cumberland Counties as reported on the NCDAQ website, except for the 3-hour sulfur dioxide (SO2) value which is taken from the NCDENR Division of Air Quality’s (NCDAQ) 2007
Ambient Air Quality Report, published May 2011. It was necessary to refer to monitors outside of Johnston County for some criteria pollutants that are not currently monitored in the study area. Based on the location of the project with respect to available monitors, the air quality data reported for Wake and Cumberland Counties were selected as most representative of the study area for the other criteria pollutants.
Based on the available monitoring data, the project area is located in an area classified as being in “attainment” of the standards for all criteria pollutants.

9 Criteria pollutants are compounds that have been shown to cause degradation to the quality of ambient air. These compounds are commonly referred to as the “criteria” air pollutants because the criteria used to measure air quality in a given area are their concentrations in ambient air.

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Table 8. Actual Ambient Air Quality Measurements
Pollutant Measured
Concentration Units Averaging Time NAAQS*
Carbon Monoxide (CO) 2.2 (1) ppm 8-hour 9
3.1 (1) ppm 1-hour 35
Nitrogen Dioxide (NO2) NA ppm Annual Arithmetic Mean 100
Ozone (O3) 0.072 ppm ppm 8-hour 0.075
Particulate Matter (PM10) 31 (2) µg/m3 24-hour 150
Particulate Matter
(PM2.5)
10.2 µg/m3 Annual Arithmetic Mean 15
22 (2) µg/m3 24-hour 35
Sulfur Dioxide (SO2) 14 ppb 1-hour 75
0.014 ppm 3-hour 0.5
Lead (Pb) NA µg/m3 3-month rolling 0.15
* National Ambient Air Quality Standards µg/m3 micrograms per cubic meter ppm parts per million ppb parts per billion NA Not Available in Johnston, Wake & Cumberland Counties. (1) 2nd Maximum value (2) 3-yr average of the 98th percentile
5.8.2 Qualitative Mobile Source Air Toxics (MSATs) Impact Discussion
The amount of Mobile Source Air Toxics (MSATs) emitted would be proportional to the vehicle miles traveled (VMT), assuming that other variables such as fleet mix are the same for each scenario evaluated. The VMT estimated for the Build Alternative is slightly higher than that for the No Build Alternative, because the additional capacity increases the efficiency of the roadway and attracts rerouted trips from elsewhere in the transportation network. This increase in VMT would lead to higher MSAT emissions for the Build Alternative along the highway corridor. The emissions increase is offset somewhat by lower MSAT emission rates due to increased speeds; according to EPA's MOBILE6.2 model, emissions of all of the priority MSATs, except for diesel particulate matter, decrease as speed increases. The extent to which these speed-related emissions decreases will offset VMT-related emissions increases and cannot be reliably projected due to the inherent deficiencies of technical models. Emissions will likely be lower than present levels in the design year as a result of EPA's national control programs that are projected to reduce annual MSAT emissions by 72 percent between 1999 and 2050. Local conditions may differ from these national projections in terms of fleet mix and turnover, VMT growth rates, and local control measures. However, the magnitude of the EPA-projected reductions is so great (even after accounting for VMT growth) that MSAT emissions in the study area are likely to be lower in the future in nearly all cases.
The proposed access ramps will have the effect of moving some traffic closer to nearby homes, schools, and businesses; therefore, under each alternative there may be localized areas where ambient

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concentrations of MSAT could be higher than the No Build Alternative. However, the magnitude and the duration of these potential increases compared to the No Build Alternative cannot be reliably quantified due to incomplete or unavailable information in forecasting project-specific MSAT health impacts. In sum, the localized level of MSAT emissions for the Build alternative could be higher relative to the No Build Alternative, but this could be offset due to increases in speeds and reductions in congestion (which are associated with lower MSAT emissions). Also, MSAT will be lower in other locations when traffic shifts away from them. However, on a regional basis, EPA's vehicle and fuel regulations, coupled with fleet turnover, will over time cause substantial reductions that, in almost all cases, will cause region-wide MSAT levels to be significantly lower than today.
5.8.3 Transportation Conformity
Section 176(c) of the Clean Air Act Amendments (CAAA) requires that transportation plans, programs, and projects conform to the intent of the state air quality implementation plan (SIP) which establishes regulations and emission control measures for improving air quality in the State. Transportation conformity is required for federally funded or approved transportation projects in areas that have been designated by EPA as “nonattainment” for not meeting the National Ambient Air Quality Standards (NAAQS).
The portion of Johnston County where this project is located is currently designated as an attainment area for all criteria pollutants. The attainment status indicates the historical pollutant levels are below the NAAQS. Because this project occurs within an area that is neither a nonattainment area nor a maintenance area, the transportation conformity requirements do not apply.
5.8.4 Construction Air Quality
Construction activities may cause minor short-term air quality impacts in the form of dust from earthwork and unpaved roads and potentially smoke from open burning. These impacts will be minimized by adherence to all State and local regulations. Construction equipment and associated work practices and procedures will have to meet the NCDOT Standard Specifications and NCDAQ emission standards that govern activities such as open burning (15A NCAC 2D .1900).
5.9 Noise
A preliminary noise analysis was conducted in accordance with FHWA Noise Abatement Criteria (NAC) set forth in Title 23 CFR Part 772, and the NCDOT Traffic Noise Abatement Policy, effective July 13, 2001. This analysis is documented in the Traffic Noise Analysis Report (January 2012), appended by reference. A summary of the report findings is presented in this section.
5.9.1 Existing Noise Conditions
Ambient noise is comprised of existing noise sources from both natural and manmade events. It includes commercial operations, grass mowing, and natural events such as the sounds of wind, thunderstorms, and wildlife. It is noise that is considered to be currently existing and typically present in a particular area.

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Existing traffic noise exposure is relatively unvarying in the vicinity of the proposed project. US 70 and US 70 Business traffic is the dominant noise source for receptors adjacent to these roadways and in proximity to the existing intersections. At increased distances from the roadway, the influence of existing road traffic noise decreases. However, due to the prevalent volumes, speed and intersection controls, existing road traffic may be the dominant noise source for several hundred feet beyond the right-of-way limits. The measured ambient 15 minute Leq noise level, ranged from 52 to 64 dB(A).
5.9.2 Traffic Noise Impacts
Traffic noise impacts occur when the predicted traffic noise levels either approach or exceed the FHWA NAC, or substantially exceed the existing noise levels. The number and types of predicted traffic noise impacts for the project are shown in Table 9. The calculated existing and future noise levels and noise level increases are provided in Appendix B of the Traffic Noise Analysis.
Table 9. Number of Impacted Receptors
Alternative
Description
Approximate # Of Impacted
Receptors Approaching Or
Exceeding FHWA NAC2
Substantial
Noise Level
Increase3
Impacts Due
To Both
Criteria4
Total
Impacts Per
23 CFR 7725
A B C D E Existing 0 7 0 0 0 0 0 7
No-Build 0 8 0 0 0 0 0 8
Build1 0 5 0 0 0 0 0 5
1. This table presents the number of build-condition traffic noise impacts as predicted for the build-condition alternative and no-build alternative presently under consideration. Refer to Appendix B of the Traffic Noise Analysis for a detailed analysis of traffic noise impacts at each noise sensitive receptor location. 2. Predicted traffic noise level impact due to approaching or exceeding NAC. 3. Predicted “substantial increase” traffic noise level impact. 4. Predicted traffic noise level impact due to exceeding NAC and “substantial increase” in build-condition noise levels. 5. The total number of predicted impacts is not duplicated if receptors are predicted to be impacted by more than one criterion.
As a result of the proposed recommended alternative, ten receptors are expected to be relocated. For the remaining receptors, in the analysis year 2035, No-Build exterior traffic noise levels are expected to impact eight locations within the study area. These residential receivers will experience noise levels above the NAC. In the analysis year 2035, Build exterior traffic noise levels are expected to impact five locations within the study area. These residential receivers will experience noise levels above the NAC and will be impacted with or without the proposed project.
5.9.3 Potential Traffic Noise Abatement
FHWA and NCDOT require that feasible and reasonable measures be considered to abate traffic noise at all predicted traffic noise impacts. Measures considered include highway alignment selection, traffic systems management, buffer zones, proper use of land controls, noise walls, and earth berms. None of these measures are considered feasible and would not address noise impacts resulting from the proposed project. Consequently, no traffic noise abatement is recommended and no noise abatement measures are proposed for incorporation into the project plans.

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5.9.4 Construction Noise
The predominant construction activities associated with this project are expected to be earth removal, hauling, grading, bridge erection, and paving. Temporary and localized construction noise impacts will likely occur as a result of these activities. During daytime hours, the predicted effects of these impacts will be temporary speech interference for passers-by and those individuals living or working near the project. During evening and nighttime hours, steady-state construction noise emissions such as from paving operations will be audible, and may cause impacts to activities such as sleep. Sporadic evening and nighttime construction equipment noise emissions such as from backup alarms, lift gate closures (“slamming” of dump truck gates), etc., will be perceived as distinctly louder than the equivalent acoustic environment, and will likely cause severe impacts to the general peace and usage of noise-sensitive areas – particularly residences and hotels.
Relatively loud construction noise activities such as usage of pile-drivers and impact-hammers (jack hammer, hoe-ram) will create sporadic, temporary, and substantial construction noise impacts in the near vicinity of those activities.
Generally, low-cost and easy-to-implement construction noise control measures should be incorporated into the project plans and specifications (e.g. work-hour limits, equipment exhaust muffler requirements, portable sound enclosures, haul-road locations, elimination of “tail gate banging”, ambient-sensitive backup alarms, construction noise complaint mechanisms, and consistent and transparent community communication / rapport).
While discrete construction noise level prediction is difficult for a particular receiver or group of receivers, it can be assessed in a general capacity with respect to distance from known or likely project activities. For this project, earth removal, grading, hauling, and paving is anticipated to occur in the near vicinity of numerous homes, which are noise-sensitive receptors. Although construction noise impact mitigation should not place an undue burden upon the financial cost of the project or the project construction schedule, pursuant to the requirements of 23 CFR 772.19, it is the recommendation of the Traffic Noise Analysis that:
 Earth removal, grading, hauling, and paving activities in the vicinity of residences should be limited to weekday daytime hours.
 If meeting the project schedule requires that earth removal, grading, hauling and / or paving must occur during evening, nighttime and/or weekend hours in the vicinity of residential properties, the Contractor shall notify NCDOT as soon as possible. In such instance(s), all reasonable attempts shall be made to notify and to make appropriate arrangements for the mitigation of the predicted construction noise impacts upon the affected property owners and/or residents.
 If construction noise activities must occur during context-sensitive hours in the vicinity of noise-sensitive areas, discrete construction noise abatement measures including, but not limited to portable noise barriers and/or other equipment-quieting devices shall be considered.
 If there will be any pile driving activities associated with the construction of the two bridges at the proposed interchanges, it will pose an extreme noise impact to the residences near the intersection of

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Peedin Street Extension and Gor-An Farm Road, as well as residences just north and south of the proposed bridge along Stevens Chapel Road and Davis Mill Road, for distances up to one-quarter of a mile (estimated to be between 66 dB(A) and 76 dB(A) at a distance of 1,600 feet). It is the recommendation of this traffic noise analysis that provisions be made for alternative temporary living accommodations (e.g., hotel rooms) for those impacted residences during all evening and/or nighttime periods (6:00 p.m. – 6:00 a.m.) throughout which pile-driving activities might occur.
5.10 Topography, Geology, Soils
The study area lies in the coastal plain physiographic region of North Carolina. Topography in the project vicinity is comprised of gently rolling hills with narrow, level floodplains and moderately steep slopes along streams. Elevations in the study area range from 140 to 165 feet above mean sea level (msl).
The NCDOT Geotechnical Engineering Unit performed a limited assessment of the project to assist in early identification of geotechnical issues that might impact the project’s planning, design, or construction (Wainaina, pers. comm. 2009). According to the assessment’s findings, roadway embankment, alluvium and Coastal Plain subsurface soils are anticipated at each proposed interchange. Roadway embankment soils consist of up to 15 feet of loose to medium dense silty and clayey sand, and medium stiff to stiff, sandy clay. Alluvial soils consist of up to 10 feet of soft, sandy silts and clays and loose sands. Coastal Plain soils consist of 30 or more feet of loose to medium dense, silty and clayey sand and gravel, and soft to stiff, low to high plasticity clays and silts. The depth to weathered rock at the nearby interchange of US 70 and I-95 ranges from 38 to 44 feet (approximate elevation is 130 feet msl). Groundwater is anticipated to be within ten feet of the ground surface.
As a result of earthwork (cut/fill) and various other construction activities, the construction of grade-separated interchanges would result in localized alterations of topography, geology, and soils. However, the alterations would generally be confined to the construction site and the project is expected to have a negligible overall impact to the area’s topography, geology, and soils.
5.11 Hazardous Material and Geotechnical Impacts
The NCDOT Geotechnical Engineering Unit performed a limited assessment of the project to assist in early identification of hazardous material and geotechnical issues that might impact the project’s planning, design, or construction (Wainaina, pers. comm. 2009). The main purpose of the investigation was to identify properties within the study area that are or may be contaminated and therefore result in increased project costs and future liability if acquired by NCDOT. Geoenvironmental impacts may include, but are not limited to, active and abandoned underground storage tank (UST) sites, hazardous waste sites, regulated landfills, and unregulated dumpsites.
GIS technology was utilized to identify sites with known or potential geoenvironmental impacts in proximity to the project corridor. In addition, NCDOT GeoEnvironmental Section personnel conducted a field reconnaissance survey of the project corridor on March 19, 2009. A search of appropriate environmental agency databases was performed to assist in evaluating sites identified during this survey.

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Three sites that may contain petroleum USTs were identified. (See Figure 2.) These sites are: BP/Hasty Mart convenience store, 3103 Highway 70 East; New Birth Holiness Church (formerly Back to Nature Log Homes), 3855 Highway 70 East; and Tony’s Car Parts, 1353 Davis Mill Road. One of the potential UST sites, Tony’s Car Parts, was also identified as a “junk yard.”
Of these sites, the New Birth Holiness Church property, located on the northeast quadrant of the US 70 intersection with Davis Mill Road, is expected to be impacted by right-of-way acquisition and relocated. According to NCDENR’s UST section registry, there are no known USTs recorded for the site. However, convenient access to the site indicates that it could have operated as a gas station at one time. This site is anticipated to present low geoenvironmental impacts to the project.
5.12 Water Resources
Water resources in the study area are part of the Neuse River basin (United States Geological Survey [USGS] Hydrologic Unit 03020201). Three jurisdictional streams were identified in the study area (Table 10). The location of each water resource is shown in Figure 5. The physical characteristics of these streams are provided in Table 11.
Table 10. Water Resources in the Study Area
Stream Name Map ID DWQ Index Number Best Usage Classification
Bawdy Creek Bawdy Creek 27-50-(0.5) C, NSW
Quincosin Swamp Quincosin Swamp 27-50-2 C, NSW
UT to Quincosin Swamp SC 27-50-2 C, NSW
Three ponds are located within the study area (Figure 5). Ponds PA (0.16 acre) and PB (0.28 acre) are located in the western portion of the study area and are connected to wetland WA. Pond PD (0.14 acre) is located in the eastern portion of the study area and is connected to Quincosin Swamp outside of the study area. All three ponds appear to be manmade features that are sustained by high groundwater levels. The ponds cover a total of 0.58 acre of the study area.
Table 11. Physical characteristics of Water Resources in the Study Area
Map ID Bank Height
(ft)
Bankful
Width (ft)
Water
Depth (in)
Channel
Substrate Velocity Clarity
Bawdy Creek 0-1 6-15 2-8 Sand, silt, gravel None to slow Clear
Quincosin Swamp 2-3 10-12 2-12 Sand, silt None to slow Clear
SC 2-3 3-5 1-6 Sand, silt Slow Clear
There are no trout waters, designated anadromous fish spawning areas or Primary Nursery Areas present in the study area. Based on the North Carolina 2010 Final 303(d) list of impaired waters, there are no impaired waters located within one mile of the study area. No High Quality Waters (HQW), Outstanding Resource Waters (ORW), or WS-I or WS-II waters occur within one mile of the study area.

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There are no North Carolina Department of Environment and Natural Resources (NCDENR) benthic or fish sampling stations located within one mile of the study area.
Potential impacts associated with construction of the proposed project include increased sedimentation, scouring of streambeds, soil compaction, filling of wetlands, and loss of shading as a result of vegetation removal. Increased sedimentation from lateral flows is also expected. Measures to minimize these potential impacts include the formulation of an erosion and sedimentation control plan, provisions for waste materials and storage, stormwater management measures, and appropriate road maintenance measures. NCDOT’s Best Management Practices for Protection of Surface Waters will be strictly enforced during project construction. Under the conditions described herein, permanent impacts to water quality associated with this project would be negligible.
Construction activities, especially those associated with the new location roadways, may impact water quality through culvert construction, vegetation removal, soil relocation, and compaction. Precautions should be taken to minimize impacts to water resources in the project area during construction. Aquatic organisms are very sensitive to discharges and inputs resulting from construction. Appropriate measures must be taken to avoid spillage of chemicals or unconsolidated materials and to control runoff. Temporary land disturbance during construction would be restricted to that necessary to conduct the work and would be defined in the construction plans.
Detailed descriptions of jurisdictional streams and wetlands in the study area and potential impacts to these jurisdictional waters are included in Section 5.15.
5.13 Floodplains
The project proposes to alter two crossings of Bawdy Creek 10 and two crossings of Quincosin Swamp. In addition, the project proposes a new crossing of Quincosin Swamp. Specific hydraulic recommendations will be developed in the next phase of design.11 The proposed project is shown on Flood Insurance Rate Map (FIRM) Panels 2602 and 2622. Floodplains are shown on Figure 2.
Johnston County is a participant in the National Flood Insurance Program administered by the Federal Emergency Management Agency (FEMA). Based on the most current information available from the NC Floodplain Mapping Program (FMP), the Bawdy Creek crossing is a designated flood hazard zone which is within a limited detailed flood study reach, having a regulated 100-year non-encroachment width regulated as a floodway. Quincosin Swamp is not FEMA mapped or studied. The proposed hydraulic structures will provide equivalent or greater conveyance than that of the existing structures. The Hydraulics Unit will coordinate with the FMP, the delegated state agency for administering FEMA’s National Flood Insurance Program, to determine the status of the project with regard to applicability of NCDOT’s Memorandum of

10 FEMA information refers to Bawdy Swamp.
11 A hydraulics technical memorandum was not required for the planning phase of this project (Snead pers. comm. 2008).

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Agreement with FMP, or approval of a Conditional Letter of Map Revision (CLOMR) and subsequent final Letter of Map Revision (LOMR).
This project involves construction activities on or adjacent to a FEMA-regulated stream. Therefore, the division shall submit sealed as-built construction plans to the Hydraulics Unit upon completion of project construction, certifying that the drainage structures and roadway embankment that are located within the 100-year floodplain were built as shown in the construction plans, both horizontally and vertically.
5.14 Biotic Resources
5.14.1 Terrestrial Communities
Five terrestrial communities were identified in the study area: maintained/disturbed areas, mesic mixed hardwood forest (coastal plain subtype), mesic pine flatwoods, coastal plain small stream swamp (blackwater subtype), and coastal plain bottomland hardwoods (blackwater subtype). A brief description of each community type and a map showing the location of each community type are included in the Natural Resources Technical Report (July 2009).
Terrestrial communities in the study area may be impacted by project construction as a result of grading and paving of portions of the study area. The proposed project would impact a total of approximately 37.1 acres of terrestrial communities, including approximately 32.3 acres of maintained/disturbed communities, approximately 2.5 acres of mesic pine flatwoods, and approximately 2.3 acres of coastal plain bottomland hardwoods.
5.14.2 Terrestrial Wildlife
Many fauna species are highly adaptive and may populate or exploit the entire range of biotic communities located within the study area (species that were observed during field investigations are indicated with an asterisk). Mammal species that commonly utilize forested habitats and stream corridors found within the study area include species such as eastern cottontail, raccoon*, Virginia opossum, eastern gray squirrel*, red fox, gray fox, beaver*, and white-tailed deer*. Birds that commonly use forest and forest edge habitats include the American crow, blue jay, Carolina chickadee, barn swallow*, tufted titmouse, brown creeper, red-eyed vireo*, yellow-billed cuckoo*, eastern phoebe*, yellow-bellied sapsucker*, white-throated sparrow, brown thrasher, northern cardinal, eastern towhee, ruby-crowned kinglet, American robin, northern flicker, pileated woodpecker, red-bellied woodpecker, downy woodpecker, red-tailed hawk, red-shouldered hawk, and yellow-rumped warbler. Reptile and amphibian species that may use terrestrial communities located in the study area include the rat snake, eastern garter snake*, eastern box turtle, American toad*, eastern fence lizard, five-lined skink, and slimy salamander.
Temporary fluctuations in the population of animal species that utilize these communities are anticipated during the course of construction. Slow-moving, burrowing, and/or subterranean organisms will be directly impacted by construction activities, while mobile organisms will be displaced to adjacent communities.

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5.14.3 Aquatic Communities
Aquatic communities in the study area consist of perennial and intermittent upper coastal plain streams. Perennial streams in the study area could support eastern mosquitofish*, carp*, and redbreast sunfish. The intermittent stream in the study area is relatively small in size and would support aquatic species such as spring peeper*, bullfrog*, crayfish*, and various benthic macroinvertebrates. The open waters in the study area provide habitat for goose, grebe*, and domestic muscovy*.
Aquatic organisms are acutely sensitive to changes in their environment, and environmental impacts from construction activities may result in long-term or irreversible effects (all build alternatives). Impacts usually associated with in-stream construction include increased channelization and scouring of the streambed. In-stream construction alters the substrate and impacts adjacent streamside vegetation. Such disturbances within the substrate lead to increased siltation, which can clog the gills and/or feeding mechanisms of benthic organisms, fish, and amphibian species. Siltation may also cover benthic macroinvertebrates with excessive amounts of sediment that inhibit their ability to obtain oxygen. Once the stream has been severely impacted, these organisms are slow to recover and are unlikely to return to pre-impact population levels. However, because of the minimal in-stream construction attributed to the proposed project, impacts to aquatic communities are expected to be negligible.
5.14.4 Invasive Species
Four species from the NCDOT Invasive Exotic Plant List for North Carolina were identified within the study area. The species identified were chinaberry (Threat level 3), Japanese honeysuckle (Threat level 2), Asian dayflower, Japanese stiltgrass and Chinese privet (Threat level 1). NCDOT will manage invasive plant species as appropriate.
5.15 Jurisdictional Issues
5.15.1 Clean Water Act Waters of the U.S.
5.15.1.1 Streams
Three jurisdictional streams were identified in the study area (Table 12). The locations of these streams are shown on Figure 5. United States Army Corps of Engineers (USACE) and North Carolina Division of Water Quality (NCDWQ) stream delineation forms are included in Appendix C of the Natural Resources Technical Report (July 2009). The physical characteristics and water quality designations of each jurisdictional stream are also included in the NRTR. All jurisdictional streams in the study area have been designated as warm water streams for the purposes of stream mitigation.

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Table 12. Jurisdictional Characteristics of Water Resources in the Study Area
Map ID Length (ft) Classification Compensatory
Mitigation Required
River Basin
Buffer
Impact Length
(ft)* Bawdy Creek 1,340 Perennial Yes Subject 249
Quincosin Swamp 1,670 Perennial Yes Subject 303
SC 156 Intermittent Undetermined Subject 0 *Based on construction limits shown on preliminary design plans Impacts to jurisdictional streams are likely to be unavoidable because of the linear nature of the project. The project proposes one new stream crossing. The northwest ramp at the proposed US 70 interchange with Stevens Chapel Road-Davis Mill Road would impact approximately 102 feet of Quincosin Swamp. In addition, four existing stream crossings would be altered, impacting a total of approximately 249 feet of Bawdy Creek and approximately 201 feet of Quincosin Swamp. The total length of stream impact is estimated at 552 feet.
5.15.1.2 Wetlands
Eight jurisdictional wetlands were identified within the study area (Figure 5). Wetland classification and quality rating data are presented in Table 13. The wetlands in the study area are within the Neuse River basin (USGS Hydrologic Unit 03020201). USACE wetland delineation forms and NCDWQ Wetland Rating forms for the wetlands are included in Appendix C of the Natural Resources Technical Memorandum (July 2009). The wetlands located in the western portion of the study area are part of the coastal plain bottomland hardwoods community, and the wetlands in the eastern portion of the study area comprise the coastal plain small stream swamp community.
Impacts to jurisdictional wetlands are unavoidable because of the proximity of the wetlands to existing roadways. Based on construction limits, the proposed project would impact approximately 2.3 acres of jurisdictional wetlands. This impact is associated with the US 70 interchange with US 70 Business-Peedin Street Extension. The proposed US 70 interchange with Stevens Chapel Road-Davis Mill Road would not impact jurisdictional wetlands. Potential impacts to delineated wetlands are shown on Table 13.
Table 13. Jurisdictional Wetland Characteristics and Impacts
Map ID Cowardin
Classification Classification DWQ Wetland Rating Impact Area
(ac)*
WA PFO1E** Riparian 82 1.1
WB PFO1E Riparian 79 1.1
WC PFO1E Riparian 86 0.1
WD PFO1E Riparian 43 0
WE PFO1E Riparian 60 0
WF PFO1E Riparian 70 0
WG PFO1E Riparian 48 0 *Based on construction limits shown on preliminary design plans
** Palustrine, Forested, Broad-leaved deciduous, Seasonally flooded/Saturated

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5.15.1.3 Clean Water Act Permits
A Nationwide Permit (NWP) No. 23 will likely be applicable for the proposed project. The USACE holds the final discretion as to what permit will be required to authorize project construction.
In addition to the 404 permit, other required authorizations include the corresponding Section 401 Water Quality Certification (WQC) from the NCDWQ. A NCDWQ Section 401 Water Quality General Certification (GC) for this project may be required prior to the issuance of a Section 404 Permit. Other required 401 certifications may include a GC 3688 for temporary construction access and dewatering.
5.15.1.4 North Carolina Riparian Buffer Rules
Streamside riparian zones within the study area are protected under provisions of the Neuse River Buffer Rules administered by NCDWQ. Potential impacts to protected stream buffers will be determined once a final design has been determined.
5.15.1.5 Rivers and Harbors Act, Section 10 Navigable Waters
There are no navigable waters, as defined under Section 10 of the Rivers and Harbors Act, within the study area.
5.15.1.6 Mitigation
All waters within the study area are subject to the Neuse River Basin Buffer Rules. Therefore, Design Standards for Sensitive Watersheds will be implemented during project construction. The NCDOT has avoided and minimized impacts to streams and wetlands to the extent practicable and will continue to do so during final design.
The NCDOT will investigate potential on-site stream and wetland mitigation opportunities, as needed. If on-site mitigation is not feasible, mitigation will be provided by NCDENR Ecosystem Enhancement Program (EEP). In accordance with the “Memorandum of Agreement Among the NCDOT and the U.S. Army Corps of Engineers, Wilmington District,” (MOA) July 22, 2003, the EEP will be requested to provide off-site mitigation to satisfy the federal Clean Water Act compensatory mitigation requirements for this project.
5.15.2 Endangered Species Act Protected Species
As of September 22, 2010, the United States Fish and Wildlife Service (USFWS) lists four federally protected species for Johnston County. A brief description of each species’ habitat requirements along with the Biological Conclusion for each species is included below. Habitat requirements for each species are based on the current best available information as per referenced literature and USFWS correspondence.

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Dwarf wedgemussel USFWS optimal survey window: year round Habitat Requirements: In North Carolina, the dwarf wedgemussel is known from the Neuse and Tar River drainages. The mussel inhabits creek and river areas with a slow to moderate current and sand, gravel, or firm silt bottoms. Water in these areas must be well oxygenated. Stream banks in these areas are generally stable with extensive root systems holding soils in place.
Biological Conclusion: No Effect Habitat for dwarf wedgemussel is not present within the study area as the mussel requires well-oxygenated water in the stream. Flow in the streams within the study area is minimal. North Carolina Natural Heritage Program (NCNHP) records, updated November 2011, indicate no known population or occurrence located within a 1.0-mile radius of the study area.
NCDOT biologists from the Biological Surveys Group visited the project site on July 23, 2009 to assess the area for potential impacts to these listed species. Based on habitat characteristics, study area streams are considered to be poor habitat for the listed species. The streams on the project crossing US 70 were assessed as well as the uppermost confluence of the two streams, still known as Bawdy Creek. All three sites had slow flow stagnant pools with unconsolidated silt, sand and few rocks and do not meet the habitat requirements for this listed species (Gregory, pers. comm. 2009).
Tar River spinymussel USFWS optimal survey window: year round Habitat Requirements: The Tar River spinymussel is endemic to the Tar and Neuse River drainage basins in North Carolina. This mussel requires a stream with fast flowing, well-oxygenated, circumneutral pH water. The bottom should be composed of unconsolidated gravel and coarse sand. The water needs to be relatively silt-free, and stream banks should be stable, typically with many roots from adjacent riparian trees and shrubs.
Biological Conclusion: No Effect Habitat for Tar River spinymussel is not present within the study area as the mussel requires well-oxygenated water in the stream. Flow in the streams within the study area is minimal. NCNHP records, updated November 2011, indicate no known population or occurrence located within a 1.0-mile radius of the study area.
NCDOT biologists from the Biological Surveys Group visited the project site on July 23, 2009 to assess the area for potential impacts to these listed species. Based on habitat characteristics, study area streams are considered to be poor habitat for the listed species. The streams on the project crossing US 70 were assessed as well as the uppermost confluence of the two streams, still known as Bawdy Creek. All three sites had slow flow stagnant pools with unconsolidated silt, sand and few rocks and do not meet the habitat requirements for this listed species (Gregory, pers. comm. 2009).

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Red-cockaded woodpecker USFWS optimal survey window: year round; November-early March (optimal) Habitat Requirements: The red-cockaded woodpecker (RCW) typically occupies open, mature stands, of southern pines, particularly longleaf pine, for foraging and nesting/roosting habitat. The RCW excavates cavities for nesting and roosting in living pine trees, which are aged 60 years or older and are contiguous with pine stands at least 30 years of age to provide foraging habitat. The foraging range of the RCW is normally no more than 0.5 mile.
Biological Conclusion: No Effect Habitat for the RCW is present within the study area. Forested areas dominated by pines were observed within and adjacent to the study area. A review of NCNHP records revealed a historic population within the study area. The woods in the immediate area of the historic population have been removed for residential development. The population has not been documented within the surrounding wooded areas. However, habitat is available, and it is possible that the population relocated in the vicinity. Therefore, a survey for the subject project for the RCW was conducted by NCDOT on July 23, 2009. It was concluded that pine stands in the project area were either too young or too isolated to provide nesting or foraging habitat for the RCW (James, pers. comm. 2009).
Michaux’s sumac USFWS optimal survey window: May – October Habitat Requirements: Michaux’s sumac, endemic to the inner Coastal Plain and lower Piedmont, grows in sandy or rocky, open, upland woods on acidic or circumneutral, well-drained sands or sandy loam soils with low cation exchange capacities. The species is also found on sandy or submesic loamy swales and depressions in the fall line Sandhills region as well as in openings along the rim of Carolina bays; maintained railroad, roadside, power line, and utility rights-of-way; areas where forest canopies have been opened up by blowdowns and/or storm damage; small wildlife food plots; abandoned building sites; under sparse to moderately dense pine or pine/hardwood canopies; and in and along edges of other artificially maintained clearings undergoing natural succession. In the central Piedmont, it occurs on clayey soils derived from mafic rocks. The plant is shade intolerant and, therefore, grows best where disturbance maintains its open habitat.
Biological Conclusion: No Effect Habitat for the Michaux’s sumac is present within the study area. Maintained roadside and forest edges are present throughout the study area. Therefore, a survey for the subject project for the sumac was conducted by NCDOT on July 23, 2009. It was concluded that potential habitat for Michaux’s sumac in the project area is either maintained for agriculture or mowed too regularly to support this species. In addition, a review of NCNHP records did not reveal a known population or occurrence within a 1.0 mile radius of the study area.
5.15.3 Bald and Golden Eagle Protection Act
The bald eagle is protected under the provisions of the Bald and Golden Eagle Protection Act. Habitat for the bald eagle primarily consists of mature forest in proximity to large bodies of open water for foraging. Large, dominant trees are utilized for nesting sites, typically within one mile of open water. There are small ponds within the study area, but they are not large enough to support an eagle. No suitable nesting and

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STIP Project No W-5107
foraging habitat exists within 660 feet of the study area. In addition, the NCNHP database does not indicate any occurrences of bald eagle in the project vicinity.
5.15.4 Endangered Species Act Candidate Species
As of September 22, 2010, the USFWS does not list any candidate species as potentially occurring in Johnston County.
5.16 Cumulative Impacts
The access management concepts included in the proposed project are expected to improve mobility through the area, and cumulatively with other US 70 corridor projects, would contribute to improved mobility for the 134-mile US 70 corridor.
In the study area, the proposed project is expected to shift development pressure to the proposed interchange locations, if appropriate infrastructure is available. However, the proposed project is not expected to induce development.
Even considering past transportation improvements, minimal development has occurred in the study area and vicinity. Future development in the study area could be influenced by the recent construction of the US 70 Clayton Bypass. The Johnston County 2030 Comprehensive Plan predicts that the most recent US 70 Bypass (Clayton Bypass) will influence land use decisions as far east as the study area. However, because of the low potential for land use impacts attributed to the proposed project, cumulative effects are expected to be negligible. In addition, the contribution of the proposed project to other cumulative impacts is expected to be negligible.
6. Comments and Coordination
6.1 Comments Received from Federal, State, and Local Agencies
In preparation for the environmental document, input from the appropriate federal, state, and local agencies concerning potential effects of the proposed project on the environment was requested by NCDOT in a scoping letter dated December 1, 2008. The agencies to which the scoping letter was sent are listed below. Written comments were received from agencies noted with an asterisk (*). These comments are provided in Appendix C.
U.S. Army Corps of Engineers
U.S. Department of Interior – Fish and Wildlife Service
*U.S. Environmental Protection Agency, Region IV – Environmental Review Branch
Federal Highway Administration
National Marine Fisheries Service
N.C. Department of Administration – State Clearinghouse
N.C. Department of Cultural Resources – Division of Archives and History

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STIP Project No W-5107
*N.C. Department of Cultural Resources – State Historic Preservation Office
N.C. Department of Environment and Natural Resources – Natural Heritage Program
N.C. Department of Environment and Natural Resources – Division of Marine Fisheries
N.C. Department of Environment and Natural Resources – Division of Water Quality
N.C. Department of Public Instruction
N.C. Division of Coastal Management
N.C. Division of Parks and Recreation
N.C. Wildlife Resources Commission
Johnston County Board of Commissioners
Johnston County Manager
Town of Smithfield
6.2 Local Officials Meeting and Design Public Meeting
A Local Officials Meeting and a Design Public Meeting were held on October 24, 2011. NCDOT invited local officials from Johnston County and the Town of Pine Level to a meeting from 3:30 to 4:30 p.m . (prior to the Design Public Meeting). In addition to NCDOT staff and consultants, twelve local officials attended the meeting. The purpose of the Local Officials Meeting was to update local officials on the proposed project, answer questions, discuss issues that they felt will be important for the environmental document, and collect their comments and input.
The Design Public Meeting was held from 4:30 p.m. to 7:00 p.m. Meeting notification was through a project newsletter and a public notice in the Smithfield Herald. The purpose of the meeting was to present the project to the public and to solicit comments. Approximately 87 people attended the meeting. A handout, which included information about the project and an overall project map, was provided to meeting attendees. A comment sheet for public feedback was attached to the handout. Three letters and 24 comment forms were collected at or following the meeting. Comments were also received in 4 emails following the meeting. Generally, respondents were not supportive of the proposed project. Two respondents noted support for the US 70 interchange with Stevens Chapel Road-Davis Mill Road. Most respondents were concerned about access and altered traffic patterns. Other concerns included access for emergency vehicles, impacts to property development, and project phasing. Several owners of impacted properties expressed concerns specific to their property.
6.3 Additional Coordination
Public involvement and coordination began with the development of the Strategic Highway Corridors Plan and the area Comprehensive Transportation Plan. It continued through public involvement activities associated with US 70 Access Management Study. Informal coordination, specifically for the W -5107 project, also occurred through the NCDOT Division 4 office. This coordination included meetings and discussions with business owners and with the Town of Pine Level.

39

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STIP Project No W-5107
7. Basis for Categorical Exclusion
According to the FHWA, “categorical exclusions [23 CFR 771.117] are actions which: do not induce significant impacts to planned growth or land use for the area; do not require the relocation of significant numbers of people; do not have a significant impact on the natural, cultural, recreational, historic, or other resources; do not involve significant air, noise, or water quality impacts; do not have significant impact on travel patterns; or do not otherwise, either individually or cumulatively, have any significant environmental impacts.”
The proposed US 70 interchanges with US 70 Business-Peedin Street Extension and with Stevens Chapel Road-Davis Mill Road would result in some impacts, including impacts to planned growth or land use for the area; impacts to local travel patterns, the relocation of several homes and businesses, and minor impacts to streams and wetlands. Impacts resulting from the closure of the median openings would be limited to changes in local travel patterns. However, these impacts are not considered significant.
Based on preliminary design, potential project impacts are quantified, where possible, in Table 14.
Table 14. Summary of Environmental Impacts
Project Length (miles) 2.7 Relocations Residential 8 Business/non-profit 3 Total Relocations 11 Minority/Low Income Populations - Disproportionate Impacts* No
Historic Properties (adverse effect) 0
Community Facilities Impacted 1 cemetery 1 church (tenant) Section 4(f) Impacts No Noise Impacts (impacted properties) 5 Prime and Unique Farmlands (acres) 23 Terrestrial Community Impacts (acres) 37.1 Wetland Impacts (acres) 2.3 Stream Impacts (linear feet) 552 Stream Impacts (number of new crossings) 1 Stream Impacts (number of altered crossings) 4 100 Year Floodplain (number of crossings) 2** Federally Protected Species No effect Cost Right-of-Way Cost $3,886,500 Utilities Cost $427,764 Construction Cost $17,000,000 Total Cost $22,974,902 * Impacts defined as disproportionate adverse impacts to minority or low income populations. (See Section 5.4). ** This floodplain is associated with Bawdy Creek and includes the alteration/extension of existing crossings. Quincosin Swamp has no designated floodplain.

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8. References
2030 Comprehensive Plan. 2009. Johnston County. http://www.johnstonnc.com/files/planning/comprehensive%20plan%2003-02-09.pdf. Accessed August 2009.
ARCADIS. 2011a. Air Quality Technical Memorandum, US 70 Corridor and Interchange Improvements. North Carolina Department of Transportation. December.
ARCADIS. 2011b. Community Impact Assessment, US 70 Corridor and Interchange Improvements. North Carolina Department of Transportation. December.
ARCADIS. 2011c. Indirect Land Use Screening Report, US 70 Corridor and Interchange Improvements. North Carolina Department of Transportation. August.
ARCADIS. 2011d. Draft Traffic Noise Technical Memorandum, US 70 Corridor and Interchange Improvements. North Carolina Department of Transportation. December.
ARCADIS. 2010. Capacity Analysis Memorandum, US 70 Corridor and Interchange Improvements. North Carolina Department of Transportation. January.
ARCADIS. 2009. Natural Resources Technical Report, US 70 Corridor and Interchange Improvements. North Carolina Department of Transportation. July.
Barbee, Brannon. 2011. Fire Captain, Pine Level Fire Department. Personal communication to R. Pugh, ARCADIS, October 24.
Coats, Chandra. 2010. Johnston County Public Utilities. Telephone conversation with R.Pugh, ARCADIS, January 6.
Collins, Inc. website. www.collinsboating.com. Accessed October 2009.
Ezzell, Sarah. 2010. NCDOT Transportation Planning. Telephone conversation with R.Pugh, ARCADIS, January 21.
Gibson Engineers. 2009. W -5107 Travel Demand Forecast Report: Johnston County, NC. North Carolina Department of Transportation. October.
Gray, Berry. 2011. Planning Director, Johnston County. Telephone conversation with R. Pugh, ARCADIS, October 21.

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Gray, Berry. 2010. Telephone conversation with R. Pugh, ARCADIS, January 15.
Gregory, Cheryl. 2009. Environmental Specialist, Biological Surveys Group, NCDOT. Personal communication [memorandum] to Chris Rivenbark, Environmental Supervisor, Project Management Group – Eastern Unit Supervisor, NCDOT, July 30.
Holmes, David. 2011. Zoning Administrator, Town of Pine Level. Telephone conversation with R. Pugh, ARCADIS, October 31.
Holmes, David. 2010. Zoning Administrator, Town of Pine Level. Telephone conversation with R. Pugh, ARCADIS, January 6. 919.
Holt, Jeff. 2011. Mayor, Town of Pine Level. Personal communication to R. Pugh, ARCADIS, October 24.
James, Amy. 2009. Project Biologist, NCDOT. Personal communication to Joseph Miller, Project Engineer, Project Development Group, NCDOT, August 3.
Johnston County web site. http://www.co.johnston.nc.us. Accessed August 2009.
Johnston County Comprehensive Transportation Plan. http://www.ncdot.org/doh/preconstruct/tpb/planning/johnstonCo.html. Accessed October 2011.
Johnston County Economic Development Office. http://www.johnstonnc.com/files/econdev/publications/top10.pdf. Accessed October 2011.
Lee, Sarah. 2011. NCDOT Transportation Planning. Telephone conversation with R.Pugh, ARCADIS, October 28.
Mayo, Dwight. 2011. Property owner. Personal communication to R. Pugh, ARCADIS, October 24.
Sherry Morgan. 2011. Assistant Director, Johnston County Schools Transportation. Telephone conversation with R. Pugh, ARCADIS, October 21 and October 25.
Murray, Marian. 2011. Property owner. Telephone conversation with R. Pugh, ARCADIS, October 25.
North Carolina Division of Water Quality (NCDWQ). 2009. Neuse River Basinwide Water Quality Plan. http://h2o.enr.state.nc.us/basinwide/Neuse/2008/NeuseRiverBasinPlanDRAFT.htm . Accessed August 2011.

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NCDWQ. 2008. North Carolina Integrated Report Categories 4 and 5 (Impaired Waters List). http://portal.ncdenr.org/c/document_library/get_file?uuid=8ff0bb29-62c2-4b33-810c-2eee5afa75e9&groupId=38364. Accessed August 2011.
NCDWQ. 2006. Neuse River Basinwide Assessment Report. http://www.esb.enr.state.nc.us/Basinwide/Neuse06BasinReportFinal.pdf. Accessed June 2010 and August 2011.
North Carolina Department of Commerce. County Profile for Johnston County. https://edis.commerce.state.nc.us/docs/countyProfile/NC/37101.pdf. Accessed September 2009 and October 2011.
North Carolina Department of Transportation (NCDOT). 2011. High Frequency Crash Location Map (October 26, 2011). http://www.ncdot.org/doh/preconstruct/traffic/safety/crashmaps/ data/hfcl/Johnston.pdf. Accessed January 2012.
NCDOT. 2010. US 70 from SR 2305 (Firetower Road) to 1600 feet East of SR 2310 (Stevens Chapel Road-Davis Mill Road) in Johnston County (Project No. W-5107) Crash Analysis. Tahir Hameed, Traffic Safety Unit. January.
NCDOT 2005. Strategic Highway Corridor Concept Development Report. http://www.ncdot.org/ doh/preconstruct/tpb/SHC/pdf/shc_concept_development_report_title.pdf. October.
North Carolina Employment Security Commission. Employment and Wages by North American Industry Classification System. http://eslmi23.esc.state.nc.us/ew/ EWResults.asp. Accessed October 2011.
Ramsay, Linda. 2011. Property owner. Personal communication to R. Pugh, ARCADIS, October 24.
Robertson, Kim. 2011. Director, Johnston County Emergency Services. Telephone conversation with R. Pugh, ARCADIS, October 21.
Simmons, Ryan. 2010. Planning Director, Town of Selma. Telephone conversation with R. Pugh, ARCADIS, January 14.
Smithfield/Selma Chamber of Commerce website. http://www.smithfieldselma.com. Accessed September 2009.
Snead, Jerry M. 2008. NCDOT Hydraulics Unit. Email communication to J. Miller, NCDOT. November 7.
Stuckey, Ray. 2010. Public Works Superintendent, Town of Pine Level. Telephone conversation with R. Pugh, ARCADIS, January 6.

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Tarheel Tooling and Precision Machining, Inc. website. http://www.tarheeltooling.com. Accessed October 2009.
Town of Pine Level web site. http://www.pinelevel.org/index.html. Accessed August 2009. And August 2011
Twigg, Billie Kay. 2011. Assistant Town Clerk, Town of Pine Level. Telephone conversation with R. Pugh, ARCADIS, October 20.
U.S. 70 Corridor Commission web site. http://www.super70corridor.com/. Accessed October 2009, January 2010, and October 2011.
U.S. Census data. 2010. http://factfinder2.census.gov/faces/nav/jsf/pages/index.xhtml. Accessed August 2011 and October 2011.
U.S. Census data. 1990 and 2000. http://factfinder.census.gov. Accessed February 2009.
Wainaina, Njoroge W., Jr. 2009. State Geotechnical Engineer, Geotechnical Engineering Unit, NCDOT. Personal communication [memorandum] to Rob Hanson, P.E., Project Development – Eastern Region Unit Head, April 9.
Woodall, Durwood. 2011. Tarheel Tooling. Email communication to J. Miller, NCDOT and R.Pugh, ARCADIS. October 24.
Figures

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Appendix A

Relocation Report
Appendix B

Farmland Form
U.S. Department of Agriculture
FARMLAND CONVERSION IMPACT RATING
PART I (To be completed by Federal Agency)Date Of Land Evaluation Request
Name Of Project Federal Agency Involved
Proposed Land Use County And State
PART II (To be completed by NRCS)Date Request Received By NRCS
Does the site contain prime, unique, statewide or local important farmland?
(If no, the FPPA does not apply -- do not complete additional parts of this form).
Acres Irrigated Average Farm Size
Major Crop(s)Farmable Land In Govt. Jurisdiction Amount Of Farmland As Defined in FPPA
Name Of Land Evaluation System Used Name Of Local Site Assessment System Date Land Evaluation Returned By NRCS
Yes No

Acres: % %Acres:
PART III (To be completed by Federal Agency)Alternative Site Rating
Site A Site B Site C Site D
A.Total Acres To Be Converted Directly
B.Total Acres To Be Converted Indirectly
C.Total Acres In Site
PART IV (To be completed by NRCS) Land Evaluation Information
A.Total Acres Prime And Unique Farmland
B.Total Acres Statewide And Local Important Farmland
C.Percentage Of Farmland In County Or Local Govt. Unit To Be Converted
D.Percentage Of Farmland In Govt. Jurisdiction With Same Or Higher Relative Value
PART V (To be completed by NRCS) Land Evaluation Criterion
Relative Value Of Farmland To Be Converted (Scale of 0 to 100 Points)
PART VI (To be completed by Federal Agency)
Site Assessment Criteria (These criteria are explained in 7 CFR 658.5(b)
Maximum
Points
1.Area In Nonurban Use
2.Perimeter In Nonurban Use
3.Percent Of Site Being Farmed
4.Protection Provided By State And Local Government
5.Distance From Urban Builtup Area
6.Distance To Urban Support Services
7.Size Of Present Farm Unit Compared To Average
8.Creation Of Nonfarmable Farmland
9.Availability Of Farm Support Services
10.On-Farm Investments
11.Effects Of Conversion On Farm Support Services
12.Compatibility With Existing Agricultural Use
TOTAL SITE ASSESSMENT POINTS 160
PART VII (To be completed by Federal Agency)
Relative Value Of Farmland (From Part V)100
Total Site Assessment (From Part VI above or a localsite assessment)160
TOTAL POINTS (Total of above 2 lines)260
Site Selected:Date Of Selection
Was A Local Site Assessment Used?
Yes No
Reason For Selection:
(See Instructions on reverse side) Form AD-1006 (10-83)
This form was electronically produced by National Production Services Staff
Appendix C

Agency Comments