20030909 Ver 1_Reports_20000427

NCDQT Project I.D. U-2524BA
Guilford County, NC
Portion of Greensboro Western Outer Loop from
I-40 Interchange to North of Friendly Avenue
Prepared by: Richard Scarce & Associates
4946B Windy Hill Drive
Raleigh, NC 27609
As Sub-consultants to: HNTB North Carolina
Apri127, 2000
REVISED: October 23, 2001
NATURAL CHANNEL DESIGN
LONG BRANCH
Right of Proposed Ramp C at I-40 Interchange
The Greensboro Westem Loop will require that a portion of Long Branch be relocated
along Ramp C. Some 1000 meters of existing channel will be filled by the proposed
roadway. Approximately 500 meters will be relocated along Ramp C from station 13+40
to station 18+60 Rt. The proposed channel relocation will be designed according to the
"natural channel "design techniques proposed by Dave Rosgen.
Long Branch drains a portion of Guilford County and this site has a drainage area of 166
ha. The watershed is currently experiencing urbanization with mostly a mixture of heavy
and light industry. Most of the areas that have not developed are zoned heavy and light
industry for the future. Long Branch was found to be perennial in nature.
There is no hydrologic gage data provided on this stream. Discharges were estimated
using NCDOT procedures for Urban watersheds.
EXISTING CHANNEL
The existing channel appeared to be fairly stable and undisturbed, therefore there was no
reason to survey a reference reach. There were however the usual signs of urbanization,
including sloughing banks in the bends and normal bank erosion. The existing channel
was characterized by a mixture of both pools and riffles. A portion of the stream from
about station 13+40 to station 14+20 was surveyed extensively for purposes of stream
classification. The existing stream was found to have a classification of E3.

PROPOSED CHANNEL
The proposed channel design has a classification of E3. Stream description and
classification data is provided in the attached table for both the existing reach and
proposed relocation.
Channel slope was controlled by the proposed 2@2.1x2.1 RCBC under -L- line and the
outlet end extension of 1@1.8x1.8 RCBC. The proposed channel gradient of 0.0068
closely matches that of the existing stream at a gradient of 0.0065. Channel sinuosity
also closely resembles one another.
The bankfull cross sectional area of existing stream (1.81 m2) was closely matched in the
proposed stream (1.92 m2). This resulted in a mean depth of 0.44 meters compared to an
existing mean depth of 0.66 meters. Above bankfull, a flood plain area is proposed to be
excavated. The existing flood prone width is approximately 40 meters wide compared to
the proposed flood prone width of 17.4 meters wide. Site topography and R/W
considerations influenced the width to be excavated.
It is anticipated that the proposed channel will have a gravel bed somewhat similar to that
of the existing channel. Pool depths were set at 1 foot on the outside of bends. This
depth was the average depth measured in the existing channel reach.
Proposed channel stabilization and channel typicals are provided on the attached detail
sheet.
Type E3 streams, according to Rosgen, are characterized by a high sensitivity to
disturbance but with good recovery potential. They also have moderate stream bank
erosion potential which can be influenced highly by vegetation.
Sediment transport computations were performed on both the existing and proposed
channels to determine if the bankfull discharge would be able to transport the D50
particle size without channel siltation. Results show that the bed shear is reduced
somewhat for the proposed channel (2.79 kg/m2 proposed vs 3.11 kg/m2 existing) but is
well above the critical shear stress of 0.29 kg/m2.

Variables Existing Channel Proposed
Reach USGS Station Reference Reach
1. stream a E3 E3 NIA N/A
2. drainage area 166 ha 166 ha
3. bankfull width 2.76M 4.40M
4. bankfull mean depth 0.66M 0.44M
5. width/de th ratio 4.18 10.0
6. bankfull cross-sectional area 1.81 MZ 1.92 MZ
7. bankfull mean veloci 1.49M/S 1.38M/S
8. bankfull discharge, cfs 2.70cros 2.65cros
9. bankfull max depth 0.76M 0.60M
10. width of floodprone area 40.7M 17.4M
11. entrenchment ratio 14.75 3.95
12. meander len th 12M - 20M 40.OM
13. ratio of meander length to
bankfull width 4.3 - 7.2 9.1
14. Radius of curvature 8M -12M 10M
15. Ratio of radius of curvature to
bankfull width 2.9 - 4.3 2.3
16. Belt width 5M - 8M 14M
17. Meander width ratio 1.8 - 2.9 3.2
18. Sinuosity (stream length/valley
length) 1.15 1.05
19. Valley Slope 0.0075 0.0072
20. Average slope 0.0065 0.0068
21. Pool slope 0.0010 0.0010
22. Ratio of pool slope to average
slo e 0.153 0.147
23. Maximum ool de th 0.38M 0.30
24. Ratio of pool depth to average
bankfull depth 0.58 0.68
25. Pool width 5.1 M 8.4M
26. Ratio of pool width to bankfull
width 1.85 1.91
27. Pool to pools acing 11.3M 22M
28. Ratio of pool to pool spacing
to bankfull width 4.1 5.0
29. Ratio of lowest bank height to
bankfull height (or max bankfull 1.83 1.50
STREAM DESCRIPTION
AND
CLASSIFICATION DATA
N.C. DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS
GUILFORD COUNTY
PROJECT: 8.U492101 U-25246A
GREENSBORO WESTERN URBAN LOOP
FROM I-40 TO NORTH OF WEST FRIENDLY AVE.
SITE # 2
SHEET 13 OF 24 OCTOBER 18, 2001

PEBBLE COUNT
Site: LONG BRANCH Date: 12-16-99
Pa : RNS JKS WCB 'Entire Reach Pebble Count
Particle Counts
Inches Particle Millimeter Riffles Pools Total No. Item % % Cumulative
S' < 62 :::::: ~lC::::: 4 0
Very Fine .i)S2 - .125 ::;:;::::~::::;:;: 0 0 0 0% 4%
Fine .125 - .25 :~:~:~: ~A~:~:~:~: 4 10 14 14% 18%
Medium .25 - .50 ~:~:~:~1~~~~~ 0 0 0 0% 18%
Coarse .50 -1.0 ::::::~~:f.~::: ~::~ 0 6 6 6% 24%
.04 -.08 Ve Coarse 1.0 - 2.0 :~: 2 10 12 12% 36%
.08 - .16 Very Fine 2.0 - 4.0 ::: 6 18 24 24% 60%
.16 - .22 Fine 4.0 - 5.7 ~~:~'~': ~:~ ~ 8 0 8 8% 68%
.22 - .31 Fine 5.7 - 8.0 :~:~:fii:: 6 0 6 6% 74%
.31 - .44 Medium 8.0 -11.3 :~:: ~~?A>~ ~~ 6 2 8 8% 82%
.44 - .63 Medium 11.3 -16.0 ::::V~:: 4 2 6 6% 88%
.63 - .89 Coarse 16.0 - 22.6 :::~::~~::~: 2 0 2 2% 90%
.89 -1.26 Coarse 22.6 - 32.0 ~:~:~:~~~:~~:~ ~: 4 2 6 6% 96%
1.26 -1.77 Very Coarse 32.0 - 45.0 ;~~'~~::~: 2 0 2 2% 98%
1.77 - 2.5 Ve Coarse 45.0 -64.0 :~~::~::'~:~:~ 0 0 0 0% 98%
2.5 - 3.5 Small 64 - 90 :::::::::'C ~:~: 2 0 2 2% 100%
3.5 - 5.0 Small 90 -128 :::::~:::C3::~:::: 0 0 0 0% 100%
5.0 - 7.1 Large 128 -180 :~::~::$ 0 0 0 0% 100%
7.1 - 10.1 Lar a 180 - 256 :::::~::L:~:~:~:~ 0 0 0 0% 100%
10.1 -14.3 Small 256 - 362 :::::$:;:;:::: 0 0 0 0% 100%
14.3 - 20 Small 362 - 512 :~::!`:::: 0 0 0 0% 100%
20 - 40 Medium 512 -1024 :~:~~~:~:: 0 0 0 0% 100%
40 - 80 Lr - Ve Lr 1024 - 2048 ::~:~:~:~ ~.~ ~:~:~~~: 0 0 0 0% 100%
Bedrock ~~:E3)~RK: 0 0 0% 100%
~:~ Totals SO 50 100 100% 100%
Particle Slze Distribution
100%
90%
..
e0%
70%

v 60%
~Sd
JIuM
~ 50%
4096

6 30%
°' 20°,6
10%
0%
0.1 1 10 100 1000
Particle Size -Millimeter

NCH Date: 4-1-00
Site: LONG BRA
RNS JKS WCB Riffle Pebble Count
Pa :
Particle Counts
l N
t
T Item % % Cumulai
Inches Particle Millimeter Riffles Pools o.
a
o
4 8% 8°~
SilUCla < 0.062 ~ :~:~:~1~ ~~: 4 0 0% 8`~-
Very Fine .062 - .125 : :::: ~ :::
0
0
0
0
4
8%
16%
Fine .125 - .25
~ ~::A:::
~:~~:~: 4
0 0 0 0% 1696
Medium .25 - .50 0 0 09fo 16%
Coarse .50 -1.0 ~:~::E~:~::
~ 0
2
0 2 49r, 20%
.04 -.08 Ve Coarse 1.0 - 2.0 : : 6 12% 32%
.08 - .16 Very Fine 2.0 - 4.0 ~ ~ 6 0
.16 - .22 Fine 4.0 - 5.7 ~ ~:
~
` 0 6 12x16 60%
.22 - .31 Fine 5.7 - 8.0 ::~~
~~
::~::~ 6 0 g 1296 72%
.31 - .44 Medium 8.0 -11.3 :
~ 0 4 896 80%
.44 - .63 Medium 11.3 -16.0
6
22 ~:: V
•::~
~: 4
2
0 2 4% ~°~
.63 - .89 Coarse .
16.0 - ~::
~
~~:
4 0 4 8% 92%
.89 -1.26 Coarse 22.6 - 32.0 ~:
~ 0 2 496 96%
1.26 -1.77 Very Coarse 32.0 - 45.0 ;::.
•s..: 0 0 0 096 96%
1.77 - 2.5 Ve Coarse 45.0 -64.0 ::~~ ~ ~~::::~: ~~: 2 496 100%
2.5 - 3.5 Small 64 - 90 ::~::::C:::

~ 2

0 0
0
p
Ogb
100%
3.5 - 5.0 Small 90 -128 ::(0:~:
::~
:8
:~:~:
0 0 0 0% 100%
•..~ 5.0 - 7.1 Large 128 -180 ::
:
~::
. ~
~
~
~
0 0 0 Og6 10096
7.1 -10.1 Lar a 180 - 256 ~
:
:
:
~
~
0 0 Og6 100%
10.1 -14.3 Small 256 - 362 :::$:;: 0 0 0 096 100%
14.3 - 20 Small 362 - 512 :: :L:::: 0
0 0 096 10096
20 - 40 Medium 512 -1024 ::: i3::
~
~
~ ~
~
~ ~ 0
~ 0 0
0
096
10096
40 - 80 Lr - Ve Lr 1024 - 2048 ::
:
:
..:
: 0 0 096 100%
Bedrock ::E~I~i~K ~ 0 50 100% 100%
~:~ :: Totals 50
Particle Size Distribution
100%
90%
80%
~ 70%
80%
v
~ 50%
40% ~
30%
~ 20% ~ ~ ! = ZZrn ~,
10%
0°~' 100 1000
0.1 1 10
Particle Size -Millimeter

CULVBflT ANALYSIS 6.1
IflflBGULAfl CHANNBL FILB;flOS106BR
N0. ITBN
<1> SLOPE OF CHANNBL (a)/(a(
<2> NUNBBfl OF CflOSS-SECTION COOflDINATBS
(NA% = 15, NIN = 3(
<3> SUBCHANNBL OPTION (4 POSSIBLE)
(1) LEFT OVBfl BANK AND MAIN CHANNBL
(2) LT fi flT OVBfl BANKS & NAIH CHANNBL
(3) flIGHT OVBfl BANK AND MAIN CHANNBL
(4) SINGLE NAIH CHANNBL
COOflDINATB NUNBBfl OF CHANNBL BOUNDAflI65
LEFT OVBflBANR
flIGHT OVBflBANR
<NUNBBfl> TO BRIT ITBN
<BNTBfl> TO CONTINUB
1-Help 2-Progr 3 4 5-End 6 7 8
IflflBGULAfl CHANNBL CflOSS-SECTION
CflOSS-SECTION X Y
COOflD. NUNBBfl (ul Ial
1 66.30 259.32
2 75.60 258.41
3 81.80 258.13
4 101.70 251.95
5 102.18 256.92
6 104.42 256.85
7 104.62 257.61
8 104.89 251.69
9 107,20 257.81
10 122.20 258.96
11 131.50 259.47
DATB:10-23-2001
VALUE
E~i~'~~riJ ~~~ »r,r~
.0065
~. a h r ,1j 1~1r !1 G ~1
11 ~/
2
4
B
9-DOS 10
<NUNBBfl> TO BDIT COOflDINATBS '
<I> <D> TO INSEflT Ofl DBLBTB
<BNTBfl> TO CONTINUB
<P> TO PLOT CflOSS-SECTION
1-Help 2-Progr 3 4 S-Bnd 6 7 B 9-DOS 10
L

~"EVERT ANALYSIS 6.1 DATB:10-23-2001
IRRBGULAR CHANNBL FILB:ROS106BK
NANNING'S n NBNU
(NORMAL n VALUBS 0.@01 TO 0.2)
N0. ITBN VALUB
(1) NANNING N LBFT OVBR BANK .08
(2) NANNING N MAIN CHANNBL .033
(3) NANNING N RIGHT OVBR BANK .08
<NUNBBR> TO BDIT ITBN '
<BNTBR> TO CONTINUB
1-Help 2-Progr 3 4 5-Bnd 6 1 8 9-DOS 10
FILE NANB: ROS106EK FILB DATE: 1@-23-20@1
IRRBGULAR CHA NNEL TAILNA TER
UNIFORM FLOW RATING CURVE AND MAIN CH ANNEL CHARACTERISTICS
FLOK K.S.B. FROUDB VBL. SHBAR ITBRATIONS
(i3/B) (a) N0. (o/s) (Pa) NBBDBD
0.00 256.85 0.00 0.00 8.00 1.00
0.92 251.26 0.58 1.08 18.60 2.@@
1.85 251.46 0.59 1.34 25.81 3.00
~{ 2.10 25T.61 0.59 1.50 30.54 3.00
3.10 251.11 34.46 3.00
4.62 257.88 0.61 1.15 38.49 3.00
5.55 251.91 0.62 1.85 42.05 3.00
6.4T 258.05 0,62 1.95 45.41 3.00
1.40 258.11 0.63 2.03 48.13 4.00
8.32 258.16 0.64 2.09 50,42 4.@0
~~0 9 25 258.20 0.64 2.14 52.40 4.00

FLON (v3/s)--> 3.13 ~ ~

VBL. (~/s)-->
1.63 i
ANY NORB INTBRPOL ATIONS (Y/N~?
1-Help 2-Progr 3 4 S-Bnd 6 1 8 9-DOS 10
y - L s'Ly y",A 2
~k~.rTiNs ~haH~e/ ~z
s wf f5'Y.t~ G~

CULVBflT ANALYSIS 6.1
IflflBGULAfl CHANNEL FILB:flOS106Pfl
N0. ITBN
<1> SLOPE OF CHANNEL (i~/(®~
<2> NUNBBfl OF CflOSS-SBCTION COOflDINATBS
(NAK = 15, KIN = 3(
<3> SUBCHANNBL OPTION (4 POSSIBLE(
(1) LBFT OVBfl BANK AND NAIN CHANNBL
(2~ LT & flT OVBfl BANKS & MAIN CHANNBL
(3( flIGHT OVBfl BANK AND NAIN CHANNBL
(4~ SINGER MAIN CHANNBL
COOflDINATB NUNBBfl OF CHANNBL BOUNDAflIBS
LBFT OVBflBRNK
flIGHT OVBflBANK
<NUNBBfl> TO EDIT ITBN
<BNTBfl> TO CONTINUE
DATE:10-23-2001 u ~ 2 S'2y ~A
~~pP~1'CD G'~4nh~l
VALUE ~ ° w J ,~ r.~ we
.0068
8
2
3
6
1-Help 2-Progr 3 4 5-Bnd 6 T S
IflflBGULAfl CHANNBL CflOSS-SECTION
CflOSS-SBCTION % Y
COOflD. NUNBBfl (m~ (m)
1 3.3@ 1.69
2 5.30 0.69
3 10.00 0.60
4 11.28 0.00
5 13.20 0.0@
6 14.48 0.60
1 19.10 0.69
8 21.10 1.69
9-DOS 10
<NUNBBfl> TO EDIT COOflDINATBS
<I> <D> TO INSBflT Ofl DBLBTB
<BNTBfl> TO CONTINUE
<P> TO PLOT CflOSS-SECTION
1-Help 2-Progr 3 4 5-Bnd 6 T B 9-OOS 10
l
v,

CULVBAT ANALYSIS 6.1
IAABGULAA CHANNBL FILB:AOS106PA
NANNING'S n NBNU
(NORMAL n VALUBS 0.001 TO 0.2(
N0. ITBN VALUB
(1~ NANNING N LBFT OVBA BANK .08
(2~ NANNING N MAIN CHANNBL .033
(3~ NANNING N RIGHT OVBA BANK .OB
<NUNBBA> TO BDIT ITBN
<ENTBA> TO CONTINUB
1-Help 2-Progr 3 4 5-Bnd 6 7 8
FILE MANE: ROS106PA FILB DATB: 1@-23-2001
IARBGULAA CHANNE1 TAILKA TBA
- UNIFORM FLOW RATING CURVB AND MAIN CH ANNBL CHARACTBAISTICS
FLON N.S.H. FAOUDB VBL. SHBAA ITBAATIONS
(v3/s~ (al N0. Mal (Pal NEBDBD
O.ee e.ae e.oe e.e0 e.ee l.ee
1.18 0.49 0.65 1.24 23.25 3.00
,f 2.65 0.60 0.67 1.39 21.52 1.00
5.36 0.80 0.T1 1.11 39.80 4.00
7.14 0.89 0.13 1.94 45.73 3.00
8.93 0.91 0.74 2.08 50.7T 4.00
10.11 1.05 0.15 2.21 55.41 4.00
12.50 1.12 0.76 2.32 59.69 4.00
14.28 1.18 0.17 2.42 63.7@ 4.0@
16.87 1.24 0.17 2.52 67.48 4.@0
rv 11.85 1.30 0.78 2.61 71.81 4.00

FLON (a3/s---> 8.94 @ L
VBL. (Q/e~--> 2.09
ANY NOAB INTBAPOLATIONS (Y/N~?
i-Help 2-Progr 3 4 5- Bnd 6 7 8
DATB:10-23-2001 u•~Ly~,L~
Pra~ bJPr~ C~4„ne 1
LcN~ ~r4nC~i
9-DOS 10
9-DOS 10
/~

NCDOT PROJECT I.D. U-2524BA
LONG BRANCH NATURAL CHANNEL DESIGN
404 PERMIT SITE #2
Prepared by: Richard Scarce & Assoc., P.A.
23-Oct-01
SEDIMENT TRANSPORT ANALYSIS
FOR BANKFULL DISCHARGE
PARAMETER EXISTING PROPOSED
CHANNEL CHANNEL
Qtr 2.7 cros 2.65 cros
Mean Depth, dbkr 0.66M 0.44M
X-SECT Area 1.81 M2 1.92M2
Velocity 1.49M/S 1.38M/S
Channel Slope 0.0065 0.0068
Wetted Perimeter 3.79M 4.68M
Hydraulic Radius 0.478M 0.410M
"n" 0.033 0.033
Ds = D50 3mm 3mm
Kinematic Viscosity, u 1.30994mmz/s 1.30994mm2/s
U• =(gRS)°'S 174.6mm/s 165.4mm/s
R• = U.Ds/u 400 379
Sp. Wt. of Water 1000.7Kg/M3 1000.7Kg/M3
Sp. Wt. of Sediment 2652.OKg/M3 2652.OKg/M3
From Shield's Diagram: F• 0.059 0.059
Critical Shear, T~ 0.29Kg/M2 0.29Kg/MZ
Bed Shear, To 3.11 Kg/MZ 2.79Kg/M?
Since bed shear is greater than critical shear, the D50 particle will be easily transported at
bankfull discharge.

m.. t.~,. c a.........~~ a., c+,-o~m~ ~r~ Pnnrlc fnr TiP Nn iL2S2d AR Part i
a wl/~C V•
Permit aul klwl..J .V UU vw.ua uuu a vu~.a av• . ~~
Drainage ..... ... ~~~ "-- -
Surface Water --' -
Surface Water
Existing
Relocated
Channel
Mitigation
Site Stream Name Type Impact (ac) Impact (Pond) (ac) Length (ft) Length (ft) Loss (ft) Required (ft)
7 UT Hickory Creek Perennial 0.57 n/a 2402 952 1450* 171
17 UT Hickory Creek Perennial 0.15 n/a 676 n/a 676 676
25 UT Hickory Creek Perennial 0.07 n/a 346 n/a 346* n/a
25b Pond n/a 0.07 n/a n/a n/a n/a
28 UT Hickory Creek Perennial 0.17 n/a 1100 935 165* (-33)
Totals 0.96 0.07 4525 1887 2637 814
"*" mitigation for channel loss originally provided by NCWRP under TIP No. I-2402 A.
m..i.~,. ~ t......,,.*~ r., c+.-o~..,c ~.,~I Pnnrlc fnr TiP Nn_ iT_252d AR
a wl/~G /.
Permit
Site lultlw~.w .v ua. ~.w.uu .~uv

Stream Name a v..v.. .... . ~~
Drainage
Type ..... -- ___ ___
Surface Water
Impact (ac)
Surface Water
Impact (Pond) (ac)
Existing
Length (ft)
Relocated
Length (ft)
Channel
Loss (ft)
Mitigation
Required (ft)
2 UT South Buffalo Creek Intermittent 0.05 0.48 213 0 213 0
3 UT #3 Reddick's Creek Perennial 0.26 n/a 958 692 266 532
4 UT Reddick's Creek Perennial 0.18 n/a 591 n/a 591 1182
6 Reddick's Creek Perennial 0.03 n/a 233 n/a 233 466
7 UT #1 Reddick's Creek Perennial 0.01 n/a 318 n/a 318 636
Intermittent n/a 184 n/a 184 184
10 UT #10 Bull Run Intermittent 0.04 n/a 381 n/a 381 n/a
Totals 0.57 0.48 2877 692 2186 3000
August 13, 2003

Table 6. Impacts to Streams and Ponds for TIP No. U-2524 AB Part I
Permit
Site
Stream Name Drainage
Type Surface Water
Impact (ac) Surface Water
Impact (Pond) (ac) Existing
Length (ft) Relocated
Length (ft) Channel
Loss (ft) Mitigation
Required (ft)
7 UT Hickory Creek Perennial 0.57 n/a 2402 952 1450* 171
17 UT Hickory Creek Perennial 0.15 n/a 676 n/a 676 676
25 UT Hickory Creek Perennial 0.07 n/a 346 n/a 346* n/a
25b Pond n/a 0.07 n/a n/a n/a n/a
28 UT Hickory Creek Perennial 0.17 n/a 1100 935 165* (-33)
Totals 0.96 0.07 4525 1887 2637 814
"*" mitigation for channel loss originally provided by NCWRP under TIP No. I-2402 A.
Table 7. Impacts to Streams and Ponds for TIP No. U-2524 AB
Permit
Site
Stream Name Drainage
Type Surface Water
Impact (ac) Surface Water
Impact (Pond) (ac) Existing
Length (ft) Relocated
Length (ft) Channel
Loss (ft) Mitigation
Required (ft)
2 UT South Buffalo Creek Intermittent 0.05 0.48 213 0 213 0
3 UT #3 Reddick's Creek Perennial 0.26 n/a 958 692 266 532
4 UT Reddick's Creek Perennial 0.18 n/a 591 n/a 591 1182
6 Reddick's Creek Perennial 0.03 n/a 233 n/a 233 466
7 UT #1 Reddick's Creek Perennial 0.01 n/a 318 n/a 318 636
Intermittent n/a 184 n/a 184 184
10 UT #10 Bull Run Intermittent 0.04 n/a 381 n/a 381 n/a
Totals 0.57 0.48 2877 692 2186 3000
August 13, 2003

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0 700 1,400 2,800 4,20D 5,600
M U L K E Y Maters Figure No.
0 160 360 720 1,080 1,440
FNC3IN EFRF 6 C: f7N _ri LI I.TA NT.ri
USGS 7.5-Minute To o r hic uadran Ies:Lake Brandt Con r Interv 110 Feet
Prepared For: PROJECT VICINITY
°~ U-2524AB
;~o UT To Lake Jeanette Reference Reach Location
~.,, ,.~ Guilford County, North Carolina

v "\
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Tr. 1
Feet 1:24,000
0 700 1,400 2,800 4,200 5,600
'' M U L K E Y Meters Figure No.
0 180 360 720 1,080 1,440
E N G I N F F R 5 ( C O N F 1.1 LTl~ N T P
USGS 7.5- Minute To o ra hic Quadran Ies:Lake Burlin ton Contour Interval 10 Feet
Prepared For: PROJECT VICINITY 1
''E U-2524AB
g~o UT To Varnals Creek Reference Reach Location
'~.,,,„~,~,.~' Guilford County, North Carolina

aUG-15-2©0~ ©818
NC DOT ONE-OHE
919 715 1501 P.01
QFFICEs OF NATURAL AND HRJMAN ENVIRQNMENT
NORTH CAROLINA DEPAItT11~NT OF TRANSPORTATION
FACSIMILE
C~~~
c A~s~-~c~ From . p Q - -
Fax #: g~ s~Zr3 , Mai~ Offfce Phone#:[phone]
Phone #: Date: ~ ~ ~ • ~°°'~
Pages: (In cluding Cover Sheet , , 3 ~"'$'~ ~ ~`'~~
c„>ti:a~•f• CC: ~,y~er3+:w via ~, Us~~,~ Cbw~9,~
^ Urgeat ^ For Review ^ Please Commeat
Commet.ts-
~~c ~ Gy*rc~+ a ~-
~~~~
p~~.'~
NC Dept ofTransportation- NC Dept of TranSpoRation-
Offiea of Human Environment Office of Natural Environment
1583 Mai( Service Center 1598 Mail Service Center
2728 Capital Boulevard 2728 Capital Boulevard
Raleibh, NC 27699-1583 Ralei6tt, NC 27699-1598
^ Pkase Reply ^ Pleaae Reeyck
Fax ~urnbrr. 'll')-'1i-1522/I~1l1

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Table 8. Impacts to Streams and Ponds for TIP No. U-2524 AC
Permit
Site
Stream Narne Drainage
Type Surface Water
Impact {ac} Surface Water
Impact (Pond) {ac) Existing
Lertgth (ft) Relocated
Length (ft) Cbanue]
Loss {ft) Mltlgation
Required {ft)
i UT ~ 9 Bull Run Perennial 0.02 n~'a 239 199 40 84
2 UT # 7 Bull Run
UT # 6 Bull Run Perennial
Intermittent 0.03
0.03 nla
nJa 348
424 n!a
n!a 398
424 796
424
3 UT ~ 5 Buil Run Intermittent 0.03 nla 317 60 257 257
4 Pond nla 2.10 nla nla n!a nla
5 Pond Na 0.32 n1a nla n1a n!a
6 UT #4 Bull Run Intermittent)
Perennial 0.03 n/a 281 nla 281 562
7 Bull Run Perennial 0,05 nla 343 nla 343 58b
8 Pond a~a 4.04* nIa n!a n1a n/a
10 Pond and
UT #2 Lon Branch Intermittent nla 0.04* nla nla n/a n(a
11 UT Long Branch Perennial 0.02 0.54 243 n/a 243 486
lBA UT t#3 Lvng Branch Perennial 0.02 0.42 43 n/a 43 86
2BA Long Branch Perennial 0.27 nta 1772 1772 0 0
Totals 0.52 3.37 4058 2031 2e29 3377
"*" denotes temporary impact
Table 9. Impacts to Streams ant) Ponds per Project Section
Project
Section Surface Water Surface Water
Impact (ac) Impact (Pond) (ac) Existing
Length {ft) Relocated
Length (ft) Ctiaaoel
Loss {ft) Mitigaiioo
Required {ft)
AB Part I 0.96 0.07 4525 l 887 2637 814
AB 0.5? 0.48 2877 642 2186 3000
AC 0.52 3.37 4058 2031 2029 337?
Totals 2.$5 3.92 11525 4610 6852 7191
Note: Mitigation Reguired is from NCDOT for impacts less mitigation previously provider) by NCW12P with TIP No. I-24fl2 project.
August 13, 2003
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Table 6. Impacts to Streams and Ponds for TIP No. U-2524 AB Part I
Permit
Site
Stream Name Drainage
Type Surface Water
Impact (ac) Surface Water
Impact (Pond) (ac} Existing
Length (ft) Relocated
Length {ft) Channel
Loss {ft) Mitigation
Required {ft}
7 UT I-Iickory Creek Perennial 0.57 Na 2402 952 1450' l7l
17 UT Hickory Creek Perennial O.i 5 n!a 67b n/a b76 G76
25 UT Hickory Creek Perennial 0.07 n(a 346 n/a 346* nJa
25b Pond n!a 0.07 n!a n!a rJa nla
28 UT;`lickoryCreek Perennial O.17 rJa 1100 935 1b5* (-33)
Totsls 0.96 0.07 4525 1887 2637 814
"*" mitigation for channel loss originally provided by NCWRP antler T1P No. I-2402 A.
Table 7. Impacts to Streams and Ponds for TIP No. U-2524 AB
Permit
Site
Stream ]Name Drainage
T}'pe Surface Water
impact (ac) Surface Water
Impact (Pond} (ac) Existing
Length (ft) Relocated
Leatgth (it} Cbannel
lass (ft) Mitigatiofl
Required (it}
2 UT South Bu#I'alo Creek Interrriit[cnt 0.05 U.48 213 0 213 0
3 UT #3 Reddick's Creek Perennial 0.2b nla 958 692 26b 532
4 UT Reddick's Creek Perennial 0.18 n!a 591 n!a 591 1182
b lteddick's (;reek Perennial 0.03 nta 233 n~a 233 466
7 UT # 1 Reddiclc's Creek Perennial U.OI n!a 318 n/a 318 636
Intermittent n!a 184 n/a 184 l84
10 UT # 10 Bull Run Intermittent 0.04 n/a 381 n!a 381 nla
Totals $.57 O.A8 28?? b92 2186 3~Otl
August 13, 20Q3
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