20110041 Ver 1_Stormwater Info_20110112

STORMWATER DETENTION
AND
NITROGEN EXPORT
CALCULATIONS
PROJECT
Phase XI Annexation Area
Pump Station Access Road
Goldsboro, NC
DEVELOPER
City of Goldsboro
200 N. Center Street
Goldsboro, NC 27533-9701
Contact: Rama Chitilla
Tel. #[phone]
ENGINEER
2011
COX-EDWARDS COMPANY, INC.
1205 PARKWAY DRIVE
GOLDSBORO, NC 27534
(Tel. # [phone])
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EDWIN S. EDWARDS, PE #18081
TABLE OF CONTENTS
Section Page Number
Overview
Peak Runoff Calculations 1 - 137
Nitrogen Export Calculations 138 - 139
Appendix 140 - 167
OVERVIEW
The Phase XI Annexation - Pump Station Access Road project begins on the west
side of Salem Church Road (NCSR 1300) and continues westward approximately
4570 linear feet to a pump station site. The property is located in Wayne County
inside the City of Goldsboro municipal limits. The total area under consideration for
the Stormwater Management plan on this project is the 3.10 acres of land labeled
"property acquisition" for the access road. In the pre-development stage, 1.18 acres
are wooded and 1.92 acres are considered managed. In the post-development stage,
1.17 acres become impervious (ABC stone roadway) and 1.93 acres will be managed
areas.
The project has a pre-development runoff rate of 2.92 cfs. The adjacent pump station
site project, as engineered by Stearns & Wheler, has a pre-development stormwater
runoff rate of 4.107 cfs (per City of Goldsboro) and a post-development runoff rate of
3.666 cfs (per City). The City has stated that the pump station access road project can
be credited for the 0.441 cfs difference. The post-development runoff rate with
stormwater detention devices in place is 3.36 cfs. This is 0.44 cfs over the pre-
development amount but equal to the allowable difference.
The access road side ditches are utilized for stormwater detention. Concrete
headwalls are shown at the outlets of several drainage areas. The headwalls have
small pipes protruding from the inlet side of the headwalls to reduce the flow rates.
Notches are shown in the tops of the headwalls to allow rainfall events greater than
the 1-year, 24-hour storm to bypass the detention areas.
The nitrogen export calculations show a post-development rate of 27.121bs./yr. (8.75
lbs./ac./yr.). We are not required to install BMPs to reduce the nitrogen export since
the total amount is less than 10.0 lbs./ac./yr. We have the option to pay an offset fee
at the rate stated in the City's Stormwater Management Program for the difference
between the nitrogen export amount and the 3.6 lbs./ac./yr. allowable, reduce the
amount to or further toward 3.6 by using additional BMPs, or a combination thereof.
No reductions are shown on this project. The required payment, paid into a
mitigation bank, would be based on 478.80 lbs. per 30 years or 15.96 lbs. per year
[(8.75-3.6) lbs./ac./yr. x 3.10 acres].
STORMWATER DETENTION
AND
NITROGEN EXPORT
CALCULATIONS
PEAK RUNOFF CALCULATIONS
Peak Runoff Worksheet
Phase XI - Pump Station Access Road
Pre-Development
Undisturbed Managed Impervious Total
(u) (m) (1) (t)
Area, A (acne) 1.18 1.92 0.00 3.10
C (weighted avg.) 0.2 0.3 0.9
C(w) _ ((0.2*A(u)+0.3*A(m)+.9*A(I))/A(t)
C(w) = 0.26
Time of Concentration, TOC (min.)
Height of most remote point above outlet H = 3.02 ft.
Length (maximum) of stormwater travel L = 780 ft.
TOC= [L**3/H)**0.385]/128
** = subscript
TOC = 11.18
Intensity, I
I = 112420 + TOC)
Quantity of Flow, Q (cfs)
Q = A(t) * C(w) *1
3.59
Q = 2.92
[phone] Fax [phone]
COX-EDWARDS COMPANY, INC. 2.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
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COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
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1205 Parkway Drive
Goldsboro, NC 27534
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PREDEVELOPMENT RUNOFF
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 2.92 CFS
Time to Peak = 21.1 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.06
4 0.25
6 0.54
8 0.92
10 1.34
12 1.77
14 2.18
16 2.52
18 2.77
20 2.90
22 2.91
24 2.79
26 2.55
28 2.38
30 2.08
32 1.82
34 1.59
36 1.39
38 1.22
40 1.06
42 0.93
44 0.81
46 0.71
48 0.62
50 0.54
52 0.47
54 0.41
55 0.39
58 0.32
60 0.28
62 0.24
64 0.21
66 0.18
68 0.16
70 0.14
72 0.12
74 0.11
76 0.09

PREDEVELOPMENT RUNOFF
78 0.08
80 0.07
82 0.06
84 0.05
86 0.05
88 0.04
90 0.04
92 0.03
94 0.03
96 0.02
98 0.02
100 0.02
102 0.02
104 0.01
106 0.01
108 0.01
110 0.01
112 0.01
114 0.00
PREDEVELOPMENT RUNOFF
Predevelopment Hydrograph
3.5
3.C
2.5
2.0

0
0
1.5
1.0
0.5
-? runoff
0.0
0 10 20 30 40 50 60 70 80 90 100 110
time (minutes)
7
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COX-EDWARDS COMPANY, INC. $
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"

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POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 1
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.36 CFS
Time to Peak = 21.8 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.01
4 0.03
6 0.06
8 0.11
10 0.16
12 0.21
14 0.26
16 0.30
18 0.33
20 0.35
22 0.36
24 0.35
26 0.33
28 0.31
30 0.27
32 0.24
34 0.21
36 0.19
38 0.16
40 0.14
42 0.13
44 0.11
46 0.10
48 0.08
50 0.07
52 0.07
54 0.06
56 0.05
58 0.04
60 0.04
62 0.03
64 0.03
66 0.03
68 0.02
70 0.02
72 0.02
74 0.02
9
POSTDEVELOPMENT, UNDETAINED RUNOFF /d
THROUGH DRAINAGE AREA 1
76
78
80
82
84
86
88
90
92
94
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.00
0.00
POSTDEVELOPMENT, UNDETAINED RUNOFF r'
THROUGH DRAINAGE AREA 1
0.40
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 1
0.35
0.30
0.25
?-runoff
0.20
0
L
0.15
0.10
0.05
0.00
0 20 40 60 80
time (minutes)
[phone]
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COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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POSTDEVELOPMENT, DETAINED RUNOFF
FOR DETENTION AREA 2
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.37 CFS
Time to Peak = 22.5 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.01
4 0.03
6 0.06
8 0.10
10 0.15
12 0.20
14 0.25
16 0.30
18 0.33
20 0.36
22 0.37
24 0.37
26 0.35
28 0.32
30 0.30
32 0.26
34 0.23
36 0.20
38 0.18
40 0.16
42 0.14
44 0.12
46 0.11
48 0.10
50 0.08
52 0.07
54 0.07
56 0.06
58 0.05
60 0.05
62 0.04
64 0.03
66 0.03
68 0.03
70 0.02
72 0.02
74 0.02
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Fax [phone]

COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, DETAINED RUNOFF Is
FOR DETENTION AREA 2
Postdevelopment - Detained On-Site Runoff for Detention
Area 2
0.40-
0.35-
0.30-
noff
0.25-
0.20-
0
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0.15-
0.10
0.05-
0.00
0 20 40 60
time (minutes)
ROUTING DETENTION AREA 2 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 2 in. dia.
Peak Flow = 0.37 CFS
Time to Peak = 22.5 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.01 0 0 0.00 0.00
4 0.03 1 1 0.16 0.07
6 0.06 -5 0 0.00 0.00
8 0.10 7 7 0.35 0.06
10 0.15 5 12 0.42 0.07
12 0.20 10 23 0.52 0.08
14 0.25 15 38 0.63 0.08
16 0.30 21 59 0.73 0.09
18 0.33 25 84 0.83 0.10
20 0.36 29 112 0.92 0.10
22 0.37 31 143 1.00 0.11
24 0.37 32 175 1.08 0.11
26 0.35 31 206 1.14 0.11
28 0.32 28 234 1.19 0.11
30 0.30 24 259 1.24 0.12
32 0.26 22 280 1.27 0.12
34 0.23 17 298 1.30 0.12
36 0.20 14 311 1.32 0.12
38 0.18 10 321 1.34 0.12
40 0.16 7 329 1.35 0.12
42 0.14 4 333 1.35 0.12
44 0.12 2 335 1.36 0.12
46 0.11 0 335 1.36 0.12
48 0.10 -2 334 1.35 0.12
50 0.08 -3 331 1.35 0.12
52 0.07 -4 326 1.34 0.12
54 0.07 -6 320 1.34 0.12
56 0.06 -7 314 1.33 0.12
58 0.05 -8 306 1.31 0.12
60 0.05 -8 298 1.30 0.12
62 0.04 -9 289 1.29 0.12
64 0.03 -10 279 1.27 0.12
66 0.03 -10 269 1.26 0.12
68 0.03 -10 259 1.24 0.12
70 0.02 -11 248 1.22 0.12
72 0.02 -11 237 1.20 0.12
74 0.02 -11 226 1.18 0.11
76 0.02 -11 214 1.16 0.11
78 0.01 -12 203 1.13 0.11
80 0.01 -12 191 1.11 0.11
82 0.01 -12 179 1.09 0.11
84 0.01 -12 168 1.06 0.11
86 0.01 -12 156 1.03 0.11
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ROUTING DETENTION AREA 2 INFLOW
88 0.01 -12 144 1.01 0.11
90 0.01 -12 132 0.98 0.10
92 0.01 -12 121 0.94 0.10
94 0.01 -12 109 0.91 0.10
96 0.00 -11 98 0.88 0.10
98 0.00 -11 87 0.84 0.10
100 0.00 -11 75 0.80 0.09
102 0.00 -11 65 0.76 0.09
104 0.00 -11 54 0.71 0.09
106 0.00 -10 44 0.66 0.09
108 0.00 -10 34 0.60 0.08
110 0.00 -10 24 0.53 0.08
112 0.00 -9 15 0.45 0.07
114 0.00 -8 7 0.34 0.06
116 0.00 -7 0 0.00 0.00
DETENTION AREA 2
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow = 0.37 CFS
Time to Peak Inflow = 22.5 Min.
Time Inflow to Detention Pond Detention Pond Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.01 0.00
4 0.03 0.07
6 0.06 0.00
8 0.10 0.06
10 0.15 0.07
12 0.20 0.08
14 0.25 0.08
16 0.30 0.09
18 0.33 0.10
20 0.36 0.10
22 0.37 0.11
24 0.37 0.11
26 0.35 0.11
28 0.32 0.11
30 0.30 0.12
32 0.26 0.12
34 0.23 0.12
36 0.20 0.12
38 0.18 0.12
40 0.16 0.12
42 0.14 0.12
44 0.12 0.12
46 0.11 0.12
48 0.10 0.12
50 0.08 0.12
52 0.07 0.12
54 0.07 0.12
56 0.06 0.12
58 0.05 0.12
60 0.05 0.12
62 0.04 0.12
64 0.03 0.12
66 0.03 0.12
68 0.03 0.12
70 0.02 0.12
72 0.02 0.12
74 0.02 0.11
76 0.02 0.11
to
DETENTION AREA 2
78 0.01 0.11
80 0.01 0.11
82 0.01 0.11
84 0.01 0.11
86 0.01 0.11
88 0.01 0.11
90 0.01 0.10
92 0.01 0.10
94 0.01 0.10
96 0.00 0.10
98 0.00 0.10
100 0.00 0.09
102 0.00 0.09
104 0.00 0.09
106 0.00 0.09
108 0.00 0.08
110 0.00 0.08
112 0.00 0.07
114 0.00 0.06
116 0.00 0.00
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DETENTION AREA 2
Inflow vs. Outflow Hydrograph
Detention Area 2
0.4(
0.35
0.30
0.25
0.20
0
c
0
0.15
0.10
0.05
0.00
------ ---------- ----

0 10 20 30 40 50 60 70 80 90 100 110
time (minutes)
inflow
- - outflow
[phone]
Fax [phone]

COX-EDWARDS COMPANY, INC.
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1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 3 (DA 3 only)
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.18 CFS
Time to Peak = 24.9 Min.
DA #3
Time Runoff
(minutes) (CFS)
0 0.00
2 0.00
4 0.01
6 0.02
8 0.04
10 0.06
12 0.08
14 0.11
16 0.13
18 0.15
20 0.16
22 0.17
24 0.18
26 0.18
28 0.17
30 0.16
32 0.16
34 0.14
36 0.12
38 0.11
40 0.10
42 0.09
44 0.08
46 0.07
48 0.06
50 0.06
52 0.05
54 0.04
56 0.04
58 0.04
60 0.03
62 0.03
64 0.03
66 0.02
68 0.02
70 0.02
72 0.02
74 0.01
76
78
80
82
84
86
88
90
92
94
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 3 (DA 3 only)
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.00
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POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 3 (DA 3 only)
Postdevelopment - Detained On-Site Runoff for Drainage Area
3 (DA 3 only)
0.20
0.18
0.16
0.14
?- runoff
0.12-
q= 0.10
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0.06-
0.04-
0.02-
0.00
10 11
0 20 40 60 80
time (minutes)
[phone]
Fax [phone]
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COX-EDWARDS COMPANY, INC.
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1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction - Commercial and Residential Building
ROUTING DETENTION AREA 3 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 2 in. dia.
Peak Flow = 0.18 CFS (DA 3 only)
Time to Peak = 24.9 Min. (for DA 3)
DAs 1,2,&4
Time DA 3 Inflow Inflow Change in Storage Stage Outflow
(minutes) (CFS) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0.00 0 0 0.00 0.00
2 0.00 0.01 0 0 0.00 0.00
4 0.01 0.15 2 2 0.06 0.03
6 0.02 0.06 16 18 0.17 0.08
8 0.04 0.24 1 18 0.18 0.08
10 0.06 0.30 24 43 0.25 0.05
12 0.08 0.37 37 80 0.33 0.06
14 0.11 0.42 47 127 0.39 0.07
16 0.13 0.48 55 183 0.46 0.07
18 0.15 0.52 65 247 0.52 0.08
20 0.16 0.55 71 318 0.58 0.08
22 0.17 0.57 76 394 0.63 0.08
24 0.18 0.56 79 474 0.68 0.09
26 0.18 0.55 78 552 0.73 0.09
28 0.17 0.53 77 629 0.77 0.09
30 0.16 0.50 73 702 0.81 0.09
32 0.16 0.47 68 770 0.84 0.10
34 0.14 0.44 64 834 0.87 0.10
36 0.12 0.42 58 892 0.89 0.10
38 0.11 0.39 53 945 0.91 0.10
40 0.10 0.37 48 993 0.93 0.10
42 0.09 0.36 44 1,037 0.95 0
10
44 0.08 0.34 42 1,079 0.96 .
0.10
46 0.07 0.33 38 1,116 0.98 0
10
48 0.06 0.31 36 1,152 0.99 .
0.10
50 0.06 0.29 32 1,184 1.00 0
11
52 0.05 0.29 29 1,213 1.01 .
0
11
54 0.04 0.28 28 1,241 1.02 .
0
11
56 0.04 0.27 26 1,267 1.03 .
0
11
58 0.04 0.26 24 1,292 1.04 .
0
11
60 0.03 0.25 23 1,314 1.05 .
0
11
62 0.03 0.24 21 1,335 1.05 .
0
11
64 0.03 0.24 19 1,354 1.06 .
0
11
66 0.02 0.23 19 1,373 1.07 .
0
11
68 0.02 0.22 17 1,391 1.07 .
0
11
70 0.02 0.21 16 1,406 1.08 .
0
11
72 0.02 0.17 14 1,421 1.08 .
0
11
74 0.01 0.13 9 1,430 1.08 .
0
11
76 0.01 0.12 4 1,434 1.09 .
0
11
78 0.01 0.12 3 1,437 1.09 .
0
11
80 0.01 0.12 3 1,439 1.09 .
0
11
82 0.01 0.12 2 1,442 1.09 .
0
11
84 0.01 0.12 2 1,444 1.09 .
0.11
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ROUTING DETENTION AREA 3 INFLOW
86 0.01 0.12 2 1,446 1.09 0.11
88 0.01 0.12 2 1,448 1.09 0.11
90 0.01 0.11 2 1,450 1.09 0.11
92 0.01 0.10 1 1,451 1.09 0.11
94 0.00 0.10 -1 1,451 1.09 0.11
96 0.00 0.10 -1 1,450 1.09 0.11
98 0.00 0.10 -1 1,449 1.09 0.11
100 0.00 0.09 -1 1,449 1.09 0.11
102 0.00 0.09 -2 1,447 1.09 0.11
104 0.00 0.09 -2 1,445 1.09 0.11
106 0.00 0.09 -2 1,443 1.09 0.11
108 0.00 0.08 -2 1,441 1.09 0.11
110 0.00 0.08 -3 1,437 1.09 0.11
112 0.00 0.07 -3 1,434 1.09 0.11
114 0.00 0.06 -5 1,429 1.08 0.11
116 0.00 0.00 -6 1,424 1.08 0.11
118 0.00 0.00 -13 1,411 1.08 0.11
120 0.00 0.00 -13 1,398 1.07 0.11
122 0.00 0.00 -13 1,385 1.07 0.11
124 0.00 0.00 -13 1,372 1.07 0.11
126 0.00 0.00 -13 1,359 1.06 0.11
128 0.00 0.00 -13 1,346 1.06 0.11
130 0.00 0.00 -13 1,333 1.05 0.11
132 0.00 0.00 -13 1,320 1.05 0.11
134 0.00 0.00 -13 1,307 1.04 0.11
136 0.00 0.00 -13 1,295 1.04 0.11
138 0.00 0.00 -13 1,282 1.04 0.11
140 0.00 0.00 -13 1,269 1.03 0.11
142 0.00 0.00 -13 1,256 1.03 0.11
144 0.00 0.00 -13 1,244 1.02 0.11
146 0.00 0.00 -13 1,231 1.02 0.11
148 0.00 0.00 -13 1,218 1.01 0.11
150 0.00 0.00 -13 1,205 1.01 0.11
152 0.00 0.00 -13 1,193 1.00 0.11
154 0.00 0.00 -13 1,180 1.00 0.11
156 0.00 0.00 -13 1,168 1.00 0.10
158 0.00 0.00 -13 1,155 0.99 0.10
160 0.00 0.00 -13 1,143 0.99 0.10
162 0.00 0.00 -13 1,130 0.98 0.10
164 0.00 0.00 -12 1,118 0.98 0.10
166 0.00 0.00 -12 1,105 0.97 0.10
168 0.00 0.00 -12 1,093 0.97 0.10
170 0.00 0.00 -12 1,080 0.96 0.10
172 0.00 0.00 -12 1,068 0.96 0.10
174 0.00 0.00 -12 1,056 0.95 0.10
176 0.00 0.00 -12 1,043 0.95 0.10
178 0.00 0.00 -12 1,031 0.95 0.10
180 0.00 0.00 -12 1,019 0.94 0.10
182 0.00 0.00 -12 1,006 0.94 0.10
184 0.00 0.00 -12 994 0.93 0.10
186 0.00 0.00 -12 982 0.93 0.10
188 0.00 0.00 -12 970 0.92 0.10
190 0.00 0.00 -12 958 0.92 0.10
192 0.00 0.00 -12 946 0.91 0.10
[phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
iiE Goldsboro, NC 27534
Contractors License No. 5046
Fax [phone]
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"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
,9
POSTDEVELOPMENT, DETAINED RUNOFF
FOR DETENTION AREA 4
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.23 CFS
Time to Peak = 19.9 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.01
4 0.02
6 0.05
8 0.08
10 0.12
12 0.15
14 0.18
16 0.21
18 0.22
20 0.23
22 0.22
24 0.21
26 0.19
28 0.17
30 0.15
32 0.13
34 0.11
36 0.09
38 0.08
40 0.07
42 0.06
44 0.05
46 0.05
48 0.04
50 0.03
52 0.03
54 0.03
56 0.02
58 0.02
60 0.02
62 0.01
64 0.01
66 0.01
68 0.01
70 0.01
72 0.01
74 0.01
76 0.01
78 0.00
30
POSTDEVELOPMENT, DETAINED RUNOFF
FOR DETENTION AREA 4
Postdevelopment - Detained On-Site Runoff for Detention
Area 4
0.25 - - - 0.20-
-runoff
0.15-
v
0
c
0.10-
0.05-
0.00-
0 20 40 60
time (minutes)
[phone]
Fax [phone]

COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
3 Z,
ROUTING DETENTION AREA 4 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 2 in. dia.
Peak Flow = 0.23 CFS
Time to Peak = 19.9 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.01 0 0 0.00 0.00
4 0.02 1 1 0.20 0.05
6 0.05 -3 0 0.00 0.00
8 0.08 6 6 0.39 0.07
10 0.12 2 7 0.43 0.07
12 0.15 6 13 0.51 0.08
14 0.18 9 22 0.61 0.08
16 0.21 12 35 0.70 0.09
18 0.22 15 49 0.79 0.09
20 0.23 16 65 0.86 0.10
22 0.22 16 81 0.92 0.10
24 0.21 15 95 0.98 0.10
26 0.19 12 108 1.01 0.11
28 0.17 10 118 1.05 0.11
30 0.15 7 126 1.07 0.11
32 0.13 4 130 1.08 0.11
34 0.11 2 132 1.08 0.11
36 0.09 0 132 1.08 0.11
38 0.08 -2 130 1.08 0.11
40 0.07 -3 127 1.07 0.11
42 0.06 -5 122 1.06 0.11
44 0.05 -6 117 1.04 0.11
46 0.05 -6 110 1.02 0.11
48 0.04 -7 103 1.00 0.11
50 0.03 -8 95 0.98 0.10
52 0.03 -8 87 0.95 0.10
54 0.03 -9 79 0.92 0.10
56 0.02 -9 70 0.88 0.10
58 0.02 -9 60 0.84 0.10
60 0.02 -9 51 0.80 0.09
62 0.01 -9 42 0.75 0.09
64 0.01 -9 33 0.69 0.09
66 0.01 -9 24 0.62 0.08
68 0.01 -9 15 0.54 0.08
70 0.01 -8 7 0.42 0.07
72 0.01 -7 0 0.11 0.03
74 0.01 -3 0 0.00 0.00
33
DETENTION AREA 4
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow = 0.23 CFS
Time to Peak Inflow = 19.9 Min.
Time Inflow to Detention Pond Detention Pond Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.01 0.00
4 0.02 0.05
6 0.05 0.00
8 0.08 0.07
10 0.12 0.07
12 0.15 0.08
14 0.18 0.08
16 0.21 0.09
18 0.22 0.09
20 0.23 0.10
22 0.22 0.10
24 0.21 0.10
26 0.19 0.11
28 0.17 0.11
30 0.15 0.11
32 0.13 0.11
34 0.11 0.11
36 0.09 0.11
38 0.08 0.11
40 0.07 0.11
42 0.06 0.11
44 0.05 0.11
46 0.05 0.11
48 0.04 0.11
50 0.03 0.10
52 0.03 0.10
54 0.03 0.10
56 0.02 0.10
58 0.02 0.10
60 0.02 0.09
62 0.01 0.09
64 0.01 0.09
66 0.01 0.08
68 0.01 0.08
70 0.01 0.07
72 0.01 0.03
74 0.01 0.00
76 0.01 0.00

DETENTION AREA 4
Inflow vs. Outflow Hydrograph
Detention Area 4
JOE
v
t
0
0
0.2'r
0.20
0.15
0.10
0.05
0.00
r --- - - - - -
0 10 20 30 40 50 60 70
time (minutes)
inflow
- - - outflow
[phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 5a
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.31 CFS
Time to Peak = 19.3 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.01
4 0.03
6 0.07
8 0.11
10 0.16
12 0.21
14 0.26
16 0.29
18 0.31
20 0.31
22 0.30
24 0.27
26 0.25
28 0.21
30 0.18
32 0.16
34 0.14
36 0.12
38 0.10
40 0.09
42 0.08
44 0.07
46 0.06
48 0.05
50 0.04
52 0.04
54 0.03
56 0.03
58 0.02
60 0.02
62 0.02
64 0.02
66 0.01
68 0.01
70 0.01
72 0.01
74 0.01
36
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 5a
76 0.01
78 0.01
80 0.00
82 0.00
84 0.00
86 0.00
88 0.00
90 0.00
92 0.00
94 0.00
96 0.00
98 0.00
100 0.00
102 0.00
104 0.00
106 0.00
108 0.00
110 0.00
37
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POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 5a
Postdevelopment - Detained On-Site Runoff for Drainage Area
5a
0.35
0.30
0.25
-? runoff
0.20-
0
c
L 0.15-
0.10-
0.05-
0.00-
0 20 40 60 80 100
time (minutes)
[phone]
Fax [phone]
iii
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
ROUTING DETENTION AREA 5a INFLOW
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 2 in. dia.
Peak Flow = 0.31 CFS
Time to Peak = 19.3 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.01 0 0 0.00 0.00
4 0.03 1 1 0.30 0.06
6 0.07 -3 0 0.00 0.00
8 0.11 8 8 0.75 0.09
10 0.16 3 11 0.85 0.10
12 0.21 8 19 1.08 0.11
14 0.26 12 31 1.34 0.12
16 0.29 16 48 1.59 0.13
18 0.31 19 66 1.84 0.14
20 0.31 20 86 2.05 0.15
22 0.30 19 105 2.24 0.16
24 0.27 17 122 2.38 0.16
26 0.25 13 134 2.49 0.17
28 0.21 10 144 2.56 0.17
30 0.18 5 149 2.60 0.17
32 0.16 2 151 2.61 0.17
34 0.14 -1 149 2.60 0.17
36 0.12 -4 145 2.57 0.17
38 0.10 -6 139 2.53 0.17
40 0.09 -8 131 2.46 0.16
42 0.08 -9 122 2.39 0.16
44 0.07 -10 112 2.30 0.16
46 0.06 -11 100 2.20 0.16
48 0.05 -12 89 2.08 0.15
50 0.04 -12 76 1.95 0.15
52 0.04 -13 64 1.81 0.14
54 0.03 -13 51 1.64 0.13
56 0.03 -12 39 1.46 0.13
58 0.02 -12 27 1.24 0.12
60 0.02 -11 15 0.98 0.10
62 0.02 -10 5 0.62 0.08
64 0.02 -8 0 0.00 0.00
1d
[phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
4z
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 5b
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.31 CFS
Time to Peak = 19.2 Min.
DA 5b (includes DA 5a)
Time Runoff Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.01 0.01
4 0.03 0.09
6 0.07 0.07
8 0.11 0.20
10 0.17 0.27
12 0.21 0.32
14 0.26 0.38
16 0.29 0.42
18 0.31 0.45
20 0.31 0.46
22 0.29 0.45
24 0.26 0.42
26 0.24 0.41
28 0.21 0.38
30 0.18 0.35
32 0.16 0.33
34 0.13 0.30
36 0.12 0.29
38 0.10 0.27
40 0.09 0.25
42 0.07 0.23
44 0.06 0.22
46 0.06 0.22
48 0.05 0.20
50 0.04 0.19
52 0.04 0.18
54 0.03 0.16
56 0.03 0.16
58 0.02 0.14
60 0.02 0.12
62 0.02 0.10
64 0.01 0.01
66 0.01 0.01
68 0.01 0.01
70 0.01 0.01
72 0.01 0.01
74 0.01 0.01
76 0.01 0.01
78 0.01 0.01
80 0.01 0.00
POSTDEVELOPMENT, UNDETAINED RUNOFF 4-3
THROUGH DRAINAGE AREA 5b
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 5b
0.50 -
0.45
0.40
0.35
+ runoff
0.30-
0.25-
0
c
L
0.20-
0.15-
0.10-
0.05-
0.00- 0 20 40 60 80
time (minutes)
[phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
ii4 Goldsboro, NC 27534
Contractors License No. 5046
Fax [phone]
49-
"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 6a
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.30 CFS
Time to Peak = 19.8 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.01
4 0.03
6 0.06
8 0.11
10 0.15
12 0.20
14 0.24
16 0.27
18 0.29
20 0.30
22 0.29
24 0.27
26 0.25
28 0.22
30 0.19
32 0.16
34 0.14
36 0.12
38 0.11
40 0.09
42 0.08
44 0.07
46 0.06
48 0.05
50 0.04
52 0.04
54 0.03
56 0.03
58 0.03
60 0.02
62 0.02
64 0.02
66 0.01
68 0.01
70 0.01
72 0.01
74 0.01
4s
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POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 6a
76
78
80
82
84
86
88
90
92
94
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
4?
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DRAINAGE AREA 6a
Postdevelopment - Detained On-Site Runoff for Drainage Area
6a
0.35
0.30-
0.25-
0.20-
c
0.15 0
i 0.10-
0.05-
0.00-
0 20 40 60 80
time (minutes)
48
ROUTING DETENTION AREA 6a INFLOW
coefficient of discharge = 0.60
gravity = 32. 2 ft/sec
orifice size = 2 in. dia.
Peak Flow = 0.3 CFS
Time to Peak = 19.8 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.01 0 0 0.00 0.00
4 0.03 1 1 0.29 0.06
.6 0.06 -3 0 0.00 0.00
8 0.11 8 8 0.73 0.09
10 0.15 2 9 0.80 0.09
12 0.20 7 16 1.01 0.11
14 0.24 11 28 1.26 0.12
16 0.27 15 42 1.52 0.13
18 0.29 17 60 1.76 0.14
20 0.30 19 78 1.97 0.15
22 0.29 18 97 2.16 0.15
24 0.27 16 113 2.31 0.16
26 0.25 13 126 2.42 0.16
28 0.22 10 136 2.50 0.17
30 0.19 6 142 2.55 0.17
32 0.16 2 145 2.57 0.17
34 0.14 -1 144 2.56 0.17
36 0.12 -3 141 2.54 0.17
38 0.11 -5 135 2.49 0.17
40 0.09 -7 128 2.44 0.16
42 0.08 -9 119 2.36 0.16
44 0.07 -10 109 2.28 0.16
46 0.06 -11 99 2.18 0.16
48 0.05 -11 87 2.07 0.15
50 0.04 -12 75 1.94 0.15
52 0.04 -12 63 1.80 0.14
54 0.03 -12 51 1.64 0.13
56 0.03 -12 39 1.46 0.13
58 0.03 -12 27 1.25 0.12
60 0.02 -11 16 0.99 0.10
62 0.02 -10 6 0.65 0.08
64 0.02 -8 0 0.00 0.00
[phone]
Fax [phone]
iii
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction - Commercial and Residential Building
so
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 6b
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.33 CFS
Time to Peak = 17.7 Min.
Time
(minutes)
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
76
78
80
DA 6b (includes DA 6a)
Runoff Runoff
(CFS) (CFS)
0.00 0.00
0.01 0.01
0.04 0.10
0.09 0.09
0.14 0.23
0.20 0.29
0.25 0.36
0.30 0.42
0.32 0.45
0.33 0.47
0.32 0.47
0.28 0.43
0.26 0.42
0.24 0.38
0.19 0.36
0.16 0.33
0.14 0.31
0.12 0.29
0.10 0.27
0.08 0.24
0.07 0.23
0.06 0.22
0.05 0.21
0.04 0.20
0.04 0.19
0.03 0.18
0.03 0.17
0.02 0.15
0.02 0.15
0.02 0.14
0.01 0.11
0.01 0.09
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
si
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 6b
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 6b
0.50
0.45-
0.40-
0.35-
0.30-
w
0.25-
0
c
0.20-
0.15-
0.10-
0.05-
0.00-
0 20 40 60 80
time (minutes)
[phone]
Fax [phone]
11
COX-EDWARDS COMPANY, INC.
S-2-
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 7
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.55 CFS
Time to Peak = 17.8 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.02
4 0.07
6 0.14
8 0.23
10 0.33
12 0.42
14 0.49
16 0.54
18 0.55
20 0.53
22 0.48
24 0.44
26 0.37
28 0.32
30 0.27
32 0.23
34 0.20
36 0.17
38 0.14
40 0.12
42 0.10
44 0.09
46 0.08
48 0.06
50 0.05
52 0.05
54 0.04
56 0.03
58 0.03
60 0.02
62 0.02
64 0.02
66 0.02
68 0.01
70 0.01
72 0.01
74 0.01
76 0.01
78 0.01
80 0.00
53
POSTDEVELOPMENT, UNDETAINED RUNOFF 54
THROUGH DRAINAGE AREA 7
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 7
0.60
0.50-
0.40- -+- runoff
v
0.30
0
c
L
0.20-
0.10-
0.00
0 20 40 60 80
time (minutes)
[phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
SG
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 8
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.57 CFS
Time to Peak = 17.7 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.02
4 0.07
6 0.15
8 0.24
10 0.34
12 0.44
14 0.51
16 0.56
18 0.57
20 0.55
22 0.49
24 0.45
26 0.38
28 0.32
30 0.28
32 0.23
34 0.20
36 0.17
38 0.15
40 0.12
42 0.11
44 0.09
46 0.08
48 0.07
50 0.06
52 0.05
54 0.04
56 0.03
58 0.03
60 0.02
62 0.02
64 0.02
66 0.02
68 0.01
70 0.01
72 0.01
74 0.01
76 0.01
78 0.01
80 0.00
POSTDEVELOPMENT, UNDETAINED RUNOFF 5-7
THROUGH DRAINAGE AREA 8
0.60
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 8
0.50
0.40
0.30
0
L
0.20
0.10
0.00
-?-runoff
0 20 40 60 80
time (minutes)
s1?
POSTDEVELOPMENT, DETAINED RUNOFF
FOR DETENTION AREA 9
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.24 CFS
Time to Peak = 9.14 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.03
4 0.10
6 0.18
8 0.23
10 0.23
12 0.20
14 0.15
16 0.11
18 0.08
20 0.06
22 0.04
24 0.03
26 0.02
28 0.02
30 0.01
32 0.01
34 0.01
36 0.00
38 0.00
40 0.00
42 0.00
44 0.00
46 0.00
48 0.00
50 0.00
52 0.00
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
POSTDEVELOPMENT, DETAINED RUNOFF
FOR DETENTION AREA 9
0.2
Postdevelopment - Detained On-Site Runoff for Detention
Area 9
0.20
0.15
t
0
c
0
L
0.10
0.05
0 20 40
time (minutes)
0.00
60
G?
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COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
E Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
62-
ROUTING DETENTION AREA 9 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 fVsec
orifice size = 2 in. dia.
Peak Flow = 0.24 CFS
Time to Peak = 9.14 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.03 0 0 0.00 0.00
4 0.10 3 3 0.23 0.05
6 0.18 6 9 0.34 0.06
8 0.23 14 23 0.48 0.07
10 0.23 19 42 0.60 0.08
12 0.20 18 60 0.69 0.09
14 0.15 13 74 0.75 0.09
16 0.11 7 80 0.77 0.09
18 0.08 2 82 0.78 0.09
20 0.06 -2 80 0.77 0.09
22 0.04 -4 76 0.76 0.09
24 0.03 -6 70 0.73 0.09
26 0.02 -7 63 0.70 0.09
28 0.02 -8 55 0.67 0.09
30 0.01 -8 47 0.63 0.08
32 0.01 -9 39 0.59 0.08
34 0.01 -9 30 0.53 0.08
36 0.00 -8 22 0.47 0.07
38 0.00 -8 13 0.39 0.07
40 0.00 -7 6 0.29 0.06
42 0.00 -6 0 0.00 0.00

DETENTION AREA 9
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow = 0.24 CFS
Time to Peak Inflow = 9.14 Min.
Time Inflow to Detention Pond Detention Pond Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.03 0.00
4 0.10 0.05
6 0.18 0.06
8 0.23 0.07
10 0.23 0.08
12 0.20 0.09
14 0.15 0.09
16 0.11 0.09
18 0.08 0.09
20 0.06 0.09
22 0.04 0.09
24 0.03 0.09
26 0.02 0.09
28 0.02 0.09
30 0.01 0.08
32 0.01 0.08
34 0.01 0.08
36 0.00 0.07
38 0.00 0.07
40 0.00 0.06
42 0.00 0.00
44 0.00 0.00
46 0.00 0.00
48 0.00 0.00
50 0.00 0.00
52 0.00 0.00
54 0.00 0.00
56 0.00 0.00
58 0.00 0.00
60 0.00 0.00
62 0.00 0.00
64 0.00 0.00
66 0.00 0.00
68 0.00 0.00
70 0.00 0.00
72 0.00 0.00
74 0.00 0.00
76 0.00 0.00
64
DETENTION AREA 9
Inflow vs. Outflow Hydrograph
Detention Area 9
0.25
0.20
0.15

U
0
c
inflow
- - - - outflow
0.10
0.05
0.00

0 10 20 30 40 50 60 70
time (minutes)
Gs
POSTDEVELOPMENT, DETAINED RUNOFF
FOR DETENTION AREA 10
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.24 CFS
Time to Peak = 9.14 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.03
4 0.10
6 0.18
8 0.23
10 0.23
12 0.20
14 0.15
16 0.11
18 0.08
20 0.06
22 0.04
24 0.03
26 0.02
28 0.02
30 0.01
32 0.01
34 0.01
36 0.00
38 0.00
40 0.00
42 0.00
44 0.00
46 0.00
48 0.00
50 0.00
52 0.00
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
POSTDEVELOPMENT, DETAINED RUNOFF
FOR DETENTION AREA 10
Postdevelopment - Detained On-Site Runoff for Detention
Area 10
0.25-
0.20-
noff
0.15-
v
0
L
0.10-
0.05-
0.00-
0 20 40 60
time (minutes)

(-07
ROUTING DETENTION AREA 10 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 2 in. dia
Peak Flow = 0.24 CFS
Time to Peak = 9.14 Min.
Time Inflow Change in Storage Stage outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.03 0 0 0.00 0.00
4 0.10 3 3 0.23 0.05
6 0.18 6 9 0.34 0.06
8 0.23 14 23 0.48 0.07
10 0.23 19 42 0.60 0.08
12 0.20 18 60 0.69 0.09
14 0.15 13 74 0.75 0.09
16 0.11 7 80 0.77 0.09
18 0.08 2 82 0.78 0.09
20 0.06 -2 80 0.77 0.09
22 0.04 -4 76 0.76 0.09
24 0.03 -6 70 0.73 0.09
26 0.02 -7 63 0.70 0.09
28 0.02 -8 55 0.67 0.09
30 0.01 -8 47 0.63 0.08
32 0.01 -9 39 0.59 0.08
34 0.01 -9 30 0.53 0.08
36 0.00 -8 22 0.47 0.07
38 0.00 -8 13 0.39 0.07
40 0.00 -7 6 0.29 0.06
42 0.00 -6 0 0.00 0.00

DETENTION AREA 10
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow = 0.24 CFS
Time to Peak Inflow = 9.14 Min.
Time Inflow to Detention Pond Detention Pond Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.03 0.00
4 0.10 0.05
6 0.18 0.06
8 0.23 0.07
10 0.23 0.08
12 0.20 0.09
14 0.15 0.09
16 0.11 0.09
18 0.08 0.09
20 0.06 0.09
22 0.04 0.09
24 0.03 0.09
26 0.02 0.09
28 0.02 0.09
30 0.01 0.08
32 0.01 0.08
34 0.01 0.08
36 0.00 0.07
38 0.00 0.07
40 0.00 0.06
42 0.00 0.00
44 0.00 0.00
46 0.00 0.00
48 0.00 0.00
50 0.00 0.00
52 0.00 0.00
54 0.00 0.00
56 0.00 0.00
58 0.00 0.00
60 0.00 0.00
62 0.00 0.00
64 0.00 0.00
66 0.00 0.00
68 0.00 0.00
70 0.00 0.00
72 0.00 0.00
74 0.00 0.00
76 0.00 0.00
G8
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DETENTION AREA 10
Inflow vs. Outflow Hydrograph
Detention Area 10
0.25
0.20
0.15

t
0
c
inflow
- - - - outflow
0.10
0.05
0.00

0 10 20 30 40 50 60 70
time (minutes)

[phone]
Fax [phone]
COX-EDWARD5 COMPANY, INC. 7a
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
7/
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 11
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.51 CFS
Time to Peak = 9.66 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.05
4 0.19
6 0.35
8 0.47
10 0.51
12 0.44
14 0.35
16 0.26
18 0.19
20 0.14
22 0.11
24 0.08
26 0.06
28 0.04
30 0.03
32 0.02
34 0.02
36 0.01
38 0.01
40 0.01
42 0.01
44 0.00
46 0.00
48 0.00
50 0.00
52 O.b0
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
1 2-
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 11
Postdevelopment - Detained On-Site Runoff for Detention
Area 11
0.6
0.5
0.4
-?-runoff
w
V
t: 0.3-
0
c
L
0.2
0.1
0.0
0 20 40 60
time (minutes)
[phone]
Fax [phone]
iii
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
73
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction - Commercial and Residential Building
ROUTING DETENTION AREA 11 INFLOW 74
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 3 in. dia.
Peak Flow = 0.51 CFS
Time to Peak = 9.66 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.05 0 0 0.00 0.00
4 0.19 6 6 0.46 0.16
6 0.35 3 9 0.53 0.17
8 0.47 21 31 0.79 0.21
10 0.51 32 62 1.01 0.24
12 0.44 32 95 1.17 0.26
14 0.35 22 117 1.26 0.27
16 0.26 10 127 1.30 0.27
18 0.19 -1 126 1.29 0.27
20 0.14 -9 117 1.26 0.27
22 0.11 -14 103 1.20 0.26
24 0.08 -18 84 1.13 0.25
26 0.06 -20 64 1.02 0.24
28 0.04 -21 43 0.89 0.22
30 0.03 -21 21 0.70 0.20
32 0.02 -20 1 0.28 0.12
34 0.02 -12 0 0.00 0.00
75
DETENTION AREA II
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow =
Time to Peak Inflow =
0.51
9.66
CFS
Min.
Time
(minutes)
Inflow to Detention Pond
(CFS)
Detention Pond Runoff
(CFS)
0 0.00 0.00
2 0.05 0.00
4 0.19 0.16
6 0.35 0.17
8 0.47 0.21
10 0.51 0.24
12 0.44 0.26
14 0.35 0.27
16 0.26 0.27
18 0.19 0.27
20 0.14 0.27
22 0.11 0.26
24 0.08 0.25
26 0.06 0.24
28 0.04 0.22
30 0.03 0.20
32 0.02 0.12
34 0.02 0.00
36 0.01 0.00
38 0.01 0.00
40 0.01 0.00
42 0.01 0.00
44 0.00 0.00
46 0.00 0.00
48 0.00 0.00
50 0.00 0.00
52 0.00 0.00
54 0.00 0.00
56 0.00 0.00
58 0.00 0.00
60 0.00 0.00
62 0.00 0.00
64 0.00 0.00
66 0.00 0.00
68 0.00 0.00
70 0.00 0.00
72 0.00 0.00
74 0.00 0.00
76 0.00 0.00
0.61
0.50
0.40
0.30
0
0
L
0.20
0.10
0.00
DETENTION AREA 11
Inflow vs. Outflow Hydrograph
Detention Area 11

0 10 20 30 40 50 60 70
time (minutes)
=inflow
>6
[phone]
Fax[phone]
COX-EDWARDS COMPANY, INC. 77
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 12
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.52 CFS
Time to Peak = 8.54 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.07
4 0.23
6 0.41
8 0.51
10 0.48
12 0.38
14 0.27
16 0.20
18 0.14
20 0.10
22 0.07
24 0.05
26 0.04
28 0.03
30 0.02
32 0.01
34 0.01
36 0.01
38 0.01
40 0.00
42 0.00
44 0.00
46 0.00
48 0.00
50 0.00
52 0.00
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
7g
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 12
0
0.5
0.4
w
0.3
0
C
0
L
0.2
0.1
0.0
Postdevelopment - Detained On-Site Runoff for Detention
Area 12
0 20 40 60
time (minutes)
80
79
C q0
ROUTING DETENTION AREA 12 INFLOW
coefficient of discharge = 0. 60
gravity = 32.2 ft/sec
orifice size = 2.5 in. dia.
Peak Flow = 0.52 CFS
Time to Peak = 8.54 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.07 0 0 0.00 0.00
4 0.23 8 8 0.50 0.12
6 0.41 14 22 0.71 0.20
8 0.51 26 48 0.93 0.23
10 0.48 34 83 1.12 0.25
12 0.38 28 111 1.24 0.26
14 0.27 14 125 1.29 0.27
16 0.20 0 125 1.29 0.27
18 0.14 -9 116 1.26 0.27
20 0.10 -15 101 1.20 0.26
22 0.07 -19 82 1.12 0.25
24 0.05 -21 61 1.01 0.24
26 0.04 -22 39 0.86 0.22
28 0.03 -22 17 0.65 0.19
30 0.02 -20 0 0.00 0.00
DETENTION AREA 12
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow =
Time to Peak Inflow =
0.52
8.54
CFS
Min.
Time
(minutes)
Inflow to Detention Pond
(CFS)
Detention Pond Runoff
(CFS)
0 0.00 0.00
2 0.07 0.00
4 0.23 0.12
6 0.41 0.20
8 0.51 0.23
10 0.48 0.25
12 0.38 0.26
14 0.27 0.27
16 0.20 0.27
18 0.14 0.27
20 0.10 0.26
22 0.07 0.25
24 0.05 0.24
26 0.04 0.22
28 0.03 0.19
30 0.02 0.00
32 0.01 0.00
34 0.01 0.00
36 0.01 0.00
38 0.01 0.00
40 0.00 0.00
42 0.00 0.00
44 0.00 0.00
46 0.00 0.00
48 0.00 0.00
50 0.00 0.00
52 0.00 0.00
54 0.00 0.00
56 0.00 0.00
58 0.00 0.00
60 0.00 0.00
62 0.00 0.00
64 0.00 0.00
66 0.00 0.00
68 0.00 0.00
70 0.00 0.00
72 0.00 0.00
74 0.00 0.00
76 0.00 0.00
81
DETENTION AREA 12
Inflow vs. Outflow Hydrograph
Detention Area 12
0.60
0.50
0.40
c 0.30
0.20
0.10
0.00

inflow
- - - - outflow
82,
0 10 20 30 40 50 60 70
time (minutes)
[phone]
Fax [phone]
COX-EDWARDS COMPANY, INC. 83
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 13
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.12 CFS
Time to Peak = 8.24 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.02
4 0.06
6 0.10
8 0.12
10 0.11
12 0.08
14 0.06
16 0.04
18 0.03
20 0.02
22 0.01
24 0.01
26 0.01
28 0.01
30 0.00
32 0.00
34 0.00
36 0.00
38 0.00
40 0.00
42 0.00
44 0.00
46 0.00
48 0.00
50 0.00
52 0.00
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
81
POSTDEVELOPMENT, UNDETAINED RUNOFF Rs
THROUGH DRAINAGE AREA 13
0.1
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 13
0.12
0.10
-?--runoff
0.08
w

0
?- 0.06
0.04
0.02
0.00
0 20 40 60
time (minutes)
[phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
Fax [phone]
86
"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 14
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.11 CFS
Time to Peak = 9.02 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.01
4 0.05
6 0.08
8 0.11
10 0.11
12 0.09
14 0.07
16 0.05
18 0.03
20 0.03
22 0.02
24 0.01
26 0.01
28 0.01
30 0.01
32 0.00
34 0.00
36 0.00
38 0.00
40 0.00
42 0.00
44 0.00
46 0.00
48 0.00
50 0.00
52 0.00
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
87
POSTDEVELOPMENT, UNDETAINED RUNOFF 88
THROUGH DRAINAGE AREA 14
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 14
0.12-
0.10-
0.08-
noff
0.06-
0
c
0.04
0.02
0.00
0 20 40 60
time (minutes)
[phone]
Fax [phone]
COX-EDWARDS COMPANY, INC. 89
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 15
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.01 CFS
Time to Peak = 4.65 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.00
4 0.01
6 0.01
8 0.00
10 0.00
12 0.00
14 0.00
16 0.00
18 0.00
20 0.00
22 0.00
24 0.00
26 0.00
28 0.00
30 0.00
32 0.00
34 0.00
36 0.00
38 0.00
40 0.00
42 0.00
44 0.00
46 0.00
48 0.00
50 0.00
52 0.00
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
90
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 15
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 15
0.012
0.010
0.008
?-runoff
c 0.006
c
L
0.004-
0.002
0.000
0 20 40 60
time (minutes)
[phone]
Fax[phone]
COX-EDWARDS COMPANY, INC. 2-
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 16
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.04 CFS
Time to Peak = 4.61 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.02
4 0.04
6 0.03
8 0.02
10 0.01
12 0.01
14 0.00
16 0.00
18 0.00
20 0.00
22 0.00
24 0.00
26 0.00
28 0.00
30 0.00
32 0.00
34 0.00
36 0.00
38 0.00
40 0.00
42 0.00
44 0.00
46 0.00
48 0.00
50 0.00
52 0.00
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
R3
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 16
Postdevelopment - Undetained On-Site Runoff for Drainage
Area 16
0.045-
0.040-
0.035-
0.030- -?-runoff
0.025-
U
0
L 0.020-
0.015-
0.010-
0.005-
0.000---- 0 20 40 60
time (minutes)
[phone]
Fax [phone]

COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
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"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, DETAINED RUNOFF 76
THROUGH DETENTION AREA 17
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.52 CFS
Time to Peak = 20.9 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.01
4 0.05
6 0.10
8 0.17
10 0.24
12 0.32
14 0.39
16 0.45
18 0.50
20 0.52
22 0.52
24 0.49
26 0.45
28 0.42
30 0.36
32 0.32
34 0.28
36 0.24
38 0.21
40 0.18
42 0.16
44 0.14
46 0.12
48 0.11
50 0.09
52 0.08
54 0.07
56 0.06
58 0.05
60 0.05
62 0.04
64 0.04
66 0.03
68 0.03
70 0.02
72 0.02
74 0.02
POSTDEVELOPMENT, DETAINED RUNOFF 17
THROUGH DETENTION AREA 17
76
78
80
82
84
86
88
90
92
94
0.02
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.01
0.00
l?
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 17
0.6
Postdevelopment - Detained On-Site Runoff for Detention
Area 17
0.5
0.4
-?- runoff
0.3
0
L
0.2
0.1
0.0
0 20 40 60 80
time (minutes)
[phone]
Fax [phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
ROUTING DETENTION AREA 17 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 2 in. dia.
Peak Flow = 0.52 CFS
Time to Peak = 20.9 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.01 0 0 0.00 0.00
4 0.05 1 1 0.22 0.05
6 0.10 0 1 0.19 0.05
8 0.17 6 7 0.39 0.07
10 0.24 12 19 0.55 0.08
12 0.32 20 39 0.70 0.09
14 0.39 28 67 0.85 0.10
16 0.45 35 103 0.99 0.10
18 0.50 42 144 1.11 0.11
20 0.52 46 191 1.23 0.12
22 0.52 48 239 1.33 0.12
24 0.49 47 286 1.42 0.13
26 0.45 44 330 1.49 0.13
28 0.42 38 368 1.55 0.13
30 0.36 34 403 1.60 0.13
32 0.32 28 431 1.64 0.13
34 0.28 22 452 1.67 0.14
36 0.24 17 469 1.69 0.14
38 0.21 13 482 1.70 0.14
40 0.18 9 491 1.72 0.14
42 0.16 6 497 1.72 0.14
44 0.14 3 499 1.73 0.14
46 0.12 0 500 1.73 0.14
48 0.11 -2 498 1.72 0.14
50 0.09 -4 494 1.72 0.14
52 0.08 -5 489 1.71 0.14
54 0.07 -7 482 1.70 0.14
56 0.06 -8 474 1.69 0.14
58 0.05 -9 465 1.68 0.14
60 0.05 -10 455 1.67 0.14
62 0.04 -11 445 1.66 0.14
64 0.04 -11 434 1.64 0.13
66 0.03 -12 422 1.63 0.13
68 0.03 -12 409 1.61 0.13
70 0.02 -13 397 1.59 0.13
72 0.02 -13 384 1.57 0.13
74 0.02 -13 370 1.55 0.13
76 0.02 -14 357 1.53 0.13
78 0.01 -14 343 1.51 0.13
80 0.01 -14 329 1.49 0.13
82 0.01 -14 316 1.47 0.13
84 0.01 -14 302 1.44 0.13
86 0.01 -14 287 1.42 0.13
/OO
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ROUTING DETENTION AREA 17 INFLOW
88 0.01 -14 273 1.39 0.12
90 0.01 -14 259 1.37 0.12
92 0.01 -14 245 1.34 0.12
94 0.00 -14 231 1.31 0.12
96 0.00 -14 218 1.29 0.12
98 0.00 -14 204 1.26 0.12
100 0.00 -14 190 1.23 0.12
102 0.00 -14 176 1.19 0.11
104 0.00 -13 163 1.16 0.11
106 0.00 -14 149 1.13 0.11
108 0.00 -13 136 1.09 0.11
110 0.00 -13 123 1.05 0.11
112 0.00 -13 110 1.01 0.11
114 0.00 -13 97 0.97 0.10
116 0.00 -12 85 0.92 0.10
118 0.00 -12 73 0.87 0.10
120 0.00 -12 61 0.82 0.10
122 0.00 -11 50 0.76 0.09
124 0.00 -11 39 0.70 0.09
126 0.00 -11 28 0.62 0.08
128 0.00 -10 18 0.53 0.08
130 0.00 -9 9 0.42 0.07
132 0.00 -8 1 0.18 0.04
134 0.00 -5 0 0.00 0.00
cot,
DETENTION AREA 17
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow = 0.52 CFS
Time to Peak Inflow = 20.9 Min.
Time Inflow to Detention Pond Detention Pond Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.01 0.00
4 0.05 0.05
6 0.10 0.05
8 0.17 0.07
10 0.24 0.08
12 0.32 0.09
14 0.39 0.10
16 0.45 0.10
18 0.50 0.11
20 0.52 0.12
22 0.52 0.12
24 0.49 0.13
26 0.45 0.13
28 0.42 0.13
30 0.36 0.13
32 0.32 0.13
34 0.28 0.14
36 0.24 0.14
38 0.21 0.14
40 0.18 0.14.
42 0.16 0.14
44 0.14 0.14
46 0.12 0.14
48 0.11 0.14
50 0.09 0.14
52 0.08 0.14
54 0.07 0.14
56 0.06 0.14
58 0.05 0.14
60 0.05 0.14
62 0.04 0.14
64 0.04 0.13
66 0.03 0.13
68 0.03 0.13
70 0.02 0.13
72 0.02 0.13
74 0.02 0.13
76 0.02 0.13
DETENTION AREA 17
78 0.01 0.13
80 0.01 0.13
82 0.01 0.13
84 0.01 0.13
86 0.01 0.13
88 0.01 0.12
90 0.01 0.12
92 0.01 0.12
94 0.00 0.12
96 0.00 0.12
98 0.00 0.12
100 0.00 0.12
102 0.00 0.11
104 0.00 0.11
106 0.00 0.11
108 0.00 0.11
110 0.00 0.11
112 0.00 0.11
114 0.00 0.10
116 0.00 0.10
118 0.00 0.10
120 0.00 0.10
122 0.00 0.09
124 0.00 0.09
126 0.00 0.08
128 0.00 0.08
130 0.00 0.07
132 0.00 0.04
134 0.00 0.00
103
DETENTION AREA 17
Inflow vs. Outflow Hydrograph
Detention Area 17
0.60
inflow
- - - - - outflow
0.50
0.40
0.30
0
c
L
0.20
0.10
0.00 -Y
0
20 40 60 80 100 120
time (minutes)
16l
[phone]
Fax[phone]
iii
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
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"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
[phone]
Fax[phone]
COX-EDWARDS COMPANY, INC. 166
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
ROUTING DETENTION AREA 18 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 fUsec
orifice size = 2 in. dia.
Peak Flow = 0.36 CFS
Time to Peak = 27.3 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.00 0 0 0.00 0.00
4 0.02 1 1 0.16 0.03
6 0.04 -1 0 0.00 0.00
8 0.07 5 5 0.34 0.06
10 0.11 1 6 0.36 0.06
12 0.15 5 11 0.45 0.07
14 0.19 9 20 0.56 0.08
16 0.23 13 33 0.66 0.09
18 0.27 17 51 0.77 0.09
20 0.30 21 72 0.87 0.10
22 0.33 24 96 0.96 0.10
24 0.35 27 123 1.05 0.11
26 0.36 29 151 1.13 0.11
28 0.36 30 181 1.20 0.12
30 0.35 29 210 1.27 0.12
32 0.33 28 238 1.33 0.12
34 0.31 26 264 1.38 0.12
36 0.30 22 286 1.42 0.13
38 0.27 21 307 1.45 0.13
40 0.24 17 324 1.48 0.13
42 0.22 14 337 1.50 0.13
44 0.20 11 348 1.52 0.13
46 0.18 8 356 1.53 0.13
48 0.16 6 362 1.54 0.13
50 0.14 3 365 1.54 0.13
52 0.13 2 367 1.55 0.13
54 0.12 0 367 1.55 0.13
56 0.11 -2 365 1.54 0.13
58 0.09 -3 362 1.54 0.13
60 0.09 -4 357 1.53 0.13
62 0.08 -5 352 1.52 0.13
64 0.07 -6 346 1.52 0.13
66 0.06 -7 339 1.50 0.13
68 0.06 -8 331 1.49 0.13
70 0.05 -9 322 1.48 0.13
72 0.05 -9 313 1.46 0.13
74 0.04 -10 303 1.45 0.13
76 0.04 -10 293 1.43 0.13
78 0.03 -11 282 1.41 0.12
80 0.03 -11 271 1.39 0.12
82 0.03 -11 260 1.37 0.12
84 0.02 -11 248 1.35 0.12
86 0.02 -12 237 1.32 0.12
f0
108
ROUTING DETENTION AREA 18 INFLOW
88 0.02 -12 225 1.30 0.12
90 0.02 -12 213 1.28 0.12
92 0.02 -12 201 1.25 0.12
94 0.01 -12 189 1.22 0.12
96 0.01 -12 176 1.19 0.11
98 0.01 -12 164 1.16 0.11
100 0.01 -12 152 1.13 0.11
102 0.01 -12 140 1.10 0.11
104 0.01 -12 128 1.07 0.11
106 0.01 -12 116 1.03 0.11
108 0.01 -12 104 0.99 0.10
110 0.01 -12 92 0.95 0.10
112 0.01 -12 81 0.91 0.10
114 0.01 -11 69 0.86 0.10
116 0.00 -11 58 0.81 0.09
118 0.00 -11 48 0.75 0.09
120 0.00 -10 37 0.69 0.09
122 0.00 -10 27 0.62 0.08
124 0.00 -9 18 0.53 0.08
126 0.00 -9 9 0.42 0.07
128 0.00 -8 1 0.20 0.05
130 0.00 -5 0 0.00 0.00
DETENTION AREA 18
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow = 0.36 CFS
Time to Peak Inflow = 27.3 Min.
Time Inflow to Detention Pond Detention Pond Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.00 0.00
4 0.02 0.03
6 0.04 0.00
8 0.07 0.06
10 0.11 0.06
12 0.15 0.07
14 0.19 0.08
16 0.23 0.09
18 0.27 0.09
20 0.30 0.10
22 0.33 0.10
24 0.35 0.11
26 0.36 0.11
28 0.36 0.12
30 0.35 0.12
32 0.33 0.12
34 0.31 0.12
36 0.30 0.13
38 0.27 0.13
40 0.24 0.13
42 0.22 0.13
44 0.20 0.13
46 0.18 0.13
48 0.16 0.13
50 0.14 0.13
52 0.13 0.13
54 0.12 0.13
56 0.11 0.13
58 0.09 0.13
60 0.09 0.13
62 0.08 0.13
64 0.07 0.13
66 0.06 0.13
68 0.06 0.13
70 0.05 0.13
72 0.05 0.13
74 0.04 0.13
76 0.04 0.13
/d9
lid
DETENTION AREA 18
78 0.03 0.12
80 0.03 0.12
82 0.03 0.12
84 0.02 0.12
86 0.02 0.12
88 0.02 0.12
90 0.02 0.12
92 0.02 0.12
94 0.01 0.12
96 0.01 0.11
98 0.01 0.11
100 0.01 0.11
102 0.01 0.11
104 0.01 0.11
106 0.01 0.11
108 0.01 0.10
110 0.01 0.10
112 0.01 0.10
114 0.01 0.10
116 0.00 0.09
118 0.00 0.09
120 0.00 0.09
122 0.00 0.08
124 0.00 0.08
126 0.00 0.07
128 0.00 0.05
130 0.00 0.00
DETENTION AREA 18
Inflow vs. Outflow Hydrograph
Detention Area 18
0.40
0.35
0.30
0.25
0.20
0
0.15
0.10
0.05
0.00
------- ------ -----

0 20 40 60 80 100 120
time (minutes)
inflow
- - - - outflow
[phone]
Fax [phone]
COX-EDWARDS COMPANY, INC. 11
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1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
?13
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 19
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.52 CFS
Time to Peak = 12.9 Min.
Time
(minutes)
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
Runoff
(CFS)
0.00
0.03
0.11
0.23
0.36
0.46
0.51
0.51
0.45
0.39
0.31
0.25
0.20
0.16
0.13
0.10
0.08
0.07
0.05
0.04
0.03
0.03
0.02
0.02
0.01
0.01
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
114
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 19
Postdevelopment - Detained On-Site Runoff for Detention
Area 19
0.6-
0.5-
0.4-
runoff
w
0.3-
0
c
L
0.2-
0.1
0.0--
0 20 40 60
time (minutes)
[phone]
Fax [phone]
COX-EDWARDS COMPANY, INC. 11.5
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
[phone]
Fax [phone]

COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
116
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"

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Civil Engineering and Construction • Commercial and Residential Building
ROUTING DETENTION AREA 19 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 2 in. dia.
Peak Flow = 0.52 CFS
Time to Peak = 12.9 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.03 0 0 0.00 0.00
4 0.11 4 4 0.30 0.06
6 0.23 7 10 0.44 0.07
8 0.36 19 30 0.64 0.08
10 0.46 33 62 0.83 0.10
12 0.51 43 106 1.00 0.10
14 0.51 49 155 1.14 0.11
16 0.45 48 203 1.25 0.12
18 0.39 40 243 1.34 0.12
20 0.31 32 274 1.40 0.12
22 0.25 22 296 1.43 0.13
24 0.20 15 311 1.46 0.13
26 0.16 9 320 1.47 0.13
28 0.13 4 324 1.48 0.13
30 0.10 0 324 1.48 0.13
32 0.08 -3 321 1.48 0.13
34 0.07 -5 315 1.47 0.13
36 0.05 -7 308 1.45 0.13
38 0.04 -9 299 1.44 0.13
40 0.03 -10 289 1.42 0.13
42 0.03 -11 278 1.40 0.12
44 0.02 -12 266 1.38 0.12
46 0.02 -12 254 1.36 0.12
48 0.01 -13 242 1.33 0.12
50 0.01 -13 229 1.31 0.12
52 0.01 -13 216 1.28 0.12
54 0.01 -13 203 1.25 0.12
56 0.01 -13 189 1.22 0.12
58 0.00 -13 176 1.19 0.11
60 0.00 -13 163 1.16 0.11
62 0.00 -13 150 1.13 0.11
64 0.00 -13 137 1.09 0.11
66 0.00 -13 124 1.05 0.11
68 0.00 -13 111 1.01 0.11
70 0.00 -13 98 0.97 0.10
72 0.00 -12 86 0.93 0.10
74 0.00 -12 74 0.88 0.10
76 0.00 -12 62 0.82 0.10
78 0.00 -11 51 0.77 0.09
80 0.00 -11 39 0.70 0.09
82 0.00 -11 29 0.63 0.08
84 0.00 -10 19 0.54 0.08
86 0.00 -9 10 0.43 0.07
117
ROUTING DETENTION AREA 19 INFLOW l18
88 0.00 -8 1 0.22 0.05
90 0.00 -6 0 0.00 0.00
117
DETENTION AREA 19
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow = 0.52 CFS
Time to Peak Inflow = 12.9 Min.
Time Inflow to Detention Pond Detention Pond Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.03 0.00
4 0.11 0.06
6 0.23 0.07
8 0.36 0.08
10 0.46 0.10
12 0.51 0.10
14 0.51 0.11
16 0.45 0.12
18 0.39 0.12
20 0.31 0.12
22 0.25 0.13
24 0.20 0.13
26 0.16 0.13
28 0.13 0.13
30 0.10 0.13
32 0.08 0.13
34 0.07 0.13
36 0.05 0.13
38 0.04 0.13
40 0.03 0.13
42 0.03 0.12
44 0.02 0.12
46 0.02 0.12
48 0.01 0.12
50 0.01 0.12
52 0.01 0.12
54 0.01 0.12
56 0.01 0.12
58 0.00 0.11
60 0.00 0.11
62 0.00 0.11
64 0.00 0.11
66 0.00 0.11
68 0.00 0.11
70 0.00 0.10
72 0.00 0.10
74 0.00 0.10
76 0.00 0.10
)Za
DETENTION AREA 19
78 0.00 0.09
80 0.00 0.09
82 0.00 0.08
84 0.00 0.08
86 0.00 0.07
88 0.00 0.05
90 0.00 0.00
IZ/
O.E
0.5
0.4
0.3
0
c
0.2
0.1
DETENTION AREA 19
Inflow vs. Outflow Hydrograph
Detention Area 19
0.0 !L.-
0 10 20 30 40 50 60 70 80 90
time (minutes)
inflow
- - - outflow
[phone]
COX-EDWARDS COMPANY, INC.
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
Fax [phone]
l ZZ
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 20
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.52 CFS
Time to Peak = 12.9 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.03
4 0.11
6 0.23
8 0.36
10 0.46
12 0.51
14 0.51
16 0.45
18 0.39
20 0.31
22 0.25
24 0.20
26 0.16
28 0.13
30 0.10
32 0.08
34 0.07
36 0.05
38 0.04
40 0.03
42 0.03
44 0.02
46 0.02
48 0.01
50 0.01
52 0.01
54 0.01
56 0.01
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
1L3
POSTDEVELOPMENT, DETAINED RUNOFF
THROUGH DETENTION AREA 20
Postdevelopment - Detained On-Site Runoff for Detention
Area 20
0.6
0.5-
runoff]
0.4-
0.3-
0
c
0.2
0.1
0.0-
0 20 40 60
time (minutes)

ROUTING DETENTION AREA 20 INFLOW
coefficient of discharge = 0.60
gravity = 32.2 ft/sec
orifice size = 2 in. dia.
Peak Flow = 0.52 CFS
Time to Peak = 12.9 Min.
Time Inflow Change in Storage Stage Outflow
(minutes) (CFS) Storage (CF) (CF) (FT) (CFS)
0 0.00 0 0 0.00 0.00
2 0.03 0 0 0.00 0.00
4 0.11 4 4 0.30 0.06
6 0.23 7 10 0.44 0.07
8 0.36 19 30 0.64 0.08
10 0.46 33 62 0.83 0.10
12 0.51 43 106 1.00 0.10
14 0.51 49 155 1.14 0.11
16 0.45 48 203 1.25 0.12
18 0.39 40 243 1.34 0.12
20 0.31 32 274 1.40 0.12
22 0.25 22 296 1.43 0.13
24 0.20 15 311 1.46 0.13
26 0.16 9 320 1.47 0.13
28 0.13 4 324 1.48 0.13
30 0.10 0 324 1.48 0.13
32 0.08 -3 321 1.48 0.13
34 0.07 -5 315 1.47 0.13
36 0.05 -7 308 1.45 0.13
38 0.04 -9 299 1.44 0.13
40 0.03 -10 289 1.42 0.13
42 0.03 -11 278 1.40 0.12
44 0.02 -12 266 1.38 0.12
46 0.02 -12 254 1.36 0.12
48 0.01 -13 242 1.33 0.12
50 0.01 -13 229 1.31 0.12
52 0.01 -13 216 1.28 0.12
54 0.01 -13 203 1.25 0.12
56 0.01 -13 189 1.22 0.12
58 0.00 -13 176 1.19 0.11
60 0.00 -13 163 1.16 0.11
62 0.00 -13 150 1.13 0.11
64 0.00 -13 137 1.09 0.11
66 0.00 -13 124 1.05 0.11
68 0.00 -13 111 1.01 0.11
70 0.00 -13 98 0.97 0.10
72 0.00 -12 86 0.93 0.10
74 0.00 -12 74 0.88 0.10
76 0.00 -12 62 0.82 0.10
78 0.00 -11 51 0.77 0.09
80 0.00 -11 39 0.70 0.09
82 0.00 -11 29 0.63 0.08
84 0.00 -10 19 0.54 0.08
86 0.00 -9 10 0.43 0.07
88 0.00 -8 1 0.22 0.05
90 0.00 -6 0 0.00 0.00
IZC
DETENTION AREA 20
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Inflow = 0.52 CFS
Time to Peak Inflow = 12.9 Min.
Time Inflow to Detention Pond Detention Pond Runoff
(minutes) (CFS) (CFS)
0 0.00 0.00
2 0.03 0.00
4 0.11 0.06
6 0.23 0.07
8 0.36 0.08
10 0.46 0.10
12 0.51 0.10
14 0.51 0.11
16 0.45 0.12
18 0.39 0.12
20 0.31 0.12
22 0.25 0.13
24 0.20 0.13
26 0.16 0.13
28 0.13 0.13
30 0.10 0.13
32 0.08 0.13
34 0.07 0.13
36 0.05 0.13
38 0.04 0.13
40 0.03 0.13
42 0.03 0.12
44 0.02 0.12
46 0.02 0.12
48 0.01 0.12
50 0.01 0.12
52 0.01 0.12
54 0.01 0.12
56 0.01 0.12
58 0.00 0.11
60 0.00 0.11
62 0.00 0.11
64 0.00 0.11
66 0.00 0.11
68 0.00 0.11
70 0.00 0.10
72 0.00 0.10
74 0.00 0.10
76 0.00 0.10
DETENTION AREA 20
78 0.00 0.09
80 0.00 0.09
82 0.00 0.08
84 0.00 0.08
86 0.00 0.07
88 0.00 0.05
90 0.00 0.00
I Z.7
128
DETENTION AREA 20
Inflow vs. Outflow Hydrograph
Detention Area 20
0.6
0.3
0
0.1
0.0
inflow
- - - , outflow
time (minutes)
0.5
0.4
0.2
0 10 20 30 40 50 60 70 80 90
[phone]
Fax [phone]
iii
COX-EDWARDS COMPANY, INC.
tZ 7
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
(3a
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 21
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.04 CFS
Time to Peak = 8.04 Min.
Time
(minutes)
0
2
4
6
8
10
12
14
16
18
20
22
24
26
28
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
74
Runoff
(CFS)
0.00
0.01
0.02
0.03
0.04
0.03
0.03
0.02
0.01
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
131
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 21
Postdevelopment - Detained On-Site Runoff for Drainage Area
21
0.0-
0.0-
0.0-
0.0-
0.0-
0.0-
0.0-
0.0-
0.0-
0.0-
0 20 40 60
time (minutes)
[phone]
Fax [phone]
I E
COX-EDWARDS COMPANY, INC.
132-
1205 Parkway Drive
Goldsboro, NC 27534
Contractors License No. 5046
"Serving Wayne County and the Surrounding Area Since 1966"
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Civil Engineering and Construction • Commercial and Residential Building
133
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 22
Project: Phase XI Annexation Area - Pump Station Access Road
Engineer: Cox-Edwards Company, Inc.
Applicant:City of Goldsboro
Date: December 10, 2010
Peak Flow = 0.04 CFS
Time to Peak = 7.8 Min.
Time Runoff
(minutes) (CFS)
0 0.00
2 0.01
4 0.02
6 0.03
8 0.04
10 0.03
12 0.02
14 0.02
16 0.01
18 0.01
20 0.01
22 0.00
24 0.00
26 0.00
28 0.00
30 0.00
32 0.00
34 0.00
36 0.00
38 0.00
40 0.00
42 0.00
44 0.00
46 0.00
48 0.00
50 0.00
52 0.00
54 0.00
56 0.00
58 0.00
60 0.00
62 0.00
64 0.00
66 0.00
68 0.00
70 0.00
72 0.00
74 0.00
134f
POSTDEVELOPMENT, UNDETAINED RUNOFF
THROUGH DRAINAGE AREA 22
Postdevelopment - Detained On-Site Runoff for Drainage Area
22
0.0
0.0
0.0
-+- runoff
0.0-
0.0-
0
0.0-
0.0-
0.0-
0.0-
0.0-
0 20 40 60
time (minutes)
135
A
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N A
O W
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N W
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0 O
0 O
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NITROGEN EXPORT CALCULATIONS
CO c?IQ??o?s w??? rio GVA ? ?.ucf`?
a
Figure 2.2 Worksheet for Method 2: Quantifying Total Nitrogen Export from Residential /
Industrial / Commercial Developments when Footprints of all Impervious
Surfaces are Shown
Step 1: Determine area for each type of land use and enter in Column (2).
Step 2: Total the areas for each type of land use and enter at the bottom of Column (2).
Step 3: Multiply the areas in Column (2) by the TN export coefficients in Column (3) and enter
in Column (4).
Step 4: Total the IN exports for each type of land use and enter at the bottom of Column (4).
Step 5: Determine the export coefficient for site by dividing the total TN export from uses at the
bottom of Column (4) by the total area at the bottom of Column (2).
(1) (2) (3) (4)
Type of Land Cover Area TN export coeff. TN export from use
acres (lbs/actyr) (lbs/yr)
Permanently protected undisturbed 0.6
open sace forest, unmown meadow 0.00 O.O b
Permanently protected managed 1.2

open s ace (grass, landscaping, etc. 1.43 2.32-
Impervious surfaces (roads, parking 21.2
lots, driveways, roofs, paved storage

areas, etc. 1,17 24.180
TOTAL 3. to --- 27. / 2
The rule requires that all new developments achieve a nitrogen export of less than or equal to 3.6 pounds per
acre per year. If the development contributes greater than 3.6 lbs/ac/yr of nitrogen, then the options shown
in Table 2.2a are available based on whether the development is residential or nonresidential.
Table 2.2a: Nitrogen Export Reduction Options
Residential Commercial / Industrial
If the computed export is less than 6.0 If the computed export is less than 10.0
lbs/ac/yr, then the owner may either. lbs/ac/yr, then the owner may either.
1. Install BMPs to remove enough nitrogen to 1. Install BMPs to remove enough nitrogen to
bring the development down to 3.6 bring the development down to 3.6
lbs/ac/yr. lbs/ac/yr.
2. Pay a one-time offset payment of $330/lb 2. Pay a one-time offset payment of $330/1b to
to bring the nitrogen down to the 3.6 bring the nitrogen down to the 3.6 lbs/ac/yr.
lbs/ac/yr. 3. Do a combination of BMPs and offset
3. Do a combination of BMPs and offset payment to achieve a 3.6 lbs/ac/yr export.
payment to achieve a 3.6 lbs/ac/ export.
If the computed export is greater than 6.0 If the computed export is greater than 10.0
lbs/ac/yr, then the owner must use on-site lbs/ac/yr, then the owner must use on-site BMPs
BMPs to bring the development's export down to bring the development's export down to 10.0
to 6.0 lbs/ac/yr. Then, the owner may use one lbs/ac/yr. Then, the owner may use one of the
of the three options above to achieve the three options above to achieve the reduction
reduction between 6.0 and 3.6 lbs/ac/ between 10.0 and 3.61bs/ac/ .
Q%CommoalBSabata%cskhbwo StonawaeeAGoldsbalo SMP Report Oudbu,A- Flqumdo< 2-7 ` Z -L§14 - JC , / S I ,l)5 /
3 . /0 acres = CJ QG/y?
138
2-6
Nitrogen Export Calculations 139
Phase XI Annexation Area - Pump Station Access Road
1. From Figure 2.2 calculations of previous page, Total Nitrogen Export = 27.12 lbs./yr.
Total Nitrogen
Export = 27.12 lbs./yr. = 8.75 lbs./ac./yr.
Per Acre 3.10 acre
2. TN export per acre less than 10.00 lbs./ac./yr., but not reduction taken because most ditch side
slopes steeper than 3:1
3. Payment required into North Carolina Ecosystem Enhancement Fund or other mitigation bank for:
(8.75-3.6) tbs./ac./yr. x 30 years x 3.10 ac. = 478.80 lbs./30 yr.
or
15.96 lbs./yr.
APPENDIX
0c)
SOIL SURVEY OF
Wayne County, North Carolina

United States Department of Agriculture
Soil Conservation Service
in cooperation with
North Carolina Agricultural Experiment Station
Issued June 1974
4 44
GUIDE TO MAPPING UNITS
For a full description of a mapping unit, read both the description of the mapping unit and that of the soil
series to which the mapping unit belongs. In referring to a capability unit or a woodland group, read the
introduction to the section it is in for general information about its management. Other information is
given in tables as follows:
Acreage and extent, table 1, page S. Suitability for wildlife, table 4, page 50.
Estimated yields, table 2, page 43. Engineering uses of the soils, tables 5, 6, and
Woodcrops, table 3, page 44. 7, pages 52 through 651.
Capability Woodland
Map Described unit
on group
symbol Mapping unit page Symbol Page Symbol
AyA Aycock very fine sandy loam, 0 to 2 percent slopes------------------- 6 I-1 38 2ol
AyB Aycock very fine sandy loam, 2 to 6 percent slopes------------------- 6 IIe-1 38 2ol
AyB2 Aycock very fine sandy loam, 2 to 6 percent slopes, eroded----------- 6 IIe-1 38 2ol
Ba Barclay very fine sandy loam______________________________________ 7 IIw-2 38 2w8
Bb Bibb sandy loam------------------------------------------------------ 7 IVw-4 41

Ch
Chewacla loam-------------------------------------------------
-
8 2w9

Co --
----
Coxville loam --------------------------- IIIw-5 40 lw8

CrB2 -----------------------------
Craven sandy loam, 2 to 6 percent slopes, eroded--------------------- 9
9 IIIw-2
Ile-3 40
38 2w9
3w2
CrC2 Craven sandy loam, 6 to 10 percent slopes, eroded-------------------- 10 IIIe-2 39 3w2
Dr Dragston loamy sand________________________________________ 10 IIw-2 38 2w8
Ex Exum very fine sandy loam----------------------------
---------------- 11 IIw-1 38 2w8
Go
` Goldsboro loamy sand_________________________________________________ 12 IIw-1 38 2w8
Jo Johns sandy loam----------------------------------------------------- 13 IIw-2 38

Js
Johnston loam___________________________ 2w2

KaA _________
----=---------------
Kalmia loamy sand, 0 to 2 percent slopes_____________________________ 13

14 IVw-4

I-1 41

38 lw9

KaB
Kalmia loamy sand, 2 to 6 percent slopes_______________________
15
IIe-1
38 2o7
2o7
KaD Kalmia loamy sand, 10 to 15 percent slopes --------------------------- 15 IVe-1 41 2
7
KaE Kalmia loamy sand, 15 to 25 percent slopes_______________________ 15 VIe-1 42 o
2
7
Ke . Kenansville loamy sand----------------------------------------------- 16 It
1 o

Kn
Kinston loam--------------------------- s- 39 3s2
La ------------------------------
Lakeland sand------------------------- 16 IVw-4 41 lw9
Le -------------------------------
Leaf loam--------------------------- 17 IVs-1 41 4s2
Ln ---------------------------------
Leon sand------------------------------ 18 IVw-2 41 2w9
Ls ------------------------------
Liddell very fine sandy loam_______________________ 18
19 Vw-1
III
3 42 4w2

Lu
Lucy loamy sand---------------------------- w- 40 2w9
Lv --------------------------
Lumbee sandy loam -------------------------- 20 Its-1 39 3s2

Ly,; --------------------------
Lynchburg sandy loam------------------------- 20 IVw-4 41 2w9.

My -----------------
Myatt very fine sandy loam_________________
----------------------
- 21
22 IIw-2 38 2w8

Na
-
--
Nahunta very fine sandy loam--------------------------------------

23 IIIw-3

I 40 2w9
Nf ---
Nixonton very fine sandy loam___________________
--------------------- 24 Iw-2
II
1 38 2w8

NoA
Norfolk loamy sand, 0 to 2 percent slopes____________________________
25 w-
I_1 38
38 2o7

NoB
Norfolk loamy sand, 2 to 6 percent slopes___________________
26
IIe-1
38 2ol
2
l
o
NrB2 Norfolk loamy sand, 6 to 10 percent slopes ---------------------------
Norfo Wk sandy loam
2
to 6
e o

Pa ,
.
p
xcent slopes, eroded--------------------
Pamlico muck--------------------------- 27 IIe-1 38 2ol

Po ------------------------------
Pantego loam______________________________ 27 w-1 42 4w3

Ra- ___
------------------------
Rains sandy loam--------------------------- 28 IIIw-3 40 lw9
Rm --------------------------
Rimini sand____________________________ 29 IIIw-3 40 2w3

RuA ______________
----------------
Ruston loamy sand, 0 to 2 percent slopes ----------------------------- 29\ IVs-1 41 5s3
RuB Ruston loamy sand, 2 to 6 percent slopes ----------------------------- 30 IIe-1 38

RyB2
T
Ruston sandy loam, 2 to 6 percent slopes, eroded_____________________
30
Ile-1
38 2ol
2
l
o Torhunta loam------------------------- o
Tr -------------------------------
Troup sand______________________________ 31 IIIw-3 40 2w9

WaB
-----------------------------
Wagram loamy sand, 0 to 6 percent slopes________________________
----- 32

33 IIIs-1

Its
1 40
3s2

WaC
Wagram loamy sand, 6 to 10 percent slopes ---------------------------- - 39 3s2

WaD
Wagram loamy sand, 10 to 15 percent slopes --------------------------- 3s2

We
Weston loamy sand----------------------
- 3s2

WhA
-----------------------------
Wickham loamy sand, 0 to 2 percent slopes ---------------------------- 34 IIIw-3 40 2w9
B Wickham loamy sand, 2 to 6 percent slopes ----------------------------
WkB2 Wickham sandy loam, 2 to 6 percent slopes, eroded-------- 3S IIe-1 38 2o7
A U. S. GOVERNMENT PRINTING OFFICE "1974 0 - 454-427
Y 42'
WAYNE COUNTY, NORTH CAROLINA
Infiltration is rapid, and surface runoff is very slow.
This soil is fairly easy to keep in good tilth and can
be worked throughout a wide range of moisture content.
This soil is generally unsuited to cultivated crops, ex-
cept for blueberries and other specialized crops, because
of wetness, coarse texture, and the weakly cemented sub-
soil. It is suited to pasture or trees. Nearly all of the
acreage is forested. Longleaf pine and turkey oak are
the principal trees. Capability unit Vw-1; woodland
group 4w2.
Liddell Series
The Liddell series consists of poorly drained, nearly
level soils on smooth flats in broad areas between streams.
These soils formed in Coastal Plain sediments. The sea-
sonal high water table is at the surface.
In a representative profile, the surface layer is dark-
gray very fine sandy loam about 8 inches thick. The
subsoil is gray, very friable very fine sandy loam about
46 inches thick that is mottled with brownish yellow in
the lower part. Below the subsoil, to a depth of about
65 inches, is gray, friable loam mottled with brown and
brownish yellow.
Liddell soils are low in natural fertility and organic-
matter content. They have moderate permeability, high
available water capacity, and low shrink-swell potential.
Crops grown on these soils respond well to lime and
fertilizer.
Liddell soils are of minor importance for farming.
Most of the acreage is wooded. A seasonal high water
table and surface ponding are the major hazards limiting
the use of these soils.
Representative profile of Liddell very fine sandy loam,
7 miles northeast of Goldsboro, 0.3 mile southwest of
Saulston, and 10 feet southwest of Road 1572, in a culti-
vated field :
Ap-0 to 8 inches, dark-gray (10YR 4/1) very fine sandy
loam ; weak, medium, granular structure ; very fri-
able; many small roots ; strongly acid ; clear, smooth
boundary.
131g-8 to 14 inches, gray (10YR 6/1) very fine sandy loam;
weak, medium, granular structure ; very friable ;
few small roots ; common pores filled with dark-
gray surface soil; strongly acid; clear, wavy bound.
ary.
B2g-14 to 42 inches, gray (10YR 6/1) very fine sandy
loam ; common, medium, distinct, brownish-yellow
(10YR 6/6) mottles ; weak, fine, subangular blocky
structure ; very friable, slightly sticky and slightly
plastic ; few large pores ; very strongly acid ; grad.
ual, wavy boundary.
B39--422 to 54 inches, gray (10YR 6/1) very fine sandy
loam ; few, fine, distinct, brownish-yellow mottles ;
weak, fine, subangular blocky structure; very fri-
able, slightly sticky and slightly plastic ; thin djs-
continuous silt coatings on faces of some peds; very
strongly acid; gradual, wavy boundary.
Cg--54 to 65 inches, gray (10YR 6/1) loam; common, me-
dium, distinct, brown (10YR 5/3) and brownish-
yellow (10YR 6/6) mottles ; massive ; friable, slight-
ly sticky and slightly plastic ; very strongly add.
Liddell soils have a solum that ranges from 40 to about
60 inches in thickness. The A horizon ranges from 6 to 10
inches in thickness and is dark gray to very dark gray. The
very dark gray part of the surface layer, where present,
is less than 8 inches thick. The B hoizon is 34 to 50 inches
thick and is very fine sandy loam to silt loam. The sand
fraction is dominantly very fine sand. The B horizon is gray
19
to light gray mottled with brownish yellow, strong brown,
or yellowish red. The C horizon is gray to light gray and
ranges from very fine sandy loam to silt loam, but commonly
is loam.
Liddell very fine sandy loam (Ls). --This is a poorly
drained soil on smooth flats in broad areas between
streams. Slopes are 0 to 2 percent. The mapped areas are
wide and range from 10 to about 30 acres in size. The
surface layer is dark-gray to very dark gray very fine
sandy loam 6 to 10 inches thick. The very dark part of
the gray surface layer, where present, is less than 8 Inches
thick. The subsoil is gray to light-gray, very friable very
fine sandy loam to silt loam 34 to 50 inches thick. It
is mottled with brownish yellow, strong brown, and
yellowish red.
Included with this soil in mapping were a few areas
of Liddell soils that have a silt loam and loam surface
layer. In small areas are poorly drained soils that have
a brittle consistence in the lower subsoil, and a few areas
of very poorly drained soils that have a very dark gray
surface layer more than 8 inches thick. Some areas of
Barclay and Myatt soils were also included.
Infiltration is moderate, and surface runoff is slow.
The water ponds in some places. This soil is easy to
keep in good tilth and can be worked throughout a wide
range of moisture content.
Where artificially drained, this soil is well suited to a
few locally grown crops, mainly corn and soybeans. The
principal trees in wooded areas are loblolly pine. Wetness
is a severe limitation because of the seasonal high water
table and surface ponding. Surface and subsurface drain-
age is needed where this soil is cultivated or pastured.
Most of the acreage is forested. The rest is cultivated
and pastured. Capability unit IIIw-3; woodland group
2w9.
Lucy Series
The Lucy series consists of well-drained, nearly level
to gently sloping soils on smooth, slightly convex divides.
These soils formed in Coastal Plain sediments. The sea-
sonal high water table remains below a depth of 5 feet.
In a representative profile, the surface layer is loamy
sand about 24 inches thick that is brown in the upper
part and light yellowish brown in the lower part. The
subsoil, to a depth of about 70 inches is friable sandy
clay loam that is strong brown and yehowish red in the
upper part and red in the lower part.
Lucy soils are low to very low in natural fertility
and organic-matter content. They have moderate per-
meability, low available water capacity, and low shrink-
swell potential. Crops grown on these soils respond well
to lime and fertilizer.
Lucy soils are of minor importance for farming. Most
of the acreage is cultivated, and the rest is in forest and
pasture. Low to very low fertility, leaching1 droughti-
ness, and soil blowing are the major hazards limiting the
use of these soils.
Representative profile of Lucy loamy sand, 4 miles east.
of Mt. Olive, 0.5 mile west of Williams pond, and 100
feet south of State Route 55, in a cultivated field :
Ap-0 to 8 inches, brown (JOYR 4/3) loamy sand; weak,
medium, granular structure ; very friable ; many
small roots ; slightly acid ; abrupt, smooth boundary.
)43
20
SOIL SURVF)Y
A2-8 to 24 inches, light yellowish-brown (10YR 6/4) loamy
sand; weak, medium, granular structure; very fri.
able, nonsticky and nonplastic ; many small roots ;
few small pebbles ; strongly acid ; clear, wavy
boundary.
BU-24 to 26 inches, strong-brown (7.5YR 5/6) sandy clay
loam; moderate, fine, subangular blocky structure;
friable, slightly sticky and slightly plastic; few
small roots; thin patchy clay films on faces of peds;
few pebbles that have thick clay coatings; very
B2t-26 toro50?inchacid; es, yellowish red o(5YR 4/6) sandy clay
loam ; moderate, fine, subangular blocky structure ;
friable, sticky and plastic; few small roots; thin
discontinuous clay films on faces of peels and in
pores ; few pebbles that have thick clay coatings ;
very strongly acid ; gradual, wavy boundary.
B3t-_W to 70 inches, red (2.5YR 4/8) sandy clay loam;
pockets of brownish-yellow (10YR 6/8) sand; mod-
erate, fine, subangular blocky structure ; friable,
stick and slightly plastic ; thin clay films on faces
of peds; few pebbles that have thick clay coatings;
very strongly add.
Lucy soils have a solum more than 60 inches thick. The
A horizon ranges from 20 to 40 inches in thickness. The
Ap and A1. horizons are grayish brown or brown to dark
yellowish brown. The A2 horizon is pale brown to light
yellowish brown. The B horizon is more than 40 inches
thick and is sandy clay loam to sandy loam. It is yellowish
red to red mottled with brownish yellow or red in the lower
part. The C horizon is brownish yellow to red sandy loam
and sandy clay loam.
Lucy loamy sand (lu).-This is a well-drained soil on
smooth, slightly convex divides. Slopes range from 0
to 6 percent. The mapped areas are 5 to 25 acres in size.
The surface layer is grayish-brown or brown to dark
yellowish-brown loamy sand 20 to 40 inches thick. The
subsoil is yellowish-red to red, friable sandy clay loam
to sandy loam more than 40 inches thick.
Included with this soil in mapping were a few areas
of Lucy soils that have a sand and loamy fine sand
surface layyer. Also included were some areas of Wagram,
Kenansville, Norfolk, Ruston, and Troup soils.
Infiltration is rapid, and surface runoff is slow. This
soil is fairly easy to keep in good tilth and can be worked
throw.ghout a wide range of moisture content.
This soil is suited to most locally grown crops and is
used mainly for tobacco, corn, and soybeans. Because the
surface layer is thick and sandy, this soil has moderate
limitations of low fertility, leaching, droughtiness, and
soil blowing. Conservation practices are needed to ef-
fectively control soil blowing and reduce leaching and
droughtiness. Most of the acreage is cultivated. The rest
is forested and pastured. Capability unit Hs-1; woodland
group 3s2.
Lumbee Series
The Lumbee series consists of poorly drained, nearly
level soils in shallow drain
flat ageways and broad, smooth,
areas on terraces, These soils formed in stream sedi-
ments. The seasonal high water table is at the surface.
In a representative profile, the surface layer is sandy
loam about 13 inches thick that is dark gray in the
upper part and light brownish gray in the lower part.
The subsoil. is about 27 inches thick and is dominantly
gray, friable sandy clay loam mottled with yellowish
brown. Below the subsoil, to a depth of about 65 inches,
is gray loamy coarse sand.
Lumbee soils are low in natural fertility and organic-
matter content. They have moderate permeability, medi-
um available water capacity, and low shrink-swell po-
tential. About 60 percent of the acreage is subject to in-
frequent floods for short periods. Crops grown on these
soils respond well to lime and fertilizer.
Lumbee soils are of minor importance for farming.
Most of the acreage is in mixed hardwoods and pines, but
some is cleared and used for cultivated crops and pasture.
A seasonal high water table, surface ponding, and in-
frequent floods are the major hazards limiting the use of
these soils.
Representative profile of Lumbee sandy loam, 7 miles
west of Goldsboro, a mile south of intersection of Roads
1007 and 1224, 300 yards east of Road 1224, and 200
feet north of farm road, in a cultivated field :
Ap-0 to 8 inches, dark-gray (10YR 4/1) sandy loam; weak,
medium, granular structure; very friable; many
small roots ; strongly add ; abrupt, smooth boundary.
A2-$ to 18 inches, light brownish-gray (10YR 6/2) sandy
loam; weak, medium, granular structure; very fri-
able; many small roots; common small pores filled
with dark-gray surface soil; very strongly add;
clear, smooth boundary.
Big-13 to 16 inches, light brownish-gray (30YR 6/2) sandy
loam ; common, medium, distinct, yellowish-brown
(10YR 5/6) mottles; weak, fine, subangular blocky
structure ; friable, slightly sticky and slightly plas-
tic ; few small roots ; extremely add ; clear, smooth
boundary.
132tg--16 to 34 inches, gray (10YR 6/1) sandy clay loam;
common, medium, distinct, yellowish-brown (10YR
5/6) mottles; weak, One, subangular blocky struc-
ture ; friable, sticky and plastic ; thin discontin-
uous clay films on faces of peds and in pores; ex-
tremely add ; gradual, wavy boundary.
B3g--34 to 40 inches, gray (10YR 6/1) sandy clay loam;
pockets of coarse sandy loam and loamy coarse
sand ; common, medium, distinct, yellowish-brown
(10YR 5/6) mottles; weak, fine, subangular struc-
ture ; friable, slightly sticky and slightly plastic ;
extremely add ; gradual, wavy boundary.
IICg---40 to 65 inches, gray (10YR 6/1) loamy coarse sand;
pockets or strata of coarse sandy loam and coarse
sand ; massive ; very friable ; extremely add.
Lumbee soils have a solum that ranges from 30 to 50 inches
in thickness. The A horizon is 10 to 20 inches thick. The Ap
and Al horizons are dark gray to very dark gray. The very
dark gray part, where present, is less than 6 inches thick. The
A2 horizon is light brownish gray to grayish brown. The B
horizon is 20 to 30 inches thick and is sandy clay loam to sandy
loam. It is gray or light gray to light brownish gray mottled
with yellowish brown and strong brown. Content of fine mica
flakes, where they occur, ranges from very few to few. The C
horizon ranges from gray to light gray coarse sand or loamy
coarse sand to gravelly loamy sand.
Lumbee sandy loam (Me-This is a poorly drained soil
in shallow drainageways and broad, smooth, flat areas
on stream terraces. Slopes are 0 to 2 percent. The mapped
areas are long, but range from narrow to wide across.
They are about 10 to 100 acres in size. The surface
layer is dark-gray to very dark gray sandy loam 10 to
20 inches thick. The very dark gray part of the surface
layer, where present, is less than 6 inches thick. The
subsoil is gray or light-gray to light brownish-gray, fri-
able sandy clay loam to sandy loam 20 to 30 inches thick.
It is mottled with yellowish brown and strong brown.
Included with this soil in mapping were a few areas
of Lumbee soils that have a surface layer of very fine
44-
32
SOIL SURVEY
Representative profile of Troup sand, 6 miles west of
Dudley, 0.7 mile north of intersection of Roads 1125
and 1122, 0.2 mile west of Road 1125, and 50 feet south
of farm road, in a cultivated field :
Ap-0 to 8 inches, grayish-brown (10YR 5/2) sand; single
grain ; loose ; many small roots ; strongly acid ;
abrupt, smooth boundary.
A2-8 to 49 inches, very pale brown (10YR 7/3) sand;
single grain ; loose ; few small roots in upper part ;
few uncoated sand grains ; very strongly acid ;
abrupt, smooth boundary.
BI-49 to 52 inches, yellowish-brown (lOYR 5/8) sandy
loam ; weak, line, subangular blocky structure ;
friable, slightly sticky and slightly plastic ; very
strongly acid; clear, wavy boundary.
B21t-52 to 72 inches, brownish-yellow (IOYR 6/8) sandy
clay loam ; weak, fine, subangular blocky structure ;
friable, slightly sticky and slightly plastic ; thin
discontinuous clay films on faces of peds and in
pores ; very strongly acid ; gradual, wavy boundary.
B22t-72 to 85 inches, strong-brown (7.5YR 5/8) sandy clay
loam ; common, fine, faint, brownish-yellow mottles ;
weak, fine, subangular blocky structure ; friable,
slightly sticky and slightly plastic ; thin discontin-
uous clay films on faces of peds and in pores ; few
pebbles ; very strongly acid ; clear, wavy boundary.
113t-45 to 110 inches, strong-brown (7.5YR 5/8) sandy loam ;
common, medium, distinct, pale-brown (10YR 6/3)
and light-gray (10YR, 7/1) mottles; weak, fine,
subangular blocky structure ; friable, slightly sticky
and slightly plastic; thin discontinuous clay films
on faces of peds and in pores ; very strongly acid.
Troup soils have a solum more than 80 inches thick.
The A horizon ranges from 40 to 72 inches in thickness.
The Ap and Al horizons are grayish brown to light gray.
The A2 horizon is very pale brown to pale brown. The B
horizon is more than 40 inches thick, and is sandy loam
to sandy clay loam. It is commonly brownish yellow and
strong brown to yellowish red mottled with pale brown,
light gray, and red.
Troup sand (Tr).-This is a well-drained soil on smooth,
broad, and slightly rounded divides. Slopes are 0 to 6
percent. The mapped areas are about as broad as long and
range from about 10 to more than 100 acres in size.
The surface layer is grayish-brown to light-gray sand
40 to 72 inches thick. The subsoil is brownish-yellow and
strong-brown to yellowish-red, friable sandy loam to
sandy clay loam more than 40 inches thick (fig. 9).
Included with this soil in mapping were some areas
of Wagram, Kenansville, Leon, and Lakeland soils.
Infiltration is rapid, and surface runoff is slow. This
soil is fairly easy to keep in good tilth and can be
worked throughout a wide range of moisture content.
This soil is fairly well suited to a few locally grown
crops. The principal trees in wooded areas are longleaf
pine and turkey oak. Because the surface layer is thick
sand, this soil has severe limitations of droughtiness,
leaching, low fertility, and soil blowing. Intensive con-
servation practices are needed to effectively control soil
blowing and reduce leaching and droughtiness in culti-
vated areas. Most of the acreage is forested, and the rest
is cultivated and pastured. Capability unit IIIs-1; wood-
land group 3s2.
Wagram Series
The Wagram series consists of well-drained, nearly
level to strongly sloping soils on smooth, slightly convex
and rounded sides of broad divides. These soils formed in
Coastal Plain sediments. The seasonal high water table
remains below a depth of 5 feet.
In a representative profile, the surface layer is grayish-
brown loamy sand about 8 inches thick over pale-brown
loamy sand about 20 inches thick. The subsoil is about 40
inches thick and is dominantly yellowish-brown, friable
sandy clay loam. Below the subsoil, to a depth of about
86 inches, is brownish-yellow, friable sandy clay loam
containing pockets of loamy sand.
Wagram soils are low to very low in natural fertility
and organic-matter content. They have moderately rapid
permeability, low available water capacity, and low
shrink-swell potential. Crops grown on these soils respond
well to lime and fertilizer.
Wagram soils are important for farming. Most of the
acreage is cultivated, and the rest is pastured and forest-
ed. Low to very low fertility, leaching, droughtiness,
slope, and soil blowing are the major limitations for use
of these soils.
Representative profile of Wagram loamy sand, 0 to 6
percent slopes, 0.8 mile northeast of Patetown, 0.5 mile
east of Road 1523, and 50 feet north of farm road, in
a cultivated field :
Ap-0 to 8 inches, grayish-brown (10YR 5/2) loamy sand;
weak, medium, granular structure ; very friable,
many small roots ; medium acid ; abrupt, smooth
boundary.
Figure 9-Profile of Troup sand.
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le
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WAYNE COUNTY, NORTH CAROI.1NA
A2-8 to 28 inches, pale-brown (10YR 6/3) loamy sand;
weak, medium, granular structure; very friable;
few small roots ; very strongly acid ; clear, wavy
boundary.
B1-28 to 31 inches, light yellowish-brown (10YR 6/4) sandy
loam; eommon, medium, faint, pale-brown (10YR
6/3) mottles; weak, fine, subangular blocky struc-
ture ; friable, slightly sticky and slightly plastic ;
few small roots ; very strongly acid ; gradual, wavy
boundary.
B21t-31 to 45 inches, yellowish-brown (10YR 5/8) sandy
clay loam; few, medium, faint, strong-brown (7.5YR
5/8) mottles; weak, fine, subangular blocky struc-
ture; friable, slightly sticky and slightly plastic;
thin discontinuous clay films on faces of peds ; very
strongly acid ; gradual, wavy boundary.
B22t-45 to 54 inches, yellowlsh-brown (10YR 5/4) sandy
clay loam ; common, medium, distinct pale-brown
(10YR 6/3), and strong-brown (7.5YR 5/8) mot-
tles, and few, fine, prominent, red (2.5YR 5/8) mot-
tles ; weak, fine, subangular blocky structure ; fri-
able, slightly sticky and slightly plastic ; thin dis-
continuous clay films on faces of peds; very strongly
acid; clear, wavy boundary.
B3t-54 to 68 inches, yellowish-brown (10YR 5/4) sandy
clay loam ; common, medium, distinct, light-gray
(10YR 7/1) mottles, and common, medium, promi-
nent, red (2.5YR 5/8) mottles; weak, fine, sub-
angular blocky structure ; friable, slightly sticky
and slightly plastic ; thin discontinuous clay films on
faces of peds; very strongly add; clear, irregular
boundary.
C-68 to 86 inches, brownish-yellow (10YR 6/6) sandy clay
loam with pockets of loamy sand; common, medium,
distinct, light-gray (10YR 7/1) mottles, and com-
mon, coarse, prominent, red (2.5YR 5/8) mottles;
massive ; friable, slightly sticky and slightly plastic-,
very strongly acid.
Wagram soils have a solum more than 60 inches thick.
The A horizon ranges from 20 to 40 inches in thickness.
The Ap and Al horizons range from grayish brown to
gray. The A2 horizon is dominantly pale brown but ranges
from light brownish gray to light yellowish brown. The B
horizon ranges from about 40 to more than 60 inches in
thickness and is sandy clay loam to sandy loam. It is
yellowish brown and brownish yellow to strong brown
mottled with light gray, pale brown, and strong brown in
the lower part. The C horizon is brownish yellow to light
gray and ranges from loamy sand to sandy clay loam.
Wagram loamy sand, 0 to 6 percent slopes (WaB).-
This is well-drained soil on slightly convex, smooth and
broad divides. It has the profile described as representa-
tive for the series. The mapped areas are irregular in
shape and range from 10 to about 50 acres in size. The
surface layer is grayish-brown to gray loamy sand 20
to 40 inches thick. The subsoil is yellowish-brown and
brownish-yellow to strong-brown, friable sandy clay loam
to sandy loam about 40 to more than 60 inches thick.
Included with this soil in mapping were a few areas
of Wagram soils that have a sandy surface layer. Also
included were small areas of Bibb soils in short, narrow
drainageways and some areas of Norfolk, Goldsboro,
Ruston, and Troup soils.
Infiltration is rapid, and surface runoff is slow. The
soil is fairly easy to keep in good tilth and can be
worked throughout a wide range of moisture content.
This soil is suited to most locally grown crops, mainly
tobacco, corn, soybeans, and small grain. Because . the
surface layer is sandy, low fertility, leaching, droughti-
ness, and soil blowing are moderate limitations. Conser-
vation practices are needed to effectively control soil
blowing and to reduce leaching and droughtiness where
33
this soil is cultivated. Most of the acreage is cultivated,
and the rest is pastured and forested. Capability unit
IIs-1; woodland group 3s2.
Wagram loamy sand, 6 to 10 percent slopes (WaQ.-
This is a well-drained soil on short sides of divides. The
mapped areas are long and narrow in shape and ranggee
from 5 to 20 acres in size. The surface layer is grayish-
brown to gray loamy sand 20 to 40 inches thick. The sub-
soil is yellowish-brown and brownish-yellow to strong-
brown, friable sandy clay loam to sandy loam about 40 to
more than 60 inches thick.
Included with this soil in mapping were a few areas
of Wagram roils that have a sandy surface layer. Also
included were some areas of Norfolk, Ruston, and Craven
soils.
Infiltration is rapid, and surface runoff is medium.
This soil is fairly easy to keep in good tilth and can be
worked throughout a wide range of moisture content.
This soil is fairly well suited to most locally gown
crops but the size and shape of mapped areas limit its use
for row crops. Because of slope, erosion is a severe haz-
ard, and intensive conservation practices are needed to
control runoff and erosion where this soil is cultivated.
Other limitations for use of this soil are low to very
low fertility, leaching, droughtiness, and soil blowing.
Most of the acreage is forested, and only a small acreage
is pastured and cultivated. Capability unit IIIe^3; wood-
land group 3s2.
Wagram loamy sand, 10 to 15 percent slopes (WaD).-
This is a well-drained soil on short sides of divides. The
mapped areas are long and narrow and range from about
5 to 20 acres in size. The surface layer is grayish-Brown
to gray loamy sand 20 to 40 inches thick. The subsoil is
yelllowish-Jbrown and brownish-yellow to strong-brown,
friable sandy clay loam to sandy loam about 40 to more
than 60 inches thick.
Included with this soil in mapping were a few areas
of Wagram soils that have a sandy surface layer. Also
included were some areas of Kalmia, Craven, and Troup
soils.
Infiltration is rapid, and surface runoff is medium.
This soil is fairly easy to keep in good tilth and can be
worked throughout a wide range of moisture content.
This soil is fairly well suited to most locally grown
crops, but the size and shape of mapped areas limit its
use for row crops. Erosion is a very severe hazard be-
cause of slope. Intensive conservation practices are needed
to control runoff and erosion where this soil is cultivated.
Other limitations for use of this soil are low to very
low fertility, leaching, droughtiness, and soil blowing.
Nearly all of the acreage is forested, and only a very
small acreage is pastured or cultivated. Capability unit
IVe-2; woodland group 3s2.
Weston Series
The Weston series consists of poorly drained, nearly
level soils on smooth flats and in depressions on uplands
and terraces. These soils formed in Coastal Plain and
stream sediments. The seasonal high water table is at
the surface.
In a representative profile, the surface layer is dark-
gray and grayish-brown loamy sand about 13 inches
X46
16
SOIL SURVEY
few small roots; most sand grains uncoated; strong-
ly add ; clear, smooth boundary.
B1 24 to 26 inches, yellowish-brown (10YR 5/6) loamy
sand ; weak, fine, subangular blocky structure ; very
friable, nonsticky and nonplastic; few small roots;
thin clay coating and weak bridging of sand grains ;
strongly acid; clear, smooth boundary.
112t-26 to 37 inches, yellowish-brown (10YR 5/8) sandy
loam ; weak, fine, subangular blocky structure ; fri-
able ; slightly sticky and slightly plastic ; few small
roots; clay coating and bridging of sand grains;
strongly acid ; clear, wavy boundary.
B"7 to 40 inches, brownish-yellow (10YR 6/6) loamy
sand; weak, fine, subangular blocky structure; very
friable, nbl*ticky and nonplabtic; very thin clay
coating and weak bridging of sand grains ; very
strongly acid; clear, irregular boundary.
C1-40 to 61 inches, yellow (10YR 7/6) sand; common, me-
dium, faint, brownish-yellow (10YR 6/6) mottles,
and few, fine, light-gray mottles ; few, medium,
prominent, dark-red (2.5YR 3/6), weakly cemented
nodules ; single grain ; loose ; nonsticky and. non.
Plastic; one-half of sand grains have faint clay
coatings ; very strongly add.
C2-61 to 70 inches, gray (10YR 6/1) loamy sand with
pockets of sandy loam ; common, medium, distinct,
yellow (10YR 7/6) and strong-brown (7.5YR 5/6)
mottles ; massive ; friable ; very strongly add.
Kenansville soils have a solum that ranges from 30 to 50
inches in thickness. The A horizon is 20 to 30 inches thick.
The Ap and Al horizons are grayish brown to gray. The
A2 horizon is pale brown to very pale brown. The B horizon
is 10 to about 20 inches thick. It is light yellowish brown
to strong brown and, in places, is mottled with strong brown
and red. The Bt horizon is sandy loam, and the BI and B3
horizons are commonly loamy sand. The C horizon is yellow
to gray and ranges from sand to loamy sand.
Kenansville loamy sand (Ke).-This is a well-drained
soil on broad, smooth flats and slightly convex divides.
Slopes are 0 to 6 percent. The mapped areas are about
twice as long. as wide and range from 5 to as much as
400 acres in size. The surface layer is grayish-brown to
loamy sand 20 to 30 inches thick. The subsoil is
light yellowish-brown to strong-brown, very friable to
friable sandy loam and loamy sand about 10 to 20 inches
thick.
Included with this soil in mapping were a few areas
of a Kenansville soil that has a sand surface layer. Also
included were areas of Wagram, oup, and Lakeland
soils.
Infiltration is moderately rapid, and surface runoff is
slow. This soil is fairly easy to keep in good tilth and
can be worked throughout a wide range of moisture
content.
This soil is fairly well suited to most locally grown
crops. It is used mainly for corn, tobacco, soybeans, and
small grain. Because the surface layer is thick loamy
sand, this soil has moderate limitations of low fertility,
leaching, and droughtiness. Where it is cultivated, con-
servation practices are needed to control soil blowing and
reduce leaching and droughtiness. Most of the acreage is
cultivated, and the rest is pastured or forested. Capa-
bility unit IIs-1; woodland group 3s2.
Kinston Series
The Kinston series consists of poorly drained, nearly
level soils on low flood plains. These soils formed in
recent alluvium. The seasonal high water table is at the
surface.
In a representative profile, the surface layer is dark-
gray loam about 5 inches thick. The subsoil is about 55
inches thick and is gray mottled with brownish yellow,
strong brown, brown, and light gray. The upper part
of the subsoil is friable loam, and the lower part is fri-
able clay loam. Below the subsoil, to a depth of about
72 inches, is gray sand mixed with some loamy sand
and gravel.
Kinston soils are low to medium in natural fertilityy
and medium in organic matter content. They have in
erate permeability, high available water capacity, and
low shrink-swell potential. These soils are flooded very
frequently for long periods. Crops grown on these soils
respond fairly well to lime and fertilizer.
Kinston soils are not important for farming. Most of
the acreage is in mixed hardwoods, and the rest is mainly
in pasture. Only a small acreage is cultivated.
A seasonal high water table, very frequent floods, and
surface ponding are the major hazards limiting the use
of these soils.
Representative profile of Kinston loam, a mile west of
Goldsboro, 500 feet east of Little River bridge, and 100
feet north of State Route 581, in a wooded area on the
flood plain :
01-1 inch to 0, dark-brown (7.5YR 3/2), partially de-
composed hardwood leaves and grass; abrupt,
smooth boundary.
A1-0 to 5 inches, dark-gray (10YR 4/1) loam; moderate,
medium, granular structure ; friable ; many small
roots ; strongly add ; clear, wavy boundary.
Big-5 to 12 inches, gray (10YR 6/1) loam ; common, fine,
distinct, brownish-yellow mottles ; weak, medium,
granular structure; friable; slightly sticky and
slightly plastic ; many small roots ; strongly acid ;
clear, wavy boundary.
1329--12 to 48 inches, gray (10YR 6/1) clay loam ; common,
fine, distinct, strong brown mottles, and common,
medium, distinct, brownish-yellow (10YR 6/6) mot.
tles ; weak, medium, subangular blocky structure ;
friable, slightly sticky and plastic ; few small roots ;
few large pores coated with silt ; strongly acid ;
gradual, smooth boundary.
B3g-48 to 60 inches, gray (10YR 5/1) clay loam with thin
strata of sandy loam ; few, fine, distinct, brown
mottles, and , common, medium, faint, light-gray
(10YR 7/1) mottles; massive; friable, slightly
sticky and plastic; some pores coated with silt;
strongly acid ; gradual, smooth boundary.
IICg-60 to 72 inches, gray (10YR 5/1) sand with strata
of loamy sand and gravel; single grain, loose, non-
sticky and nonplastic ; strongly add.
Kinston soils have a solum that ranges from 40 to about
72 inches in thickness. The A horizon is 4 to 10 inches thick
and is dark gray to gray. The B horizon is 36 to about
62 inches thick and is loam to clay loam. It is dominantly
gray, but ranges from dark gray to light gray and com-
monly is mottled with brownish yellow, strong brown, and
brown. The C horizon is gray to light gray and ranges from
sand to gravelly loamy sand.
Kinston loam (Kn).-This is a poorly drained soil on
flood plains. Slopes are 0 to 2 percent. The mapped areas
are long, narrow bands along the larger streams. The
surface layer is dark-gray to gray loam 4 to 10 inches
thick. The subsoil is friable loam to clay loam 36 to 62
inches thick. It is dominantly gray, but ranges from
dark gray to light gray, and is commonly mottled with
brownish yellow, strong brown, and brown.
Included with this soil in mapping were a few areas
of Kinston soils that have a silt loam and sandy loam
47
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WAYNX COUNTY, NORTH CAROIMU
surface layer. Also included were areas of Johnston,
Chewacla, and Bibb soils.
Infiltration is moderate, and surface runoff is slow. The
water ponds in some places. This soil is easy to keep
in good tilth and can be worked throughout a wide
ranggee of moisture content.
Where artificially drained, this soil is sited to a few
locally grown crops. The main crops are corn, soybeans,
and pasture. Wetness is a very severe limitation because
of the seasonal high water table, very frequent floods,
and surface ponding. Surface and subsurface drainage
and protection from floods are needed for most crops.
Most of the acreaggee is in mixed hardwoods and pines.
Capability unit IVw-4; woodland group 10.
Lakeland Series
The Lakeland series consists of excessively drained,
nearly level to gently sloping soils in broad, undulating
areas and rounded divides on uplands and terraces. These
soils formed in Coastal Plain and stream sediments. The
seasonal high water table remains below a depth of 5 feet.
In a representative profile, the surface layer is dark-
y sand about 8 inches thick. This is underlain by
ravers of loose sand about 77 inches thick that are light
yellowish brown, strong brown, and yellow. The under-
lying layer, to a depth of about 100 inches, is light-gray,
loose sand.
The Lakeland soils are very low in natural fertility and
organic-matter content. They have rapid perm eabilityy
very low available water capacity, and low shrink-swel?
potential. Crops grown on these soils respond rather
poorly to lime and fertilizer.
Lakeland soils are not important for farming. Most
of the acreage is wooded, mainly with longleaf pine and
turkey oak. Very low fertility, leaching, droughtiness,
and soil blowing are the major limitations for use of these
soils.
Representative profile of Lakeland sand, 9 miles south
of Goldsboro, 0.7 mile east of intersection of Roads 1915
and 1120,100 feet north of Road 1120, in a wooded area ;
A1-0 to 8 inches, dark-gray (10YR 4/1) sand ; single grain ;
loose, nonsticky and nonplastic ; few small roots ;
common small particles of organic matter ; about
one-half of sand grains have thin coating of or.
ganic matter; strongly add; clear, wavy boundary.
C1-8 to 80 inches, light yellowish-brown (10YR 6/4) sand;
single grain ; loose, nonsticky and nonplastic ;
coated; very strongly add; gradual, wavy boundary.
C2-80 to 54 inches, strong-brown (7.5YR 5/8) sand; single
grain ; loose, nonsticky and nonelastic ; coated ; very
strongly add ; gradual, wavy boundary.
C8--54 to 66 inches, strong-brown (7.5YR 5/8) sand; single
grain ; loose, nonsticky and nonplastic ; common
clean sand grains ; very strongly add ; gradual,
wavy boundary.
C4--6 to 80 inches, yellow (10YR 7/6) sand;.few, medium,
faint-brown (10YR 5/8) mottles, and common, fine,
distinct, very pale-brown mottles ; single grain ;
loose, nonsticky and nonelastic ; common clean sand
grains ; strongly add ; gradual, wavy boundary.
C5-W to 100 inches, light-gray (10YR 7/2) sand; single
grain ; loose, nonsticky and nonplastic ; uncoated ;
strongly add.
Lakeland soils are sands more than 72 inches thick.
The A horizon is 2 to 8 inches thick and is dark gray tQ
pale brown. The C horizon ranges from light yellowish
brown to strong brown in the upper part and from yellow
17
to light gray in the lower part. Sand grains in the upper
part of the C horizon have thin coatings of silt and clay.
Lakeland sand (la).-This is an excessively drained,
sandy soil in broad, undulating areas and on rounded di-
vides. Slopes are 0 to 6 percent. The mapped areas are
wide and long and range from 20 to several hundred
acres in size. The surface layer is dark-gray to pale-
brown sand 2 to 8 inches thick. The underlying layers,
to a depth of 72 inches or more, are sand that is light
yellowish brown to strong brown in the upper part and
yellow to light gray in the lower part.
Included with this soil in mapping were some areas
of Kenansville Wagram, and Troup soils. Also included
were some small, narrow areas of Rimini and Leon soils.
Infiltration is rapid, and surface runoff is slow. This
soil is fairly easy to keep in good tilth and can be worked
throughout a wide range of moisture content.
This soil is fairly well suited to a few locally grown
crops. Because this soil is very deep sand, it has very
severe limitations of droughtiness, leaching, very low
fertility, and susceptibility to soil blowing. Intensive
conservation practices are needed to control soil blowing
and to reduce leaching and droughtiness where this soil
is cultivated. Most of the acreage is forested. The cleared
acreage is mainly idle, and the rest is cultivated and
pastured. Capability unit IVs-1; woodland group 4s2.
Leaf Series
The Leaf series consists of poorly drained, nearly level
soils on broad, smooth flats on terraces and in shallow
dramageways on uplands. These soils formed in stream
and Coastal Plain sediments. The seasonal high water
table is at the surface.
In a representative profile, the surface layer is dark-
gray loam about 9 inches thick. The subsoil is about
61 inches thick. The upper part is gray, firm clay loam
over gray and light-gray, very firm clay. The lower part
is light-gray, firm clay loans. Below the subsoil, to a
depth of about 110 inches, is light-gray, friable clay
loam over gray sandy loam.
Leaf soils are medium in natural fertility and low in
organic-matter content. They have slow permeability,
high available water capacity, and high shrink-swell po-
tential. Most of the acreage is subject to infrequent floods
for short periods. Crops grown on these soils respond well
to lime and fertilizer.
Leaf soils are not important for farming. Most of the
acreage is forested or pastured. A seasonal high water
table, surface ponding, and, in places, infrequent floods
are the major hazards limiting the use of these soils.
Representative profile of Leaf loam, 2 miles west of
Goldsboro, 0.8 mile south of North Carolina State Hospi-
tal dairy farm on State Route 581, and 50 feet west of farm
road, in a pasture :
Ap-0 to 9 inches, dark-gray (10YR 4/1) loam, moderate,
medium, granular structure ; friable ; many small
roots ; slightly add ; clear, smooth boundary.
B1g-41 to 14 inches, gray (10YR 5/1) clay loam; few, line,
distinct, brownish-yellow mottles ; moderate, fine,
subangular blocky structure ; firm, sticky and plas-
tic ; many small roots ; common small pores filled
with dark gray surface soil; strongly add; clear,
wavy boundary.
I4$
24 SOIL SURVEY
These soils have siliceous mineralogy that is outside the
defined range for the series, but -this difference does not alter
their usefulness or behavior.
Nixonton very fine sandy loam (Nf).-This is a mod-
erately well drained soil on broad, smooth, interstream
divides. Slopes are 0 to 2 percent. The mapped areas
are near shallow drainageways and range from 10 to 30
acres in size. The surface layer is grayish-brown or gray
to pale-brown very fine sandy loam 8 to 20 inches thick.
The subsoil is pale-brown or light yellowish-brown to
brownish-yellow, very friable very fine sandy loam to silt
loam about 27 to 40 inches thick. It is mottled with light
gray, gray, strong brown, or brownish yellow in the
lower part.
Included with this soil in mapping were a few areas
of Nixonton soils that have a loam or silt loam surface
layer. In some areas are soils that are weakly cemented
in the lower part of the subsoil but otherwise are similar
to Nixonton soils. Some areas of Barclay and Exum soils
were also included.
Infiltration is moderate, and surface runoff is slow.
This soil is easy to keep in good tilth and can be worked
throughout a wide range of moisture content.
This soil is well suited to all locally grown crops. It
is used chiefly for corn, soybeans, tobacco, truck crops,
and small grain. Wetness is a moderate limitation be-
cause of the seasonal high water table. Artificial drainage
is needed for tobacco and other crops that require good
drainage. Most of the acreage is cultivated, and the rest
is pastured or wooded. Capability unit IIw-1; wood-
land group 2o7.
Norfolk Series
The Norfolk series consists of well-drained, nearly level
to sloping soils on broad, smooth, slightly convex divides.
These soils formed in Coastal Plain sediments. The sea-
sonal high water table remains below a depth of 5 feet.
In a representative profile, the surface layer is grayish-
brown and pale-brown loamy sand about 11 inches thick.
Figure 5. Water stands on somewhat poorly drained Nahunta very fine sandy loam following a heavy rain.

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WAYN,E COUNTY, NORTH CAROLINA
The subsoil is about 64 inches thick and is dominantly
yellowish-brown and brownish-yellow, friable sandy clay
loam.
Norfolk soils are low in natural fertility and organic-
matter content. They have moderate permeability, me-
dium available water capacity, and low shrink-swell po-
tential. Crops grown on these soils respond well to appli-
cations of lime and fertilizer.
Norfolk soils are the most important soils for farming
in Wayne County. Most of the acreage is cultivated, and
the rest is pastured and forested. Slope is the major
limitation for use of these soils.
Representative profile of Norfolk loamy sand, 0 to 2
percent slopes, 3 miles west of Pikeville, 0.1 mile north
of intersection of Roads 1320 and 1002, fifty feet west
of Road 1320, in a cultivated field :
Ap-0 to 8 inches, grayish-brown (10YR 5/2) loamy sand;
weak, medium, granular structure ; very friable ;
many small roots ; medium acid ; abrupt, smooth
boundary.
A2-8 to 11 inches, pale-brown (10YR 6/3) loamy sand;
weak, medium, granular structure ; very friable ;
many small roots ; few small pores filled with gray-
ish-brown surface soil; medium acid; clear, wavy
boundary.
B1-11 to 14 inches, light yellowish-brown (10YR. 6/4)
sandy loam ; weak, fine, subangular blocky struc-
ture ; friable, slightly sticky and slightly plastic,
many small roots ; few small pores filled with gray-
ish-brown surface soil ; clay coating and bridging
on most sand grains; strongly acid; clear, wavy
boundary.
B21t-14 to 34 inches, yellowish-brown (10YR 5/8) sandy
clay loam ; weak, fine, subangular blocky structure ;
friable, slightly sticky and slightly plastic ; com-
mon small roots ; thin discontinuous clay films on
faces of peds and in pores ; very strongly acid ;
gradual, wavy boundary.
B22t-34 to 48 inches, brownish-yellow (10YR. 6/8) sandy
clay loam ; few, fine, distinct, red mottles ; weak,
fine, subangular blocky structure ; friable, slightly
sticky and slightly plastic ; few small roots ; thin clay
films on faces of peds and in pores ; very strongly
acid ; gradual, wavy boundary.
B23t-48 to 65 inches, yellowish-brown (10YR 5/6) sandy
clay loam ; common, fine, distinct, gray mottles, and
common, medium, prominent, yellowish-red (5YR
5/8) mottles; weak, fine, subangular blocky struc-
ture ; friable, slightly sticky and slightly plastic ;
thin clay films on faces of peds and in pores; very
strongly acid ; gradual, wavy boundary.
B3t-65 to 75 inches, yellowish-brown (10YR 5/8) sandy
clay loam ; common, medium, distinct, light-gray
(10YR 7/1) and strong brown (7.5YR 5/6) mottles,
and common, fine, prominent, yellowish-red mottles ;
weak, fine, subangular blocky structure ; friable,
slightly sticky and slightly plastic ; thin discon-
tinuous clay films on faces of peds and in pores ;
few nodules thickly coated with clay ; very strongly
acid.
Norfolk soils have a solum more than 60 inches thick. The
A horizon ranges from 4 to 20 inches in thickness and is
loamy sand to sandy loam. The Ap and Al horizons are
grayish brown in the uneroded areas to yellowish brown
in the more eroded areas. The A2 horizon is pale brown to
light yellwwish brown. The B horizon is more than 56
inches thick and is sandy clay loam to sandy loam. It is
commonly yellowish brown and brownish yellow but ranges
from light yellowish brown to strong brown. It is mottled
with gray, light gray, strong brown, and yellowish red in
the lower part.
Norfolk loamy sand, 0 to 2 percent slopes (NoA).-
This is a well-drained soil on smooth, broad divides. It
25
has the profile described as representative of the series.
The mapped areas are irregular in shape and range from
5 to about 200 acres in size. The surface layer is grayish-
brown loamy sand 10 to 20 inches thick. The subsoil is
friable sandy clay loam to sandy loam more than 56
inches thick (fig. 6). It is commonly yellowish brown
and brownish yellow but ranges from light yellowish
brown to strong brown.
Included with this soil in mapping were a few areas
of Norfolk soils that have a sandy loam or very fine sandy
loam surface layer. Also included were some areas of
Goldsboro, Ruston, and Wagram soils.
Infiltration is moderate, and surface runoff is slow.
This soil is easy to keep in good tilth and can be worked
throughout a wide range of moisture content.
This soil is well suited to all locally grown crops and
is used mainly for tobacco, corn, soybeans, truck crops,
cotton, and small grain. Tobacco is especially well suited.
There are no major hazards or limitations to intensive
use of this soil for farming or other uses. Almost all of
Figure 6.-Profile of Norfolk loamy sand, 0 to 2 percent slopes.
150
26
SOIL SURVEY
the acreage is cultivated. Capability unit I-1; woodland
group 2ol.
Norfolk loamy sand, 2 to 6 percent slopes (NoB).-
This is a well-drained soil on smooth sides of divides.
The mapped areas are elongated and range from 5 to
30 acres in size. The surface layer is grayish-brown loamy
sand 10 to 20 inches thick. The subsoil is friable sandy
clay loam to sandy loam more than 56 inches thick. It is
commonly yellowish brown and brownish yellow, but
ranges from light yellowish brown to strong brown.
Included with this soil in mapping were a few areas
of Norfolk soils that have a loam or very fine sandy
loam surface layer. Also included were small areas of
Bibb soils in short, narrow drainageways and areas of
Ruston, Goldsboro, and Wagram soils.
Infiltration is moderate, and surface runoff is medium.
This soil is easy to keep in good tilth and can be worked
throughout a wide range of moisture content.
This soil is well suited to all locally grown crops. It
is used mainly for corn, tobacco, soybeans, truck crops,
and small grain. Tobacco is especially well suited (fig. 7 ) .
Because of slope, the erosion hazard is moderate and
conservation practices, such as contour row arrangement,
are needed to effectively control runoff and erosion where
this soil is cultivated. Nearly all of the acreage is culti-
vated and pastured. The rest is forested. The forested
areas are on the shortest slopes of this mapping unit.
Capability unit Ile-1; woodland group 2ol.
Norfolk loamy sand, 6 to 10 percent slopes (NoC).-
This is a well-drained soil on short sides of divides. The
mapped areas are long and narrow and range from 5 to
20 acres in size. The surface layer is grayish-brown loamy
sand 8 to 20 inches thick. The subsoil is friable sandy
clay loam to sandy loam more than 56 inches thick. It is
commonly yellowish brown and brownish yellow but
ranges from light yellowish brown to strong brown.
Included with this soil in mapping were a few areas of
Norfolk soils that have a sandy loam or very fine sandy
loam surface layer. Also included were a few areas of
Ruston, Wagram, Craven, and Kalmia soils.
Infiltration is moderate, and surface runoff is medium.
This soil is easy to keep in food tilth and can be worked
over a wide range of moisture content.
This soil is well suited to most locally grown crops,
but the size and shape of the mapped areas limit use for
row crops. Because of slope, the erosion hazard is severe,
and intensive conservation practices are necessary to
effectively control runoff and erosion in cultivated areas.
Most of the acreage is forested. The rest is pastured or
cultivated. Capability unit IIIe-1; woodland group 2o1.
Figure 7.-Tobacco and corn on Norfolk loamy sand, 2 to 6 percent slopes.
/S/
28
SOIL SURVEY
cultivated. The dominant trees in forested areas are lob-
lolly pine, but pond pine and hardwoods also grow.
A seasonal high water table and surface ponding are
the major hazards limiting the use of these soils.
Representative profile of Pantego loam, 6.4 miles east
of Goldsboro and 400 feet north of U.S. Highway No.
70, in a cultivated field :
Ap-0 to 9 inches, black (10YR 2/1) loam ; weak, medium,
granular structure ; very friable ; many small roots ;
strongly acid; clear, wavy boundary.
A2-9 to 12 inches, very dark gray (10YR 3/1) loam ; com-
mon, medium, distinct, light brownish-gray (10YR
6/2) mottles; weak, medium, granular structure;
very friable ; many small roots ; common small pores
filled with black surface soil; very strongly acid;
clear, wavy boundary.
B1g-12 to 16 inches, gray (10YR 5/1) sandy clay loam;
few, fine, distinct, brownish-yellow mottles ; weak,
fine, subangular blocky structure ; friable, slightly
sticky and slightly plastic ; common small pores
filled with black surface soil ; thin discontinuous clay
films on faces of peds ; very strongly acid ; clear,
wavy boundary.
B21tg-16 to 46 inches, light brownish-gray (10YR 6/2)
sandy clay loam ; common, coarse, distinct, brownish.
Yellow (10YR 6/6) mottles, and few, fine, prominent,
yellowish-red mottles ; weak, fine, subangular blocky
structure ; friable, slightly sticky and slightly plas.
tic ; thin discontinuous clay films on faces of peds ;
extremely add; gradual, wavy boundary.
B22tg-46 to 54 inches, gray (10YR 6/1) sandy clay loam;
common, medium, distinct, strong brown (7.5YR
5/6) mottles, and few, fine, prominent, yellowish-
red mottles; weak, fine, subangnlar blocky strue.
tore ; friable, slightly sticky and slightly plastic ;
clay films in large pores ; extremely add ; gradual,
wavy boundary.
B39-54 to 65 inches, light-gray (2.5Y 7/2) sandy loam,
pockets of sandy clay loam ; few, fine, prominent,
strong-brown mottles ; massive ; friable, slightly
sticky and slightly plastic; clay films in large pores;
extremely acid.
Pantego soils have a solum more than 60 inches thick. The
A horizon ranges from 10 to 20 inches in thickness and is
black to very dark gray. The B horizon is more than 50
inches thick and is sandy clay loam to sandy loam. It is
gray or light gray to light brownish gray mottled with
brownish yellow, strong brown, and yellowish red.
Pantego loam (Po).-This is a very poorlyy drained soil
in oval depressions and wide, shallow drainageways.
Slopes are less than 2 percent. The mapped areas are
generally as long as :they are wide and range from 5 to 150
acres in size. The surface layer is black to very dark pray
loam 10 to 20 inches thick. The subsoil is gray or light
gray to light brownish-gray, friable sand clay loam to
sandy
b wloam more than 50 inches thick. It is mottled with
ro nish yellow, strong brown, and yellowish red.
Included with this soil in mapping were areas of Pan-
tego soils that have a sandy loam surface layer. Also
included were some areas of Rains soils.
Infiltration is moderate, and surface runoff is very slow.
The water ponds in some places. This soil is easy to
keep in good tilth and can be worked throughout a wide
range of moisture content.
Where artificially drained, this soil is well suited to
a few locally grown crops, mainly corn and soybeans.
Wetness is a severe limitation because of the seasonal
high water table and surface ponding, and surface and
subsurface drainage is needed where this soil is culti-
vated or pastured. Nearly all the acreage is forested with
loblolly pine and mixed hardwoods. The rest is pastured
and cultivated. Capability unit IIIw-3; woodland group
1w9.
Rains Series
The Rains series consists of poorly drained, nearly level
soils on broad, smooth flats on lnterstream areas and
in oval depressions. These soils formed in Coastal Plain
sediments. The seasonal higgh water table is at the surface.
In a representative profile, the surface layer is dark
gray and gray sandy loam about 13 inches thick. The
subsoil is about 65 inches thick. The upper part is gray,
friable sandy loam 'and sandy clay loam mottled with
brownish yellow, dark grayish brown, yellowish brown,
and yellowish red. The lower part is gra , friable sandy
loam that contains pockets of sandy clay loam.
Rains soils are low in natural fertility and organic-
matter content. They have moderate permeability, me-
dium available water capacity, and low shrink-swell po-
tential. Crops grown on these soils respond well to lime
and fertilizer.
Rains soils are important for farming. Most of the
acreage is in forest; and the rest is cultivated and pas-
tured. A seasonal high water table and surface ponding
are the major hazards limiting the use of these soils.
Representative profile of Rains sandy loam, 0.5 mile
south of Nahunta School, 100 feet east of State Route
581, in a cultivated field :
Ap-0 to 10 inches, dark-gray (10YR 4/1) sandy loam, weak,
medium, granular structure; very friable ; many
small roots; strongly add; abrupt, smooth boundary.
A2-10 to 13 inches, gray (10YR 6/1) sandy loam; weak,
medium, granular structure ; very friable ; many
small roots ; many small pores ; very strongly acid ;
clear, wavy boundary.
BIg-13 to 18 inches, gray (10YR 5/1) sandy loam; few,
medium, distinct, brownish-yellow (10YR 6/6) mot-
tles; weak, fine, subangular blocky structure; fri-
able, slightly sticky and slightly plastic ; common
small pores ; very strongly acid ; clear, wavy bound-
ary.
B21tg-18 to 36 inches, gray (10YR 6/1) sandy clay loam;
common, medium, distinct, brownish-yellow (10YR
6/6 mottles ; weak, fine, subangular blocky struc-
ture; friable, slightly sticky and slightly plastic ;
thin discontinuous clay films on faces of peds and
in pores ; common small pores ; very strongly acid ;
gradual, wavy boundary.
B22tg-36 to 55 inches, gray (10YR 5/1) sandy clay loam;
common, medium, faint, dark grayish-brown (10YR
4/2) mottles, common, fine, distinct yellowish-brown
mottles, and few, fine, prominent, yellowish-red
mottles; weak, fine, subangular blocky structure;
friable, slightly sticky and slightly plastic; thin
discontinuous clay films on faces of peds and in
pores ; few large root holes ; very strongly acid ;
gradual boundary.
B3g--55 to 78 inches, gray (10YR 5/1) sandy loam; pockets
of sandy clay loam ; few, fine, faint, light-gray mot-
tles, and few, fine, distinct, brownish-yellow mottles;
massive; friable, slightly sticky and slightly plastic;
few large root holes ; extremely acid.
Rains soils have a solum more than 60 inches thick. The
A horizon ranges from 10 to 15 inches in thickness and is
dark gray or gray to very dark gray. The very dark gray
part of the A horizon, where present, is less than 8 inches
thick. The B horizon is more than 50 inches thick and is
sandy clay loam to sandy loam. It is gray to light gray mot-
tled with dark grayish brown, brownish yellow, yellowish
brown, and yellowish red.
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ie
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WAYNE COUNTY, NORTH CAROLINA
Rains sandy loam (Ra).-This is a poorly drained soil
in oval depressions and on smooth flats in broad areas
between streams. Slopes are 0 to 2 percent. The mapped
areas are generally as wide as they are long and range
from 5 to several hundred acres in size. The surface layer
is dark-gray or gray to very dark gray sandy loam 10 to
15 inches thick. The very dark gray part of the surface
layer, where present, is less than 8 inches thick. The sub-
soil is gray to light-gray, friable sandy clay loam to
sandy loam more than 50 inches thick. It is mottled with
dark grayish brown, brownish yellow, yellowish brown,
and yellowish red (fig. 8).
Included with this soil in mapping were a few areas
of Rains soils that have a loam and very fine sandy
loam surface layer. Also included were some areas of
Lynchburg, Pantego, and Torhunta soils.
Infiltration is moderate, and surface runoff is slow.
The water ponds in some places. This soil is easy to keep
in good tilth and can be worked throughout a wide range
of moisture content.
Where artificially drained, this soil is well suited to
a few locally grown crops, mainly corn and soybeans.
29
The principal trees in forested areas are loblolly pine.
Wetness is a severe limitation because of surface pond-
ing and the seasonal high water table. Surface and sub-
surface drainage is needed where this soil is cultivated
or pastured. Most of the acreage is in forest, and the
rest is cultivated and pastured. Capability unit IIIw-3;
woodland group 2w3.
Rimini Series
The Rimini series consists of excessively drained,
nearly level soils in broad areas between the "Carolina
Bays." These soils formed in Coastal Plain sediments.
The seasonal high water table is at a depth of about
212 feet.
In a representative profile, the surface layer is gray
sand about 9 inches thick. The subsurface layer is light-
gray sand about 45 inches thick. Below this, to a depth
of about 75 inches, is very dark-brown, friable, weakly
cemented sand.
Rimini soils are very low in natural fertility and or-
ganic-matter content. They have moderate permeability,
very low available water capacity, and very low shrink-
swell potential. Crops grow rather poorly.
Rimini soils are not important for farming. Most of
the acreage is in forest. Very low fertility, leaching,
droughtiness, and soil blowing are the major hazards
limiting the use of these soils.
Representative profile of Rimini sand, 12 miles south
of Goldsboro, 1.1 miles southeast of intersection of State
Route 111 and Road 1744, 50 feet south of light pole
number 1231, in a wooded area :
OI-a inch to 0, dark reddish-brown, partially decomposed
leaves ; many small roots.
All-O to 4 inches, gray (10YR 5/1) sand; single grain;
loose ; many small roots ; very strongly acid ; clear,
wavy boundary.
A12-4 to 9 inches, gray (10YR 6/1) sand; single grain;
loose ; many small roots ; very strongly acid ; clear,
wavy boundary.
A21-9 to 18 inches, light-gray (10YR 7/2) sand; common,
medium, faint, brown (10YR 5/3) mottles, a few
of which are weakly cemented ; single grain ; loose ;
common small roots ; faint coatings on one-half of
sand grains ; strongly acid ; gradual, wavy boundary.
A22-18 to 54 inches, light-gray (10YR 7/2) sand; com-
mon, fine, faint, pale-brown mottles ; single grain ;
loose ; nonsticky and nonplastic ; few small roots ;
very faint coatings on one-half of sand grains ;
strongly acid ; gradual, wavy boundary.
Bh-54 to 75 inches, very dark-brown (7.5YR 2/2 sand;
massive ; friable ; weakly cemented ; nonsticky and
nonplastic ; sand grains coated and bridged with
humus ; strongly acid.
Rimini soils have a solum that ranges from 35 to about
90 inches in thickness. The A horizon is 30 to 60 inches
thick. The Ap and Al horizons are dark gray to gray.
The A2 horizon is light gray to white. The Bh horizon
ranges from 5 to 30 inches in thickness and is friable and
weakly cemented sand to loamy sand. It is very dark
brown or dark reddish brown to black.
Rimini sand (Rm).-This is an excessively drained soil
in broad areas mostly between the "Carolina Bays."
Slopes are 0 to 2 percent. The mapped areas are about as
wide as they are long and range from 10 to 40 acres in size.
The surface and subsurface layers are dark-gray to gray
sand and have a combined thickness of 30 to 60 inches. The
subsoil is very dark-brown or dark reddish-brown to
Figure 8.-Profile of Rains sandy loam.
Is-
3
10
SOLI. SURVDY
become cloddy if worked when wet. This affects ger-
mination and causes poor or uneven crop growth.
This soil is suited to most locally grown crops and is
used for corn, soybeans, and small grain. The erosion
hazard is moderate because of slope and slow permea-
bility. Conservation practices are needed to effectively
control runoff and erosion in cultivated areas. Most of
the acreage is forested, and the rest is cultivated and
pastured. Capability unit IIe-3; woodland group 3w2.
Craven sandy loam, 6 to 10 percent slopes, eroded
(CrC2).-This is a moderately well drained soil on short
sides of divides. The mapped areas are narrow and
long and range from 5 to 20 acres in size. The surface
layer ranges from grayish brown in the less ero(red
areas to yellowish brown in the more eroded areas and
is dominantly sandy loam 4 to 8 inches thick. In places,
it is a mixture of material from the original surface
layer and from the subsoil. The subsoil is brownish-
yellow to yellowish-red, very firm clay to firm clay loam
36 to 52 inches thick. It is mottled with gray, yellow,
red, and strong brown in the lower part.
Included with this soil in mapping were a few areas
of Craven soils that have a surface layer of loamy sand
or very fine sandy loam and some severely eroded spots
where the subsoil is exposed. Also included were a few
areas that have slopes greater than 10 percent. Some
areas of Norfolk, Ruston, and Wagram soils were also
included.
Infiltration is moderately slow, and surface runoff is
rapid. Because the surface layer is thin, this soil is
difficult to keep in good tilth and can be worked within
only a narrow range of moisture content. The severely
eroded spots crust as they dry after a hard rain or
become cloddy if worked when wet. This affects ger-
mination and causes poor or uneven crop growth.
This soil is fairly well suited to most locally grown
crops, but the size and shape of the mapped areas limit
their use for cultivation. The cleared areas are used
chiefly for pasture, small grain, and hay crops. The
erosion hazard is severe because of slope and slow per-
meability. Intensive conservation practices are needed to
control runoff and erosion in cultivated areas. Most of
the acreage of this soil is forested, and the rest is chiefly
cultivated or pastured. Capability unit IIIe-2; woodland
group 3w2.
Dragston Series
The Dragston series consists of somewhat poorly
drained, nearly level soils in smooth, flat areas on broad
interstream divides on uplands and terraces. These soils
formed in Coastal Plain and stream sediments. The sea-
sonal high water table is about 11/2 feet below the surface.
In a representative profile, the surface layer is dark
gray and light brownish-gray loamy sand about 12 inches
thick. The subsoil is about 36 inches thick. The upper
part is pale-brown and light yellowish-brown, very fri-
able and friable sandy loam, and the lower part is
grayish-brown, very friable loamy sand. Below the sub-
soil, to a depth of about 75 inches, is light-gray, loose
sand.
Dragston soils are low in fertility and organic-matter
content. They have moderately rapid permeability, me-
dium available water capacity, and low shrink-swell po-
tential. Crops grown on these soils respond well to lime
and fertilizer.
Dragston soils are of minor importance for farming.
About half of the acreage is cultivated, and the rest is
pastured and forested. A seasonal high water table is
the major limitation for use.
Representative profile of Dragston loamy sand, 14
miles south of Goldsboro, 0.3 mile southeast of intersec-
tion of Roads 1949 and 1744, 0.2 mile south of Road
1949, in a cultivated field :
Ap-0 to 8 inches, dark-gray (10YR 4/1) loamy sand; weak,
medium, granular structure ; very friable ; many
small roots ; strongly acid ; clear, smooth boundary.
A2-8 to 12 inches, light brownish-gray (10YR 6/2) loamy
sand; weak, medium, granular structure; very fri-
able ; many small roots ; strongly acid ; clear, wavy
boundary.
Blt-12 to 16 inches, pale-brown (10YR 6/3) sandy loam;
common, medium, faint, light yellowish-brown (10YR
6/4) mottles; weak, fine, subangular blocky struc-
ture ; very friable ; many small roots ; clay coating
and bridging on sand grains ; very strongly acid ;
clear, wavy boundary.
B21t-16 to 28 inches, light yellowish-brown (10YR 6/4)
sandy loam ; common, medium, faint, light brownish-
gray (10YRR 6/2), and yellowish-brown (10YR 5/4)
mottles ; weak, line, subangular blocky structure ;
friable, slightly sticky and slightly plastic ; many
small roots ; common pores ; thin, discontinuous
clay films on faces of peds ; very strongly acid ;
gradual, wavy boundary.
B22t-28 to 42 inches, pale-brown (10YR 6/3) sandy loam;
common, medium, faint, light-gray (10YR 7/1) and
yellowish-brown (10YR 5/4) mottles; weak, fine,
subangular blocky structure ; friable, slightly sticky
and slightly plastic ; common small roots ; thin dis-
continuous clay films on faces of a few peds ; very
strongly acid ; gradual, wavy boundary.
Bag- 42 to 48 inches, grayish-brown (10YR 5/2) loamy
sand; common, coarse, faint-brown (10YR 5/3)
mottles, and common, medium, faint, light-gray
(10YR 7/1) mottles; weak, fine, subangular blocky
structure ; very friable, slightly sticky and non-
elastic; thin clay coatings on sand grains; extremely
acid ; gradual, irregular boundary.
09-48 to 75 inches, light-gray (10YR 7/1) uncoated sand
and pockets of grayish-brown (10YR 5/2), faintly
coated sand ; single. grain ; loose ; extremely acid.
Dragston soils have a solum that ranges from 35 to 60
inches in thickness. The A horizon is 12 to 20 inches thick.
The Ap and Al horizons are dark gray to grayish brown.
The A2 horizon is light brownish gray to very pale brown.
The Bt horizon is 23 to 40 inches thick. It is pale brown
to yellowish brown and is mottled with light brownish gray,
gray, brownish yellow, and strong brown. The lower part
of the B horizon is grayer than the upper part. The C hori-
zon is commonly light gray and ranges from uncoated sand
to sandy loam.
Dragston loamy sand (DO.-This is a somewhat poorly
drained soil on broad, smooth flats of interstream divides.
Slopes are 0 to 2 percent. The, mapped areas are wide
and range from about 20 to 50 acres in size. The surface
layer is-dark-gray to grayish-brown loamy sand 12 to
20 inches thick. The subsoil is pale-brown to yellowish-
brown, friable sandy loam 23 to 40 inches thick and is
mottled with gray, light brownish gray, brownish yellow,
and strong brown. The lower part of the subsoil is
grayer than the upper part.
Included with this soil in mapping were a few areas
of Dragston soils that have a sandy loam surface layer
and a few areas of soils that have a thicker surface layer
/s4
WAYNE COUNTY, NORTH CAROLINA
but otherwise are similar to Dragston soils. Also included
were some areas of Weston, Lynchburg, Rains, Johns, and
Lumbee soils.
Infiltration is moderate, and surface runoff is slow.
This soil is easy to keep in good tilth and can be worked
throughout a wide range of moisture content.
Where artificially drained, this soil is well suited to
most locally grown crops. Corn and soybeans are the
main crops, but small grain, truck crops, and pasture
crops are also important. The dominant trees in wooded
areas are loblolly pine. This soil has a moderate wetness
limitation because of a seasonal high water table. Drain-
age is needed for most crops. About half of the acreage
is cultivated. The rest is in pasture and forest. Capability
unit IIw-2; woodland group 2w8.
Exum Series
The Egum series consists of moderately well drained,
nearly level soils on. smooth, broad divides. These soils
formed in Coastal Plain sediments. The seasonal high
water table is at a depth of about 21h feet.
In a representative profile, the surface layer is grayish-
brown and pale-brown very fine sandy loam out 10
inches thick. The subsoil is about 55 inches thick and is
yellowish-brown, friable clay loam in the upper part. The
lower Part is light yyellowish=brown, friable loam mottled
with light brownish &rray and red. Below the subsoil, to
a depth of about 70 inches, is pale-brown, friable loam
mottled with light gray, brownish yellow, and red.
Exum soils are low in natural fertility and organic-
matter content. They have moderate permeability, high
available water capacity, and low shrink-swell potential.
Crops grown on these soils respond well to lime and
fertilizer.
Exum soils are important for farming, and most of
the acreage is cultivated. A seasonal high water table
is the mayor hazard limiting the use of these soils.
Representative profile of Exum very fine sandy loam,
0.3 mile west of Fremont, 50 feet south of Road 1359,
in a cultivated field :
Ap-0 to 9 inches, grayish-brown (10YR 5/2) very fine sandy
loam ; weak, medium, granular structure ; very fri-
able ; many small roots ; medium acid ; abrupt,
smooth boundary.
A2-9 to 10 inches, pale-brown (10YR 6/3) very fine sandy
loam; weak, medium, granular structure; very fri-
able ; many small roots ; common small pores filled
with grayish-brown surface soil ; medium acid ; clear,
wavy boundary.
B21t-10 to 24 inches, yellowish-brown (10YR 5/6) clay
loam ; moderate, fine, subangular blocky structure ;
friable, sticky and plastic ; common small roots ;
few small pores filled with grayish-brown surface
soil ; thin, discontinuous clay films on faces of peds ;
strongly acid; gradual, wavy boundary.
B22t-24 to 40 inches, light yellowish-brown (10YR 6/4)
loam ; common, medium, distinct, light brownish-
gray (10YR 6/2) and red (2.5YR 5/8) mottles;
moderate, fine, subangular blocky structure ; friable,
slightly sticky and slightly plastic ; thin clay films
on faces of peds and in pores ; very strongly acid ;
gradual, wavy boundary.
B3t---40 to 65 inches, light yellowish-brown (10YR 6/4)
loam ; many, coarse, distinct, light brownish-gray
(10YR 6/2) mottles, and few, medium, prominent,
red (2.5YR 5/8) mottles; moderate, fine, subangular
blocky structure ; friable, slightly sticky and slightly
11
plastic ; thin clay films on faces of peds and in pores ;
very strongly acid; gradual, irregular boundary.
C-65 to 70 inches, pale-brown (10YR 6/3) loam; many,
coarse, distinct, light-gray (10YR 7/1) and brown-
ish-yellow (10YR 6/6) mottles, and few, fine, promi-
nent, red mottles; massive; friable, slightly sticky
and slightly plastic; very strongly acid..
Exum soils have a solum that is more than 60 inches thick.
The A horizon is 8 to 15 inches thick. The Ap and Al hori-
zons are grayish brown to dark grayish brown, and the
A2 horizon is pale brown to light yellowish brown. The B
horizon is more than 50 inches thick and is loam to clay
loam. The sand is dominantly very fine sand. The B horizon
is pale brown to yellowish brown mottled with light brown-
ish gray, brownish yellow, and red. The grayish mottles
are within 30 inches of the surface. The C horizon is mot-
tled pale brown, light gray, and brownish yellow, and is
very fine sandy loam to clay loam.
Egum very fine sandy loam (Ex).-This is a moderately
well drained soil on broad, smooth divides. Slopes are
0 to 2 percent. The mapped areas are near shallow
drainageways. These areas are nearly as wide as they are
long and range from 10 to 24 acres in size. The surface
layer is grayish-brown to dark grayish-brown very fine
sandy loam 8 to 15 inches thick. The subsoil is pale-brown
to yellowish-brown, friable loam to clay loam more than 50
inches thick. It is mottled with light brownish gray,
brownish yellow, and red in the lower part.
Included with this soil in mapping were a few areas
of Exum soils that have a loam, silt loam, and fine sandy
loam surface layer. In a few small areas are soils that
have brittle consistence in the lower part of the subsoil
but otherwise are similar to Exum soils. Some areas of
Aycock, Nahunta, Norfolk, and Goldsboro soils were
also included.
Infiltration is moderate, and surface runoff is slow.
The soil is easy to keep in good tilth and can be worked
throughout a wide range of moisture content.
This soil is well suited to all locally grown crops.
It is used mainly for corn, soybeans, tobacco, small grain,
and truck crops. Wetness is a moderate limitation because
of the seasonal high water table. In places artificial
drainage is needed for tobacco and other crops that
require good drainage. Most of the acreage is cultivated.
The rest is in pasture and forests. Capability unit IIw-1;
woodland group 2w8.
Goldsboro Series
The Goldsboro series consists of moderately well
drained, nearly level soils on smooth, broad divides.
These soils formed in Coastal Plain sediments. The sea-
sonal high water table is at a depth of about 21/2 feet.
In a representative profile, the surface layer is grayish-
brown and pale-brown loamy sand about 12 inches thick.
The subsoil extends to a depth of about 76 inches. The
upper part is brownish-yellow and yellowish-brown, fri-
able sandy loam and sandy clay loam. The middle part is
pale-brown, friable sandy clay loam mottled with gray
and yellowish brown. The lower part is gray, friable
sandy clay loam and sandy loam mottled with red and
brownish yellow.
Goldsboro soils are low in natural fertility and organic-
matter content. They have moderate permeability, medi-
um available water capacity, and low shrink-swell poten-
ITS
Appendices
Table 8.01d (continued)
Name Depth pH K Hydrology Plasti- --- Textural Classification------ -----
Group city USDA Unified AASHTO
CROATAN 0-28 4.5 D NP MUCK PT
28-38 3.6-6.5 0.17 D NP-10 SI, FSL, MK-SL SM, Sc, SM-SC A-2, A-4
38-60 3.6-6.5 0.24 D 4-15 1., CL, SCL CL, CL-MI., SC,
SMSC A-4, A-6
60-80 D NP Var
CURRTTUCK 0-14 45-5.5 D NP MUCK, MPT PT A-8
14-28 3.6-5.5 D NP MUCK PT A-8
28-60 3.6-5.5 D NP IS, S SM, SPSM A-2, A-3
DARE 0-70 3.6-4.4 D NP MUCK PT
70-80 3.6-.0 0.15 D NP SR-FS-LS SM, SP-SM A-2, A-3
DAVIDSON 0-7 4545 0.28 B 3-15 L CL, CL-ML,ML A-4, A-6
0-7 4545 0.28 B 5-18 CL, SCL CL, SC, CL-ML,
SM-SC A-6, A-4
7-12 4.5-60 032 B 11-25 CL CL A-6
12-53 4.5-60 0.24 B 12-33 C CL, CH, MI, ME A-7, A-6
53-72 4540 0.28 B 7-30 C, CL, SCL CL, MI, MH A-4, A-6, A-7
DELANCO 0-11 3.6-5.5 0.37 C NP-15 SIL, FSL ML, CL, SM. SC A-4, A-6
11-36 3.6-5.5 032 C 10-25 SICI, CL, L CL, ML A-6, A-7
36-50 3.6-5.5 0.28 C NP-15 SR-GRSL-SICL MI, CL, SM, SC A-2, A4, A-6
DELOSS 0-18 4.5-65 0.15 B/D NP-4 LFS SM A-2
0-18 4.545 014 B/D NP-7 SL, FSI, L SM, SM-SC,MI,,
CL-ML A-2, A-4
18-56 4.5-5.5 0.24 B/D 4-22 SCI, CL, FSL SMSC,SC,
CL MI CL A-4, A-6, A-7
56-80 B/D NP Var
DOROVAN 0-3 3.64.4 D NP MPT,MUCK PT
3-74 3.64.4 D NP MUCK PT
74-99 45-5.5 D NP-7 S. IS, L SP-SK SMSC,SM A-I,A-3,A-4,A-2-4
DOTHAN 0-13 45-5.5 0.15 B NP LFS, IS SM A-2
0-13 4.5-5.5 0.24 B NP-5 FSL, SL SM, SMSC A-2, A-4
13-33 4.5-5.5 0.28 B NP-16 SCL, SL, FSL SMSC, Sc, SM A-2, A4, A-6
33-60 4.5-5.5 0.28 B 4-23 SCI, Sc SM-SC, CGML, CL A-2, A4, A-6, A-7
DRAGSTON 0-9 4.5-5.5 0.20 C NP-8 FSI, SL, L SM, Sc, SMSC,
CL-ML A-2, A-4
0-9 4.5-5.5 0.17 C NP-7 LFS, IS SM, SMSC A-2
9-37 4.5-5.5 0.17 C NP-10 FSL, SI, L SM, SC, SMSC,
CL-ML A-2, A-4
37-66 4.5-6.5 0.17 C NP-7 S. IS, FSL SM, SP-SM, SMSC A-1, A-2, A-3
DUCKSTON 0-72 3.6-8.4 0.10 A/D NP S, FS SP-SM,SP A-3
DUNBAR 0-8 45-5.5 032 D NP-7 SL, FSL, L SM, SMSC A-2, A-4
8-80 3.6-5.5 0.32 D I8-35 SC, CL, C CL, CH A-6, A-7
DUPLIN 0-8 5.1-7.3 0.24 C NP-7 SI, FSL, IS SM, SMSC A-2, A-4
8-80 45-5.5 0.28 C 13-35 SC, CL, C CL, CH, SC A-6, A-7
DURHAM 0-16 4.5-6.0 0.17 B NP-3 LCOS, LS SM A-2
0-16 4.5-6.0 0.24 B NP-7 SI, FSL SM, SMSC A-2, A-4
16-36 4.5-5.5 0.20 B 10-25 SCI, CL SC, CL A-2, A-6, A-7
36-42 45-5.5 0.20 B 13-28 CL, SC, SCL SC, CL A-6, A-7
4248 4.5-5.5 0.20 B NP-10 SCL, SL SM, SC, SMSC A-2, A4
48-60 4.5-5.5 0.17 B NP-7 IS, SL, SCL SM, SMSC A-2, A-4
EDNEYVILLE 0-10 4.5-6 0.24 B NP-7 FSL, SL SM, SMSC A-2, A-4
0-10 45-6.0 018 B NP-10 I, SEL ML, CL-MI CL A-4
10-60 45-6.0 0.20 B 6-15 FSI, SL, L SM, SM-SC A-2, A-4, A-6
'See Tables 8.01 b, 8.01 c and Figure 8.01d for definition of symbols.
8.01.19
Appendices U6
Table 8.01d (continued)
Name Depth pH K Hydrology Plasti- ------Textural classification---- --
Group city USDA Unified AASHTO
JOHNSTON 0-30 4.5-5.5 0.17 D 2-14 MK-L OL, ML, CL-ML A-8, AA, A-5
0-30 4.5-5.5 0.20 D NP-10 L, SL, FSL ML, SM A-2, A-4
30-34 45-5.5 0.17 D NP SR-SS SM, SP-SM A-2, A-3
34-60 45-5.5 0.17 D NP-10 SR-FSL-SL SM A-2, A4
KALIvIIA 0-14 4.5-6.0 0.15 B NP IS, LFS SM, SMSC, Sc A-2
0-14 4.5-6.0 0.20 B NP-10 SL, FSL SM, SMSC, SC A-2, A4
14-32 4.5-5.5 0.24 B 4-15 SCL SC, SMSC A-2, A4, AS
32-60 4.5-5.5 0.10 B NP is' s SM, SP-SM, SP A-2, A-3
KENANSVILLE 0-24 45-6.0 0.15 A NP IS, LFS SM, SPSM A-1, A-2
0-24 4.5-6.0 0.15 A NP FS, S SM, SPSM A-1, A-2
24-36 45-6.0 0.15 A NP-10 SL, FSL SM, SC, SM-SC A-2, A-4
36-80 45-6.0 0.10 A NP S. IS SP-SM, SM A-1, A-2, A-3
KERSHAW 0-80 4.5-6.0 0.10 A NP S, COS, FS SP, SP-SM, SW A-2, A-3
KINSTON 0-12 4540 0.24 B/D NP-10 FSL SM, SC, SM-SC A-2, A4
0-12 4540 0.37 B/D 4-15 L, SIL ML, CL, CL-ML A4, A-6
12-60 4.5-5.5 0.32 B/D 8-22 L, Cl, SCL CL A4, A-6, A-7
60-72 B/D NP Var
KUREB 0-80 45-7.3 0.10 A NP S. COS, FS SP, SP-SM A-3
LAKELAND 043 45-60 0.10 A NP S, FS SPSM A-3, A-2-4
43-80 4.540 0.10 A NP S, FS SP, SP-SM A-3, A-2-4
LEAF 0-9 3.6-5.5 032 D 5-15 SIL, VFSL ML, CL A4, A-6
0-9 3.6-5.5 028 D 5-12 FSL, L ML A4, A-6
9-72 3.6-5.5 0.32 D 20-38 SICL, SIC, C CL, CH A-7
LEAKSVILLE 0-9 5.1-6.5 0.43 D 6-16 SIL, L. SICL ML, CL•ML A4, A-6
9-18 6.1-7.8 0.24 D 35-75 CL, C, SIC CH A-7
18-24 6.1-7.8 0.24 D 2045 CL, SICL CL, CH A-7
24-30 D WB
30 D UWB
LENOIR 0-8 45-5.5 037 D 4-10 L, SIL, VFSL ML, CL, CL-ML A4
8-75 45-5.5 032 D 11-35 C, SIC, CL CL, CH A-6, A-7
LEON 0-15 3.6-5.5 0.10 B/D NP S. FS SP, SP-SM A-3, A-2-4
15-30 3.6-5.5 0.15 B/D NP S. FS, IS SM, SP-SM, SP A-3, A-24
30-80 3.6-5.5 0.10 B/D NP S, IS SP, SPSM A-3, A-24
LIDDELL 0-8 45-5.5 0.43 B/D 2-10 L, SIL, VFSL ML, CL-ML A4
8-65 45-5.5 0.43 B/D 2-10 L, SIL, VFSL ML, CI ML A4
LILLINGTON 0-16 4.540 0.15 B NP GR-LS, GR-SL GM, GP-GM, SM,
SPSM A-1, A-2
16-44 4.5-5.5 0.15 B NP-10 GRSCI GR-CL GM, GC, SM. SC A-1, A-2, A-4
44-80 4.5-5.5 0.10 B NP SR-GRV-LS-GRVSCL GM, SM A-1, A-2
LOCKHART 0-6 5.1-6.5 0.15 B NP GR-LS, GR-SL GM, GP-GM, SM,
SPSM A-1, A-2
6-54 5.1-6.5 0.17 B 5-15 GRSCL, GR-L GC, GM-GC,SC,
SMSC A-2, A-4, A-6
54-72 B Var
LOUISA 04 4.5-6.0 0.17 B NP GR-L, GRSL, GR-FSL SM A-1, A-2, A-4
04 4.5-60 0.28 B NP L, SL, FSL SM, ML A-2, A-4
4-15 45-6.0 0.24 B NP GR-L, GR-SL SM A-2, A-4
15-60 B WB
LOUISBURG 0-7 4.5-6.0 0.10 B NP LS, LCOS SM A-2, A-1-13
0-7 4.5-6.0 0.24 B NP-6 SL, FSL SM, SMSC A-2
7-24 45-6.0 0.24 B NP-7 SL SM, SMSC A-2, A4
24-60 B WB
'See Tables 8.01b, 8.01c and Figure 8.01d for definition of symbols.
8.01.23
0
ts7
Table 8.01 d (continued)
Name Depth pH K Hydrology Plasti- --- Textural Classification-- -----
Group city USDA Unified AASHTO
LUCY 0-24 5.1-60 0.15 A NP is, S, LFS SM, SP-SM A-2
24-35 4.5-5.5 0.24 A NP-15 SL, FSL, SCL SM, SC, SMSC A-2, A-4, A-6
35-70 4.5-5.5 0.28 A 3-20 SL, SCI, CL SC, SMSC, SM A-2, A-6, A-4
LUMBEE 0-14 4.5-5.5 0.24 B/D NP-7 IS, SI, FSL SM, SM-SC A-2, A-4
14-36 4.5-5.5 0.32 B/D 7-25 SCI, SI, CL SC, CL A4, A4, A-7
36-60 4.5-5.5 0.10 B/D NP is, S, FS SP, SM, SPSM A-2, A-3
LYNCHBURG 0-10 3.6-5.5 0.15 C NP4 IS, LFS SM, SP-SM A-2
0-10 3.6-5.5 0.20 C NP-7 SL, FSL, L SM, ML, SM-SC,
CL-ML A-2, A4
10-62 3.6-5.5 0.20 C 4-18 SCI, SI, CL SM-SC, SC, CL,
CL-ML A-2, A4, A-6
LYNN HAVEN 0-16 3.6-5.5 0.10 B/D NP S, FS SP, SP-SM, SM A-3, A-2-4
16-30 3.6-5.5 0.15 B/D NP S, FS, IS SM, SP-SM A-3, A-24
30-75 3.6-5.5 0.10 B/D NP S, IS SP, SP-SM A-3, A-24
MADISON 0-6 45-60 0.24 B NP-8 FSL, SL SM, SM-SC A-2, A4
0-6 45-60 0.15 B NP-7 GR-FSL, GRSL SM, SM-SC A-2, A4
0-6 45-60 0.28 B 7-20 CL, SCL CL A-4, A4
6-30 45-5.5 0.32 B 12-43 C. CL, SC MH, ML A-7
30-35 4.5-60 0.28 B 7-20 L, SCI, CL CL A-4, A-6
35-66 B WB
MANTACHIE 0-11 4.5-5.5 0.37 C NP-10 SIL MI, CL-ML, CL A4
0-11 45-5.5 0.28 C 5-15 CL CL-ML, CL A4, A4
0-11 4.5-5.5 0.28 C NP-5 FSL, SL, L CL-ML, SMSC,
M A4
11-61 4.5-5.5 0.28 C 5-15 L. CL, SCL CL
, SC, M-SC,
CL-ML A-4, A4
MANTEO 0-6 3.6-5.5 028 CID 2-15 CN-SIL, CN-L GM, ML, CL, GC A4
0-6 3.6-5.5 0.28 CID 2-15 CN-VSII., CN-VL GM, ML, CL, GC A-1, A-2, A4, A-6
6-15 3.6-5.5 0.28 C/D 2-20 CN-VSII.,CN-SIL,
N- L GM, GC, ML, CL A-1, A-2, A4, A-6
15 7
MARLBORO 0-9 5.145 0.15 B NP4 IS, LFS SM A-2
0-9 5.145 0.20 B NP-7 SL, FSI,, VFSL SM, SMSC,
MI, CL-ML A-2, A4
940 4.540 0.20 B 6-20 SC, CL, C CL, ML, CL-ML A-4, A-6, A-7
60-72 4.5-6.0 0.20 B 6-20 SCI, SC, C CL, ML, SM, SC A-4, A4, A-7
MASADA 0-10 45-5.5 032 C NP-8 FSL, L ML, SM, SC, CL A4, A-6
10-55 45-5.5 0.24 C 20-35 CL, C, GR-C CH, CL A-7, A4
55-72 45-5.5 0.24 C 15-25 L, CL, GRSCL CL, ML A-6, A-7, A4
MATTAMUSKEET 0-22 4.5 D NP MUCK PT
22-72 3.6-5.5 D NP IS, S. FS SM, SPSM A-2, A-3
MAXTON 0-12 4.540 0.20 B NP-7 SI, FSL SM, SMSC A-2
0-12 4.5-60 0.15 B NP IS, LFS SM, SPSM A-2
12-33 4.5-5.5 0.24 B 4-15 SCL, SL SC, SMSC A-4, A4, A-2
33-60 4.5-5.5 0.10 B NP SR-LSS SM, SP-SM, SP A-2, A-3
MAYODAN 0-12 4.5-6.0 0.24 B NP-5 SI, FSL, SII. SM, MI., SMSC A-2, A4
0-12 4.540 0.15 B NP-4 GRSI, GR-FSL GP-GM,GM, SM,
SPSM A-1
0-12 4.540 0.32 B 7-26 CL, SCL CL, SC A4, A4, A-7-6
12-18 4.540 0.32 B 7-26 SICL, CL, SCL CL, MI., SC A4, A4
A-7-6
18-47 4.5-5.5 0.28 B 1545 C. SC, SIC MH, CH, CL, ML ,
A-7
4740 45-5.5 B Var
1See Tables 8.01 b, 8.01c and Figure 8.01d for definition of symbols
8.01.24
13 IS-8
Table 8.01d (continued)
Name Depth pH K Hydrology Piasti- Textural Classification
Group city USDA Unified AASHTO
NORFOLK 0-17 4.540 0.17 B NP-14 SI, FSL SM, SMSC, SC A-2
0-17 4.540 0.20 B NP is, LFS SM A-2
17-38 4.5-5.5 0.24 B 4-15 SL, SCI, CL SC, SMSC, CL,
CL-ML A-2, A-4, A-6
38-70 4.5-5.5 0.24 B 4-23 SCL, SC, CL SC, SMSC, CL,
CL-ML A-4, A-6, A-7-6
70-99 B Var
OAKBORO 0-10 4545 028 C NP-10 SIL, L ML, CL-ML, CL A4, A-6
10-46 4545 028 C NP-15 L, SIL, SICL ML, CL-ML, CL A-4, A-6
46 C UWB
OCHLOCKONEB 0-6 4.5-5.5 0.20 B NP-5 FSI, SL SM, ML, SM-SC,
_ML
CL
A-4, A-2
0-6 45-5.5 0.24 B NP-7
A
, CL
C?
0-6 45-5.5 0.17 B NP IS, LFS SM A 2, A-4
6-44 45-5.5 0.20 B NP-9 FSI, SL, SIL SM, MI, SC, CL A-4
4472 45-5.5 0.17 B NP-9 is, SL, SIL SM, ML, CL, SC A4, A-2
OCRI A 0-28 45-5.5 0.10 C NP LS, LFS, S SM, SPSM A-2, A-3
28-67 45-5.5 0.24 C NP-18 SL, SCL SM, CL, SC A-2, A-4, A-6
OLUSTEB 0-8 3.6-5.5 0.10 B/D NP S, FS SP-SM, SM A-3, A-2-4
8-21 3.6-5.5 0.15 B/D NP S, FS SP-SK SM A-3, A-2-4
21-35 45-5.5 0.10 B/D NP S, FS SP-SK SM A-3, A-2-4
35-62 45-5.5 0.24 B/D 8-15 SCI, SL SC A-2, A-4, A-6
62-74 45-5.5 0.28 B/D 15-25 SC SC, CL A-6, A-7
ONSLOW 0-17 3.6-5.5 0.17 B NP LFS, LS SM, SPSM A-2, A-3, A4
0-17 3.6-5.5 0.20 B NP-10 FSI, SL SM, MI., SC, CL A-2, A4
17-53 3.6-5.5 0.24 B NP-14 SCI, SL, CL SM, CL, SMSC, SC A-2, A4, A-6
53-80 B Var
ORANGE 0-10 5.145 0.49 D NP-10 SIL, L SM. ML, CL-ML,
SMSC A-4
0-10 5.145 0.32 D NP-7 FSL, SL SM, ML, CL-ML,
SMSC A-4
10.38 5.145 0.28 D 45-70 C. SIC, SICL CH A-7
38-58 5.6-7.8 0.28 D 10-25 SIL, CNVSII., SCL SC, CL, GC A-6, A-7
58 D UWB
ORANGEBURG 0-7 4.540 0.10 B NP LS, LFS, S SM A-2
0-7 4540 0.20 B NP SL, FSL SM A-2
0-7 4.540 0.24 B 3-16 SCL SM, SMSC, SC A4, A-6
7-12 4.540 0.20 B NP4 SL SM A-2
12-54 45-5.5 0.24 B 3-19 SCI, SL SC, CL, SM, SMSC A-6, AA
54-64 4.5-5.5 0.24 B 8-21 SCI, SC, SL SC, CL A-6, AA. A-7
OSIER 0-8 3.6-6.0 0.10 A/D NP S, LS, FS SPSM A-2, A-3
0-8 3.6-60 0.15 A/D NP FSL, LM SM A-2
8-48 3.6-60 0.10 A/D NP S, LS, LFS SP-SK SM A-2, A-3
48-75 3.6-6.0 0.05 A/D NP COS, S, FS SP, SPSM A-1, A-3, A-24
OTEEN 0-6 5.1-7.3 0.24 C NP-7 FSI, SL,L ML, CL-ML,
SMSC,SM A-2, A-4
0-6 5.1-7.3 0.17 C NP-7 GR-FSL, GR-I, GRSL SM, SMSC A-2, A-4, A-1
17? 5.1-7.3 0.32 C 11-30 C CL A-6, A-7
WE
PACOLET 0-3 4545 0.20 B NP-7 SL, FSL, L SM, SM-SC A-2, A-1 -B
0-3 4.545 0.24 B 4-17 Cl, SCL SMSC, SC A-4, A-6
0-3 4.5-6.5 0.15 B NP-3 LS SM A-2
3-29 4540 028 B 11-30 SC, CL, C ML, MH AS, A-7
29-52 4.540 0.28 B 5-15 CL, SCI, SL CL, CL-ML,
SMSC, SC A-2, A-4, A-6
52-70 4540 0.28 B NP-6 SL, FSL, L SM, SMSC A4, A-24

'See Tables 8.01 b, 8.01c and Figure 8.01d for definition of symbols.
8.01.26
0
161?

Table 8.01d (continued)
Name Depth pH K Hydrology Plasti- --- Textural Classification'
Group city USDA Unified AASHTO
PORTERS 0-7 4.5 0.24 B NP-10 FSI SL SM, SMSC A-2, A-4
0-7 4.5-6.0 028 B NP-10 L, SIL ML, CL, CL-ML A4
742 4.5-6.0 0.24 B NP-7 L, SI, FSL SM, SMSC A-2, A4
42-60 B UWB
PORTSMOUTH 0-19 3.6-5.5 0.24 B/D NP-7 SL, FSL, L SM, SM-SC, ML A-2, A4
19-35 3.6-5.5 028 B/D 7-18 L, SCI, CL SC, CL-ML, CL A4, A-6
35-38 3.6-5.5 0.17 B/D NP4 LS, SL SM A-2
38-72 1.6-6.0 0.17 B/D NP SR-COS-LS SP-SM, SP, SM A-1, A-2, A-3
PUNGO 0-72 45 D NP MUCK PT
72-84 3.6-7.3 0.24 D 15-35 C. SIC, SC CH, CL, SC A-7, A-6
RABUN 0-9 5.1-6.5 0.32 B 3-20 L, CL, SIL MI., CL, SM, SC A-6, A-7, A-4
0-9 5.1-6.5 0.20 B 3-12 GR-L, GR-CL SM, SC, SMSC A-6, A4
9-37 5.1-65 0.28 B 12-30 CL, C, SIC ML, CL, MH, CH A-7
37-48 5.1-6.5 018 B 11-23 C. CL, SICL ML, CL A-7, A-6
48-62 B WB
RAINS 0-12 4.545 0.10 B/D NP S, FS SPSM A-3, A-2-4
12-62 4.5-5.5 0.24 B/D 8-18 SCL SC A-2-6, A-2-4
62-85 45.5 020 B/D NP-7 IS, LFS, SL SM, SMSC A-24
RAMSEY 0-5 45-5.5 024 D NP-7 L, SL, FSL SM, CL-ML, ML,
SMSC A-4, A-2
5-18 45-5.5 0.17 D NP-7 L, SL, FSL SM. CL-ML, ML,
SMSC A4, A-2
18 D UWB

RANGER 0-6 4.5-5.5 0.24 C 2-8 CNSIL ML, CL-ML, CL A-4 ?
6-26 4.5-5.5 024 C 2-10 CNSH., CNSICL,
CNVSIL GM, GC, GM-GC A4, A-2
RIDGELAND 0-8 3.645 0.10 B/D NP S, FS, LFS SP-SK SM A-2, A-3
8-15 3.645 0.15 B/D NP S. FS, LFS SP-SK SP, SM A-2, A-3
15-35 3.6-6.5 0.15 B/D NP S. FS, LFS SP-SK SP, SM A-2, A-3
35-80 3.645 0.15 B/D NP S. FS, LFS SPSM, SP, SM A-2, A-3
RIMM 0-58 3.640 0.10 A NP S, FS SP, SPSM A-3
58-70 3.640 0.10 A NP S, FS SP, SP-SM A-3
70-80 3.640 0.10 A NP S, FS SP, SP-SM A-3
ROANOKE 0-7 3.6-5.5 028 D NP-7 FSL SM. ML, CL-ML,

0-7
3.6-5.5
037
D
5-16
SII, L SMSC
SMSC, CL-ML, A-2, A-4
CL, SC A4, A-6
0-7 3.6-5.5 0.37 D 14-20 SICL, CL CL A-6, A-7
7-12 3.6-5.5 0.24 D 14-20 CL, SICL CL A-6, A-7
12-50 3.6-5.5 0.24 D 2240 C, SIC, CL CH, CL A-7
50-72 3.645 0.24 D NP-40 SRSC-c CL-ML, GM-GC,
CH, ML A-2, A-4, A-6, A-7
ROPER 0-15 3.6-5.5 B/D NP MUCK PT
15-42 3.6-5.5 0.43 B/D 8-25 SH, SICL, L CL A-4, A-6
42-55 5.6-7.8 0.43 B/D 8-25 S11,, SICL, L CL A-4
A-6
55-72 5.6-7.8 B/D VAT ,
ROSMAN 0-50 5.145 024 B 4-15 L, FSL, SIL ML, CL-ML A-4
50-60 5.1-6.5 0.10 B NP-7 SR-GRS-GR-C SM, ML, CL-ML,
SMSC A-4
RUMFORD 0-17 3.6-5.5 0.17 B NP LFS, LS SM A-2
A-1
0-17 3.6-5.5 0.24 B NP-6 FSL, SL SM, SMSC ,
A-2, A4
17-37 3.6-6.0 0.17 B NP-12 FSL, SL, SCL SM, SC, SMSC A-2, A4
A-6
37-60 3.6-6.5 0.17 B NP-6 SR-SL-GRS SM. SP, GP, GM ,
A-1, A-2, A-3, A-4
'See Tables 8.01 b , 8.01c and Figure 8.01d for definition of symbols.
8.01.28
16b
Appendices
Table 8.01d (continued)
Name Depth pH K Hydrology Plasti- -------- Textural Classifications--- ----
Group city USDA Unified AASHTO
TUSQUITEE 0-10 4.540 0.24 B NP-7 FSL, SL SM, SMSC A-2, A-4
0-10 45-6.0 0.28 B NP-7 L, SIL ML, CL-ML, CL, SM A4, A-5
1048 4.5-6.0 0.20 B 6-15 L, SL, FSL SMSC, SM A4
48-60 4540 0.20 B NP-7 GR-SL, GR-FSL GM, SM-SC, SM,
GM-GC A4, A-1, A-2
UNISON 0-9 4.540 0.32 B 2-15 L, SH.., FSL CL, ML, CL-ML, SM A4, Al
9-50 4.5-6.0 0.24 B 15-35 CL, C, GR-SIC CL, CH A1, A-7
50-72 4540 0.28 B 5-20 CB-CL, SICL, GRV-L CL-ML, CL, ML,
GM-GC A-1, A-2, A-6, A-7
VALHALLA 0-21 451.0 0.15 A NP LFS, IS SM A-2
0-21 45-60 0.15 A NP FS, S SM, SP-SM, SP A-2, A-3
21-30 4.540 0.24 A NP-10 FSL, SL, SCL SM, Sc. SMSC A-2, A4
30-99 43-60 0.15 A NP FS, S SM, SPSM A-2, A-3
VANCE 0-5 4540 024 C NP-7 FSL, SL, COSL SM, SMSC A-2, A-4
0-5 4540 0.15 C NP-7 GRSI GR-COSL SM. GM, GM-GC A-1, A-2, A4
0-5 4540 0.28 C 8-20 SCL, CL CL, SC A1, A-4
5-29 45-5.5 037 C 2548 CL, SC, C CH A-7
29-72 C WB
VARINA 0-14 4545 0.15 C NP-3 LS SM, SPSM A-2
0-14 4545 0.17 C NP-7 SL SM, SMSC A-2, A-4
14-38 45-5.5 0.28 C 11-25 SC, CL, C SC, MH, ML, SM A1, A-7
38-80 4.5-5.5 0.28 C 8-26 SC, CL, C SC, CL, CH A-4, A-6, A-7
VAUCLUSE 0-15 4.540 0.15 C NP IS, S, LCOS SM, SPSM A-2, A-3
0-15 4540 0.24 C NP-7 FSL, SL SM. SMSC A-2, A4
0-15 4540 0.32 C NP-7 SCL SM. CL ML, ML
SMSC A-4
15-29 3.6-5.5 014 C 5-18 SCI, SL Sc, SMSC A-2, A4, Al
29-58 3.6-5.5 0.24 C NP-20 SCL, SL, SC Sc, SMSC, SM A-2, A4, Al
58-72 3.6-5.5 0.17 C NP-12 SL, SCI, IS SM, SC, SMSC A-2, A4, Al
WAGRAM 0-24 4540 0.15 A NP IS, LFS SM, SPSM A-2, A-3
0-24 4540 0.10 A NP FS, S SP-SK SM A-1, A-2, A-3
24-75 4.540 0.20 A 8-25 SCL, SL SC A-2, A4, A1, A-7
WAHEE 0-11 4540 0.24 D NP-7 SL, FSL SM, SMSC A-2, A-4
0-11 4.540 0.28 D 2-10 L, SIL, VFSL ML, CL-ML, CL A-4
11-56 3.6-5.5 0.28 D 18-42 C, CL, SIC CL, CH A1, A-7
5615 3.6-5.5 0.28 D Var
WAKE 0-15 4540 0.20 D NP GR-LCOS, GR-LS, IS SP-SK SM. GM,
GP-GM A-2, A-3, A-1
WAKULLA 0-24 4540 0.10 A NP IS, LFS SM. SPSM A-2, A-3
0-24 4.5-60 0.10 A NP S, FS SP, SPSM A-3
24-42 4.540 0.10 A NP IS, LFS SM, SPSM A-2
42-80 4.540 0.10 A NP S, FS SM. SPSM A-2, A-3
WANDO 0-8 5.6-7.3 0.10 A NP LFS, IS SP-SK SM A-2, A-3
8-99 5.6-7.3 0.10 A NP S. FS SP, SP-SM, SM A-2, A-3
WASDA 0-14 3.6-5.5 B/D NP MUCK PT
14-42 45-5.5 0.20 B/D NP-10 CL, SCI, SL ML, CL, CL-ML A4
42-60 5.6-7.8 0.24 B/D NP-7 SL, L ML, SM, CL-ML,
SM-SC A-4
60-74 5.6-7.8 0.15 B/D S SP-SK SM A-2, A-3
WEEKSVILLE 0-42 4.5-5.5 0.43 B/D NP-7 SIL, VFSL, L CL-ML, ML A4
42-56 4.5-5.5 0.43 B/D NP-3 FSL, SL SM A-2, A4
56-72 4.5-5.5 0.32 B/D NP S, LS, LFS SM, SP-SM A-2
'See Tables 8.01 b, 8.01c and Figure 8.01d for definition of symbols.
8.01.31
n
161
ly to require blasting or special equipment beyond what is considered normal in".'
this type of construction.
Bedrock at shallow depths limits plant growth by restricting root penetration.
There is frequently a correlation between bedrock depth and water holding
capacity.
Soil Reaction, (pH) Soil reaction represents the degree of acidity or alkalinity of a soil, expressed
as pH. The pH in soils is directly related to parent material. The principal value
of soil pH measurement is the knowledge it gives about associated soil charac-
teristics, such as phosphorus availability or base saturation. A pH of ap-
proximately 6 to 7 indicates readily available plant nutrients.
Leaching removes bases, causing a pH decline. Therefore, the amount of rain-
fall, rate of percolation, return movement of moisture by capillary action and
evaporation affect pH. The pH is higher in soils of and regions than in humid
regions, higher in younger soils than older soils, higher on steep slopes than on
flat topography, and higher under prairie than under timber.
Soil reaction is also used as an indicator of corrosivity or dispersivity. In general,
soils that are either very alkaline or very acid are likely to be highly corrosive
to steel. Soils that are acid are likely to be corrosive to concrete.
The range of pH for soils commonly found in North Carolina is given in Table
8.01d.
Seasonal High Water A seasonal high water table is a zone of saturation at the highest average depth
Table during the wettest season of the year. It is at least 6 inches thick, persists in the
soil for more than a few weeks, and is within 6 ft of the soil surface. Soils that
have a seasonal high water table are classified according to depth to the water
table, kind of water table, and time of year when the water table is highest. Depth
and duration of high water may limit soils for uses such as septic tank absorp-
tion fields, roadfill, and topsoil. A water table near the surface during the grow-
ing season is detrimental to many plants and must be considered in vegetation
plans.
Hydrologic Group Hydrologic group identifies soils as having the same runoff potential under
similar storm and cover conditions. Soil properties that determine the hydrologic
groups include the following: seasonal high water table, water intake rate and
permeability after prolonged wetting, and depth to the slowly permeable layer.
The influence of ground cover is not considered. The soils in theu.S, and Carib-
bean area are placed into four groups (A, B, C, and D) and three dual classes
(A/D, B/D, C/D). In the definition of classes, infiltration rate is the rate at which
water enters the soil at the surface, controlled by surface conditions. Transmis-
sion rate is the rate water moves in the soil, controlled by the permeability of
deeper horizons. The hydrologic group for soils commonly found in North
Carolina is given in Table 8.01d. Definitions of the groups are listed below.
• Group A (low runoff potential}-Soils having high infiltration rates even
when thoroughly wetted, consisting chiefly of deep, well-drained to ex-
8.01.8
t6a
Appendices
cessively drained sands or gravels. These soils have a high rate of water
transmission.
• Group B-Soils having moderate infiltration rates when thoroughly
wetted, consisting chiefly of moderately deep to deep, moderately well-
drained to well-drained soils with moderately fine to moderately coarse
textures. These soils have a moderate rate of water transmission.
• Group C-Soils having slow infiltration rates when thoroughly wetted.
Group C soils often have a layer that impedes downward movement of
water or may consist of moderately fine to fine-textured particles. These
soils have a slow rate of water transmission.
Group D (high runoffpotential)-Soils having very slow infiltration rates
when thoroughly wetted, consisting chiefly of clay soils with high swell-
ing potential. These soils frequently have a permanent high water table or
a claypan or clay layer at or near the surface. Other soils in this group con-
sist of shallow soils over nearly impervious material. These soils have a
very slow rate of water transmission.
Dual hydrologic groups, AM, B/D, and C/D, are indicated for certain
wet soils that can be drained The first letter applies to the drained condi-
tion, the second to the undrained condition. Only soils that are rated D in
their natural condition are assigned to a group.
Engineering Soils are classified according to engineering properties by two classification
Classification systems in the soil survey: (1) the AASHTO system and (2) the Unwed Soil
Classification System. Engineering classification for soils commonly found in
North Carolina is given in Table 8.01d.
AASHTO System The AASHTO system classifies soils according to the properties that affect
roadway construction and maintenance. The fraction of a mineral soil that is less
than 3 inches in diameter is classified in one of seven groups from A-1 through
A-7 on thebasis ofgrain-size distribution, liquid limit, and plasticity index. Soils
in group A-1 are coarse grained and low in silt and clay. Soils in group A-7 are
fine grained Highly organic soils in Group A-8 are classified on the basis of
visual inspection. The AASHTO classification system is summarized in Table
8.01b.
Unified System The Unified System classifies soils according to suitability for construction
material: grain-size distribution, plasticity index, liquid limit, and organic mat-
ter content. This classification is based on that portion of soil having particles
smaller than 3 inches in diameter. Classes include coarse-grained soils (GW,
GP, GM, GC, SW, SP, SM, SC), fine-grained soils (ML, CL, OL, MH, CH,
OH), and highly organic soils (PT). Borderline soils require a dual classifica-
tion symbol. Table 8.01c provides classification descriptions for each class in
the Unified System.
8.01.9
163
Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
Cover Description hydrologic soil group
Cover type and hydrologic condition Average percent A B C D
impervious areal
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) 3:
Poor condition (grass cover < 50%) ............................. 68 79 86 89
Fair condition (grass cover 50% to 75%) ..................... 49 69 79 84
P06+ Good condition (grass cover > 75%) ............................ 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc.

(excluding right-of-way) ............................................... 98 98 98 98
Streets and roads:
&I 44
Paved; curbs and storm sewers (excluding

right-of-way) .................................................................. 98 98 98 98
Paved; open ditches (including right-of-way) ................ 83 89 92 93
Gravel (including right-of-way) ...................................... 76 85 89 91
Dirt (including right-of-way) ........................................... 72 82 87 89
Urban districts:
Commercial and business ................................................. 85 89 92 94 95
Industrial ........................................................................... 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less (town houses) ......................................... 65 77 85 90 92
1 /4 acre ............................................................................ 38 61 75 83 87
1 /3 acre ............................................................................. 30 57 72 81 86
1 /2 acre ............................................................................. 25 54 70 80 85
1 acre ............................................................................... 20 51 68 79 84
2 acres .............................................................................. 12 46 65 77 82
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) • 77 86 91 94
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and la = 0.2S.
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
Rev. 6/06 8.03.17
1C4
0
Table 8.03f Runoff curve numbers for cultivated agriculture lands'
Curve numbers for
Cover description hydrologic soil groups
Hydrologic
Cover type Treatments2 conditions' A B C D
Fallow Bare soil 77 86 91 94
pre- Row crops Straight row -? Good 67 78 85 89
Contoured & Good 62 71 78 81
terraced
1 Average runoff condition, and [.=0.2S
2 Crop residue cover applies only if residue is on at least 5% of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff, including (a) density
and canopy of vegetative areas, (b) amount of year-round cover, (c) amount of grass or dose-seeded
legumes, (d) percent of residue cover on the land surface (good Z 20%), and (e) degree of surface
roughness.
Poor. Factors impair infiltration and tend to increase runoff.
Good: Factors encourage average and better than average infiltration and tend to decrease runoff.
8.03.18 Rev. 6/06
16S
Appendices
Pre- -->
Table 8.039 Runoff curve numbers for other agriculture lands'
Curve numbers for
Cover description hydrologic soil groups
Hydrologic
Cover type conditions3 A B C D
Pasture, grassland, or range- Poor 68 79 86 89
continuous forage for grazing. 2
Fair 49 69 79 84
Good 39 61 74 80
Meadow--continuous grass, protected - 30 58 71 78
from grazing and generally mowed for
hay.
Brush-brush-weed-grass mixture with Poor 48 67 77 83
brush the major element. 3
Fair 35 56 70 77
Good 304 48 65 73
Wood"rass combination (orchard or Poor 57 73 82 86
tree farm). 5
Fair 43 65 76 82
Good 32 58 72 79
Woods.6 Poor 45 66 77 83
Fair 36 60 73 79
Good 304 55 70 77
Farmsteads-buildings, lanes, - 59 74 82 86
driveways, and surrounding lots.
1 Average runoff condition, and la= 0.2S.
2 Poor. <50% ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Good: > 75% ground cover and lightly or only occasionally grazed.
3 Poor. <50% ground cover.
Fair. 50 to 75% ground cover.
Good. >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor. Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair., Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
Rev. 6/06
8.03.19
166
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