SW8120201_HISTORICAL FILE_20120203

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 i ZcaZo 1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 f2 (77_ Q3
YYYYM M D D

Stormwater Calculations
Auto Hobby Shop
Marine Corps Base
Camp Lejeune, NC
Prepared by:
Avolis Engineering, PA
P4 Box 15564
New Bern, NC 28561
[phone]
FAX [phone]
November 22, 2011
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Hydrograph Summary Report Page 1
Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. typo flow Interval peak period hyd(s) elevation storage description
(orlgin) left) (min) (min) (cult) (yre) (ft) (cuft)
1
SCS Runoff
0.26
6
744
1,949
1
—
--
1-yr, 24-hr pre-
2
SCS Runoff
3.16
6
732
14,113
1
—
----
1-yr, 24-hr post
3
Reservoir
0.26
6
840
13,429
1
2
17.68
9,156
POST WITH POND
4
SCS Runoff
6.33
6
732
29,563
10
—
—
—
10-YR POST
5
Reservoir
3.77
6
744
28,879
10
4
18.18
13,540
10-YR POST
Proj, file: New.GPW OF file: NEW BERN.OF Run date: 11-22-2011
U . �U',Z
7Y:-

Hydrograph Report
Page 1
Hyd. No. 3
POST WITH POND
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs }
Time interval
Inflow hyd. No.
Reservoir name
Max. Elevation
117.68 ft
Max. Storage
Storago Indication mathod used,
Hydrograph Discharge Table
English
= 0.26 cfs
= 6 min.
= HOBBY SHOP
= 9,156 tuft
Total Volume=13,429 tuft
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
630
0.19
16.69
11.19 0.01 -
---- ---- - -
-- 0.01
720
1.99
17.04
120.84 0.03 -
0.03
810
0.31
17.68
362.11 0.04 --
- - 0.21 0.00 --
-- 0.25
900
0.19
17.67
358.33 0.04 ---
-- 0.20 0.00 --
-- 0.25
990
0.12
17.62
338.52 0.04 --
---- 0.17 0.00 -----
- - 0.21
1080
0.08
17.56
316.22 0.04 -
- - ---- 0.13 - --
----- 0.17
1170
0.07
17.51
296.31 0.04 -
- 0.10 - --
- 0.14
1260
0.06
17.47
280,55 0.04 ---
---- 0.08 --- -----
----- 0.12
1350
0.05
17.43
267.81 0.04 -----
---- 0.06 ----- ----
-- 0.10
1440
0.04
17.41
256.87 0.04 ---
-- -- 0.05 -- --
-- -- 0.08
1530
0.00
17.36
239.90 0.04 --
-- 0.03 - --- ----
-- 0.07
1620
0.00
17.32
225.58 0,03 -
-- 0.02 - -
- 0.05
1710
0.00
17.29
214.31 0.03 -
---- 0.01 --- ----
---- 0.04
1800
0.00
17.27
204.44 0.03 -----
----- 0.01 ----_ -
--- 0.04
1890
0.00
17.24
195.23 0.03 -
- 0.00 -- -
- 0.04
1980
0.00
17.22
186.64 0.03 -----
----- 0, 00 - - -----
----- 0.03
2070
0.00
17.20
178.64 0.03
0.03
2160
0.00
17.18
171.10 0.03 -
- - - --- -
-- 0.03
2250
0.00
17.16
163.70 0.03 -----
-- --- -- ---
---- 0.03
2340
0.00
17.14
156.43 0.03 --
--- - --- - --
- 0.03
2430
0.00
17.12
149.28 0.03 -
- -- -- -
- 0.03
2520
0.00
17.10
142.26 0.03 -----
--- ----- ----- -----
----- 0.03
2610
0.00
17.08
135.54 0.03 ----
_--- ---- ----- ---
----- 0.03
2700
0.00
17.07
128.97 0.03 -
- ----- - -
-- 0.03
2790
0.00
17.05
122.53 0.03
-- ----- - ----
-- 0.03
2880
0.00
17.03
116.21 0.03 -
---- ----- - --
----- 0.03
2970
0.00
17.01
110.01 0.03 ----
- --- - --- -----
--- 0.03
3060
0.00
17.00
103.70 0.03
0.03
3150
0.00
16.98
96.63 0.03 -----
--- - ----- -----
----- 0.03
3240
0.00
16.96
89.75 0.02
- - --- - - -
- 0.02
3330
0.00
16.94
83.20 0.02 ----
----- - ---- - --
--- 0,02
3420
0.00
16.92
76.89 0.02
- ----- ----- -- -
--- 0.02
3510
0.00
16.90
70.77 0.02
- ---- - -- --
--- 0.02
3600
0.00
16.88
65.07 0,02 --
_- - -- -- - ----
----- 0,02
3690
0.00
16.87
59.56 0.02 --
---- ---- - -
- 0.02
3780
0.00
16.85
54.23 0.02 -----
----- ---- - --
- 0.02
Continues on next page...
-� �4elx
FEB V 29 ZGiZ

POST WITH POND Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(min)
cfs
ft
cfs
cfs cis cfs cfs cfs cfs cfs
cfs
3870
0.00
16.83
49.38
0.02 - - - - - - -
0.02
3960
0.00
16.82
44.69
0.02 --_ - ----- - ---- -----
O.Q2
4050
0.00
16.80
40.16
0.02 -- --- --- ---- -- - -----
0.02
4140
0.00
16.79
36.10
0.02 --- ----- ---- ---- ---- -----
0.02
4230
0.00
16.78
3228
0.02 -- --- --- ----- ----- -----
0.02
4320
0.00
16.76
28.61
0.02 - ---- - --- _---- ----- -----
0.02
4410
0.00
16.75
25.11
Q.02 --- -- -- -- --- ---
0.02
4500
0.00
16.74
22.20
0.02 ---- --- --- --- - -----
0.02
4590
0.00
16.73
19.43
0.01 ----- ----- ----- ----- --- -----
0.01
4680
0.00
16.71
16.77
0.01 - - - ---- --- - -- --
0.01
4770
OM16.70
1424
0.01 --- ----- ----- ----- --- ----
0.01
4860
0.00
16.69
12.22
0.01 --- -- - ---- ----- ----- -----
0.01
4950
0.00
16.68
10.49
0.01 --- ---- --- -- --- -
0.01
5040
0.00
16.67
8.86
0.01
0.01
5130
0.00
16.67
7.33
0.01 ---- --- ---- ---- --- ----
0.01
5220
0.00
16.66
5.88
0.01
0.01
5310
0.00
16.65
4.52
0.01 -- ---- - -- -- ----
0.01
5400
0.00
16.64
3.86
0.01
0.01
5490
0.00
16.64
3.34
0.01 ---- - - - -- --
0.01
5580
0.00
16.63
2.89
0.01 --- ----- ---- --- --- ---
0.01
5670
0.00
16.63
2.50
0.01 ----- ---- --- --- -- -
0.01
5760
0.00
16.62
2.16
0.00 -•--- ---- - - -- ---- --- -
0.00
5850
0.00
16.62
1.87
0.00 ---- ---- ---- --- ---- ---
0.00
5940
0.00
16.62
1.62
0.00 ---- _-_ __- _ - -
0.00
6030
0.00
16.62
1.40
0.00 -- -- -- ---- --- -----
0.00
End
FEB V 2 ZG IZ
JSX:

Reservoir Report Page 1
English
Reservoir No. 1 - HOBBY SHOP
Pond Data
Pond storage is based on known contour areas
Stage 1 Storage Table
Stage
ft
0.00
0.50
1.50
2.50
Elevation
ft
16.50
17.00
18.00
19.00
Contour area Incr. Storage Total storage
sqft tuft tuft
5,766 0 0
7,885 3,413 3,413
8,938 8,412 11,824
9,723 9,331 21,155
Culvert 1 Orifice Structures
Weir Structures
[A]
[B] [C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 18.0
1.3 0.0
0.0
Crest Len ft = 0.3
3.0
0.0
0.0
Span in
= 1818.0
1.3 0.0
0.0
Crest El. ft = 17.25
17.70
0.00
0.00
No. Barrels
= 1
1 0
0
Weir Coeff. = 3.00
3.00
0.00
0.00
Invert El. ft
= 16.60
16,50 0.00
0.00
Eqn. Exp. = 1.50
1.50
0.00
0.00
Length ft
= 30-0
0.1 0.0
0.0
Multi -Stage = No
No
No
No
Slope %
= 0.50
0.10 0.00
0.00
N-Value
= .024
.013 .000
.000
OHL Coeff.
= 0.60
0.60 0.00
0.00
Multi -Stage
= --
Yes No
No
Tailwater Elevation =
0.00 ft
NOW All outflows have been analyzed under Inlet and outiet control.
Stage 1 Storage I Discharge
Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft tuft ft cfs cfs cis cfs cfs cfs cfs cfs cfs
0.00
0
16.50
0.00
0.00 --
- 0.00
0.00 ---
--- 0.00
0.05
341
16.55
0.00
0.00 -
--- 0.00
0.00 -
--- 0.00
0.10
683
16.60
0.00
0.00 ---
--- 0.00
0.00 --
- 0.00
0.15
1,024
16.65
4.41
0.01 ---
--- 0.00
0.00 ---
--- 0.01
0.20 ,
1,365
16.70
13.46
0.01 ---
--- 0.00
0.00 --
- 0.01
0.25
1,706
16.75
25.35
0.02 -
-- 0.00
0.00 -
-- 0.02
0.30
2,048
16.80
39.18
0.02 ---
- 0.00
0.00 ---
--- 0.02
0.35
2,389
16.85
54,41
0.02 -
-- 0,00
0.00 ---
- 0.02
0.40
2,730
16.90
70.64
0.02 -
-- 0.00
0.00 ---
-- 0.02
0.45
3,071
16.95
87.63
0.02 ---
--- 0.00
0,00 ---
- 0.02
0.50
3,413
17.00
105.17
0.03 --
-- 0.00
0.00 ---
-- 0.03
Continues on next page.--
, C I !;
FEB U 2 LiiZ
BY:

HOBBY SWOP
Page 2
Stage 1 Storage 1 Discharge
Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C
Wr D Discharge
ft
cuft
ft
cfs
efs
cfs cfs cfs
Cfs efs
cfs cfs
0.60
4,254
17.10
141.44
0.03
- -- 0.00
0.00 -
- 0.03
0.70
5,095
17.20
178.72
0.03
--- -- 0.00
0.00 ---
--- 0.03
0.80
5,936
17.30
216.62
0.03
-- --- 0.01
0.00 -
-- 0.04
0.90
6,777
17.40
254.91
0.04
- - 0.04
0.00 --
-- 0.08
1.00
7,619
17.50
293.44
0.04
- -- 0.09
0.00 - -
- 0.13
1.10
8,460
17.60
332.13
0.04
- --- 0.16
0.00 -
- 0.20
1,20
9,301
17.70
370.92
0.04
- - - 0.23
0.00 ---
--- 0.27
1.30
10,142
17.80
409.76
0.04
- - 0.31
0.28 --
- 0.64
1.40
10,983
17.90
448.64
0.05
--- --- 0.39
0.81 --
-- 1,24
1.50
11,824
18.00
487.54
0.05
-- --- 0.49
1.48 -
- 2.01
1.60
12,757
18.10
471.46
0.05
- -- 0.59
2.28 -
- 2.91
1.70
13,690
18.20
608.65
0.05
-- -- 0,69
3.18 -
- 3.93
1.80
14,623
18.30
720.16
0.05
-- -- 0.81
4.18 ---
--- 5.04
1.90
15,556
18.40
816.59
0.06
-- -- 0.92
5.27 ---
--- 6.25
2.00
16,490
18.50
902.77
0.06
- - -- 1.05
6.44 ---
--- 7.54
2.10
17,423
18.60
981.42
0.06
--- -- 1.18
7.68 --
--- 8.92
2.20
18,356
18.70
1054.21
0.06
- - 1.31
9.00 ---
-- 10.37
2.30
19,289
18.80
1122.30
0.06
- - 1.45
10.38 ---
-- 11.89
2.40
20,222
18.90
1186.48
0.06
-- - 1,59
11.83 - -
- - 13.48
2.50
21,155
19.00
1247,36
0.06
-- - 1.74
13.34 ---
-- 15.14
...End
FEB 0 -29

1 - SCS Runoff -1 Yr - Qp = 0.26 cfs
0.30 - --
0.25
0.2
0.15
CJ �
0.10
i
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i
0.00
0 5 10 15 20 25
Time (hrs)
/ Hyd. 1

\
CY
Time (hrs)

u - AV r17�'� �' ? " Wu� ME17C , r °t�S Yt� ,) I7
5 - Reservoir -10 Yr - Qp = 3.77 cfs
s
6-
4-
2-
0
0 20 40 60 80
Time (hrs)
/ Hyd. 4 / Hyd. 5
I
FEB 2
rev.

recipiLition.Frequcncy DitUl SCa'VCI"
Iittp://hdsc.iiws,noaa.i-7nv/cgi-bi ii/lidsc/bui I(Iout.perl')i Vf)c=p18 units=Ll
POINT PRECIPITATION"
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Camlin.a 34.6542 \ 77.3211 W 19 feel
from "Prccipilntion-frequency Atkts orthe United Slates" NOAA Alias 14, Volume 2, Version 3
C.M. 13rnmin, D. Martin, B. Lu,, T. Parzybok, M.Yekta, and D. Riley
NOAA, Matiorad Weather Service, Silver Sprinr,, Maryla nd, 2W4
Ex racicd, Wcd Feb 2 2011
Confidence Limits Seasonality Related Info ; GIS data Maps Does Return to State Map
Precipitation Frequency Estimates (inches)
RIA 10 I5 i0 60 ( 1_0 ]O ( 3(► 4. Gil
I 3 Ilr G hr 12 hr Za lu' 4ii III Il d;t� 7 day ��� f
(years Irvin nain miu anal nun nun day' tlaY flat' j da [!-La-
A
�1 j0.49 0.79 ( 1.35 1.68 �2.Q5 ?.2 ] 2.70 3.18 3.G5 4.25 14.74 5.48 (i. ] U Flo 0 Flo .01 �12.56 15.20
I� 2 01 8 0.93 1.17 1.61 2.O2 �2.448 i2.6688 3.2G 1 5 I4.44 I5.14 5.73 G.6U I7.32 9.(i4 1 l.89 14.88 f 17.93
7G72I.106 3233419II�I3I45 �
1Il 10.76 1.21 1.53 2.21 2.88 3.71 4.05 4.95 5.90 6.8G 7.R7 I8.58 9.71 10.52 1- 45 4(i.23 20.U6 23.G;i
25 �0.8 I I .36 i 1� 72 2.55 3.40 4.49 4.9(i 6.09 7.32 8.54 9.77 1 I 40 8 11.75 12.fi 1 15.8i) 18.90 2 3. 32 27.08
S0 0.9, 1 ,48 � l .$8 2.8, 3.83 5.18 5.79 7.12 R.61 10.00 t 1. 15 12.10 13.46 14,35 17.90 21.03 25.95 2) 78
UII I .fl l 1.60 t2.02 3.10 4.27 5.90 6.67 8.24 10.02 1 1.63 I.3.31 1.3.R7 15.,0 16.21 20.01 23.21 28.67 32.5 I
200 f 1 .UR 1.72 I2.17 3.38 4.74 G.G9 7.65 9.48 i 1.61 13.45 `15.41' 15.81 17.29 18.22 22.24 25.4R 3 i.49 35.27
ll� I.IB 1.87 I2.35 3.75 5.37 7.81 9.09 11.31 13.98 t6.22 18.fi0 18.84 I20.1R 2i.10 25.39 28.57 35.4(I 38.98
10111i j1.27 2.f10 2.50 4.06 5.92 I8.79 10.37 12.97 16.14 18.62 21.37 �21.46 22.59 23.4R 27.93 31.0O 3R,49 41.R3
' These precipitalion lrequeneyestimale& are based on a partial duration ser es- ARI is the Average Recurrence Interval.
Please reler Io NOAA Ahas 14 Doc Men I for more informaiion, NOTE: Form ailing forces estimates near mro to appear as zmn.
* Upper bound of the 90'% confidence interval
Precipitation Frequency Estimates (inches)
Fky
l 5 lli lti 3fl FIA,)" 1.0 3 fr 12 24 48 4 7 10 1) 30 4� 00
� 2;us} I vain min min min rain hr hr to hr' tar day drayFda}' clay da}' day d;ay
�0.53 0.8i 1.07 1.4G 1.82 2.23 2.42 2.97 3.54 �4,03 4.G9 �5.21 599 6,67 8.75 10.71 13.53 16.2I
2 - 0.6 3 I.00 1. b f 1 74 �2 19 �70 2.93 3.60 4?9 4.9U 5.G9 f 6.30 7.22 rR.00 110.42 12.77 1 G.(1l 19, I (i
0.72 1.16 l .d7 2.09 2.68 3.39 3.70 4.56 5.45 6.32 7.30 8.00 9.06 9.90 12.68 15.3 t 19.08 22.54
l ll 0.8I I.30 I I� 6� 2, 31) ;,.1 1 4.02 4.42 5.45 6.SG 7.54 R.6R 9.42 10.59 1 I.47 14.52 17.4I 21.G0 25.23
1.8f908 11211125. ] 3 r287472I(, )2 16536 .712
S0 _ I.U{1 I.GO 2.U2 3.05 4.1.i S,GI 6.30 7.R2 9.51 10.95 1?G4 13.27 14.G7 15.65 19,32 22.58 27.97 3I.R3
1Uf) �1 09 1.73 2.1R ;.35 4.01 6.40 726 I9.03 11.06 ]2.74 14.71 1525 16.71 17.71 21.65 24.99 30.9G 134.80
86 22�72308742I8.929.95 4.I3 7.49 134.07 .8G112.2583 227 3C4
5110 1.28 ?.03 2.55 4.06 5.82 8.48 9.91 12.41 15.43 17.R7 20.73 2U.R8 22.24 23.26 27.72 3k.00 3R.47 42.{18
f 000 1�38 `'.17 172 4.41 6,43 9.58 11.34 14.2G �17.R4 20.G2 23.97 24? f 25.05 2G.04 30.G7 I33.79 42.O7 45.,9
'The upper bound of the cpnlidence interval ai 9011. confidence level is She value which 5%of the simulated quantile values for a given frequency are greater than,
- 7 hose precipitation frequencyestimales are based on a partial duration series. AM is the A,erage Recurrence interval.
Please refer to 610AA Alias 14 Document for more information. NOT E: FormaVig prevents estimates near zero b appear as zero.
* Lower bound of the 90% confidence interval
Precipitation frequency Estimates (inches)
(yea ) imihr h48 30 60ARI III- ay d:ry day ap rd:ri 1 - �- F
0O n r hd
um.. -- F., a� F 1 0 6 [0.7, 0.9] 1,25 Lib 1.89 2 04 2.47 2.81) 3,34 3.87 45 lr-;75,2::7 1 1.75 14.2')
FEB U 2 �U"Z
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'- 2345A6Q.S 2.49.{7G924 874.9G I1].12 .k9 G.852120
.,22377.44 525 66283410(2 DO 2(i 729 312 G4 0.88 13.35 1 G.53 19.81
. 5779 912.44 15. ] 1 S.GG 22.144323324.12764I(1 070 I1 I.4I 2.Q4 2.66 4U .71 88
2S O.78 3.25 1.5 8 2.34 3.12 4.10 4.53 5.51 I6.51 7.7U 8.78 9.45 10.64 1 1.49 14.6 ! 17.53 2 ! .59 25.27
M 125935715�7.64 442.163.(IG.3619.1 2775(U7lEl U 81
Illll ,0.92 1. 16 1.84 2.82 3.89 5.33 5-99 7.33 8.81 10.29 11.73 ?2 1 13-7U 14.S9 18.17 21.32 2G.27 �30.U9
?UII O.$)8 1.55 i.9(i 3-05 4.28 6.00 C.8! 8.35 �10:10 ] 1.76 13.39 13.88 IS.33 16.23 20.61 �23.22 I28.6= 32.45
SUO 5.0( 1 .68 2. I i 3.35 .81 693 7.99 ).81 1 1.98 13.90 15.84 1626 ! 7.62 18.5 3 22.5 I 25.77 .i 1.80 35.52
!Il(10 1.12 1.77 2?2 3-6U 5.25 7.74 9.02 11.13 13.b3 15.71 17.90 l8?4 19.47 2(}3fi 24.5(} 27.72 34.22 37.55
t he lower bound of the confidence interval a[ SQ%confidence level is the value which 5% of the simulated quantile values for a given Iequency ate less than.
" These precipitation frequency estimates are based on a partial duration maxima series. ARI is the A+,erage Recurrence Interval.
Please refer to NOAAANas 14 Doc umentfor moreinfonna6on. NOTE: Formatting prevents eshm ales near zero to appear as zero,
Text version of tables
42
40
38
36
34
32
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28
26
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22
J 20
18
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14
12
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Partial duration based Paint Precipitation Frequerr_y Estimates - Version: 3
34.6542 N 77.3211 W 19 Ft
-00.
= W7
-77
1 2
Wed Feb 02 15:38:05 2011
5 10 25 50 100 200 500 1000
Average Recurrence Interval (years)
Duration
5-min - 30-•min -+- 3-hr 24-hr 7-day -+- 30-day -El-
10-min i- 60-min --B- 6-hr 48-hr -:?10-day 45-day -9-
15-m i n 120•-m -tt12-hr 4-d22 -v-- 20-day 60-day - }
rr
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42
40
38
36
34
32
30
28
26
CL
w 24
0
22
20
N 18
16
ti 14
a 12
10
8
6
4
2
0
Partial duration based Point Precipitation Frequency Estimates - Version: 3
34.6542 14 77.3211 W 19 Ft
.. .. ......... .. .
u;
... ............ f
p;
- E E
I I
to a II-o
r1 m
Wed Feb 02 15:38:05 2011
G r- E i, L L i.. L L L L L it M S M S M M M M 7S
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Average Recurrence Interval
( ears)
1 - 2 10 -+ 25 $ 50 -0- 100 -'-- 200 500 1000
Related Information
Malls & Aerials
.0iti:k here to see topographic irurps and aerial photographs available for this location From Microsoli Research h1;1h
Watershed/Streamtlow Information
to see kvatershed and streaninow information available for this location from the U.S. Lnvironniental Protection Agency's
site
Climate Data Sources
National Climatic Data Cenier (NCDC) database
Locate NCDC* climate stations within:
+1-30 minutes or +1-1 degree of this location. Digital ASCII data can be obtained directly fi-on)
Note: !'rcc'ipitrrtinn frcqueracr results are hosed on analysis of preciFitalion dataftorn a vrrriefy of sources, bul targv1v N('I)C•.
7Ore f rllou-ixg links provide general irl/irrinafion about ohserving sites in lire area, regardless of if !heir dalrr was used ill this
M01'. For dcfaik!d irrforrnaliort about the stations used in this stud}', please refer to the inatchh7g docruuenialion avaiduhkr (it
rlre 1'! Docull wl pale
US Department of Commerce PIEC
FEB 0 2 �LiIL
t,fd BY: �l�nnt i 3q t�nn

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SOIL SURVEY OF ONSLOW COUNTY, NORTH CAI
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ECS CA RO L I N AS, LLP "Setting the Standard for Service"
i - Geotechnical - Construction Materials • Environmental • Facilities NCRegfstered Engineering Finn F.1078
October 10, 2011
Mr. Joseph Avolis, P.E.
Avolis Engineering, PA
P.O. Box 15564
New Bern, North Carolina 28536
Reference: Report of Seasonal High Water Table Estimation
Auto Hobby Shop
New River Air Station, Onslow County, North Carolina
ECS Project No. 22.17126
Dear Mr. Avolls:
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Table
(SHWT) for the proposed stormwater best management practice (BMP) area at the Auto Hobby
Shop Site on, New River Air Station, Onslow County, North Carolina. This letter, with
attachments, is the report of our estimation.
Field Testing
On October 10, 2011, ECS conducted an exploration of the subsurface soil and groundwater
conditions at one requested location shown on the attached Boring Location Plan (Figure 1).
The purpose of this exploration was to estimate the SHWT of the in place soils for the design of
for the proposed stormwater BMP area. The boring area was located by using a boring location
plan provided by Avolls Engineering, PA. ECS explored the subsurface soil and groundwater
conditions by advancing one hand auger boring into the existing ground surface at the
requested boring location. ECS visually classified the subsurface 'soils and obtained
representative samples of each soil type encountered. ECS recorded the SHWT and
groundwater level observed at the time of the hand auger boring. The attached SHWT sheet
provides a summary of the subsurface conditions encountered. at the hand auger boring
location.
The groundwater level and the SHWT were estimated at the boring location below the existing
grade elevation. Below is a summary of the boring location.
Location Water Level SHWT
B-1 20 inches 8 inches
The SHWT may vary within the proposed site due to changes in subsurface conditions and
elevation.
FEB 0 2 �0 i1
BY:
7211 Ogden Business Park, Suite 201, Wilmington, NC 28411 - T. 910-686-9114 - F: 910-686-9666 - www.ecslimited.com
ECS Capitol Sen+ioes, PLLC - ECS Carolinas, LLP - ECS Florida, LLC - ECS Midwest, LLC - ECS Mid-Mantlo, LLC - ECS SoulheasL LLC - ECS Texas, LLP

Report of SHW r Estimation
Auto Hobby Shop
NRAS, Onslow County, North Carolina
ECS Project No. 22.17126
October 10, 2011
Closure
The activities and evaluative approaches used in this assessment are consistent with those
normally employed in assessments of this type. Our testing of site conditions has been based on
our understanding of the project information and the data obtained during our field activities.
ECS appreciates the opportunity to provide our services to you on this project if you have any
questions concerning this report or this project, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
K. Brooks Wall
Project Manager
Attachments: Boring Location Plan
SHWT sheet
zis—i. Stamm
Principal
FEB 2
2
3 Y':

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ti APPROXIMATE BORING LOCATION
Auto Hobby Shop Figure 1-- Boring Location Plan
NRAS, Jacksonville, NC
ECS Project # 22.17428
Provided by: Avolls Engineering,
.L� PA
October 10, 2011
KBW CAR®fL1NAS
f— B 13 2 ZU1Z
a3Y:

Season High Water Table Estimation
Auto Hobby Shop
New River Air Station, Onsiow Co., North Carolina
ECS Project No. 22.17126
October 10, 2011
Location Depth Soil Description
1 0-10" Black sandy SILT
10"-48" Tan/gray/orange mottled CLAY
Seasonal High Water Table was estimated to be at 8 inches below the
existing grade elevation.
Groundwater was encountered at 20 inches below the existing grade
elevation.
•-.EC IEW-RD
FEB ZGI
BY:

For DENR Use ONLY
Reviewer: G
North Carolina Department of Environment and Submit: 1 3 1 t Uesd�l
VANatural Resources
NC®ENK Request for Express Permit Review Time, t
corlm
FILL-IN all the information below and CHECK the Permit(s) you are requesting for express review. FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative site plan PDF rile and vicinity ma same items expected in the agplication package
of the project location. Please include this form in the application package.
• Asheville Region -Alison Davidson 828-296-4698;alison.davidson(cb-ncmail.net
• Fayetteville or Raleigh Region -David Lee 919-791-4203; david.lee(ftcmail.net
• Mooresville & -Patrick Grogan 704-663-3772 or patrick.grogan(o.ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 orIyn,[e-mail]
• Wilmington Region -Janet Russell 910-350-2004 or janet.russellOncmail.net
NOTE: Project application received after 12 noon will be stamped in the followin workday,
Enter Related SW
Permits of request
30, ov 3
�e_C'twc S k.--d
?.-P vcr Lto
O C
Project Name: AUTO HOBBY SHOP AS-4060 County: ONSLOW M CASS Q_ pack .'4u 4r 03ec_T NA.-•.L�� " �
Applicant: COMMANDING OFFICER Company: MCB CAMP LEJEUNE SCJIw 11d+ Sir,P�•t.
Address: 1005 MICHAEL ROAD City: CAMP LEJEUNE, State: NC Zip: 28547-_
Phone: [phone], Fax: [phone]. Email: [e-mail]
Physical Location:MCAS NEW RIVER MARINA
Project Drains into STICK CREEK waters —Water classification SC: HQW, NSW (for classification see-http://h2o.enr.state.nc.usibimslreportstreportsWB.html)
Project Located in WHITE OAK River Basin. Is project draining to class ORW waters? N , within '/z mile and draining to class SA waters N or within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant: JOSEPH C. AVOLS P.E. Company: AVOLIS ENGINEERING, P.A. RECEIVED
Address: P.O. BOX 15564 City: NEW BERN, State; NC Zip: 28560-�
Phone: [phone], Fax: [phone], Email: [e-mail] JAN ] 7 Z012
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
SW
SW
SW
SW
SW
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: BY:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination; _ # of stream calls — Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Welland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑Bkhd & BI Rmp, ❑ Clear & Grub,. ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
® High Density-Detenton Pond 1 It Treatment Systems} ❑ High Density -Infiltration — #Troatment Systems
❑ High Density -Bio-Retention _ # Treatment Systems ElHigh Density —SW Wetlands _ # Treatment Systems
❑ High Density -Other _# Treatment Systems /❑ MOD: El Major ❑ Minor ❑ Plan Revision ❑ Redev. Exduslon SW (Provide permit#)
❑ coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with —acres to be disturbed.(CK 4 (for DENR use))
SECTION THREE -- PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both sconina and express meetina reauest
Wetlands on Site ❑ Yes ® No Buffer Impacts: ® No ❑ YES: —acre(s)
Wetlands Delineation has been completed: ❑ Yes ® No Isolated wetland on Property ❑ Yes ® No
US ACOE Approval of Delineation completed: ❑ Yes M No 404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Received from US ACOE ❑ Yes ® No
******e********Wr****w**a*wrrrr*rW**n*r**a*************For DEN Rimeonly'*,J****axe*a*+*r*rt******rx*►k*xt*tM****s**a*M**r*�**Ise**rts
Fee Split for multiple permits: (Check # _ t Total Fee Amount $
SUBMITTAL DATES
L Fee
SUBMITTAL DATES
Fee
CAMA
$
variance (❑ Mai; ❑ Min)
$
SW (❑ HD, ❑ LD, ❑ Gen)
$
401:
I
$
LOS
$
Stream Deter,_
$
NCDENR EXPRESS March 2009

} J
' .; .

Stormwater Management Narrative
Auto Hobby Shop, AS-4060
Schmidt Street
WAS New River, NC
This project proposes the construction of a wet detention pond for an existing auto hobby
shot, facility that was completed approximately two years ago. The facility includes two
buildings consisting of a garage/office facility (AS-4060) and an automated car wash
(AS-4061) in addition to the surrounding parking and traffic circulation areas. A
stormwater treatment system was not built for the facility initially since the site was
planned to result in the disturbance of less than one acre.
The project will have a wet detention pond for stormwater treatment. The pond is sized
for 90% TSS removal and will detain the treatment volume associated with the 1.5 inch
rainfall event. The project area is established as a total of 1.44 acres in size. The project
built -upon area is 69.9%. 0.5 acres of the site will be disturbed by this project in order to
construct the site improvements associated with the detention pond and the collection
system.
The wet pond is sized using the average pond depth method and comes out to an average
depth of 3.18 feet. 'rhe forebay is sized to be 20.2% of the pond volume excluding the
one foot sediment storage zone. The provided permanent pool surface area of 5,766 SF
exceeds the required 5,069 SF of permanent pool surface area.
The soils on the site are classified as Onslow by the Onslow County Soil Survey.
Onslow is described as a fine sandy loam and a sandy,clay loam at the depths to be
disturbed by this project. The depth to the seasonal high water table at the initial wooded
boring location was determined to be 8 inches. Due to wetland concerns, the wet
detention pond was moved to the only other available area which adjoins a relatively
deep manmade drainage ditch. This area iF an established grass lawn. The drainage ditch
provides a constant lowering of the groundwater level in the proposed detention pond
location. A soil boring and survey of the water table elevation indicated a stable water
table elevation of 16.5 feet due to the permanent and artificial drawdown associated with
the drainage ditch. The pond permanent pool elevation is set at an elevation of 16.5 feet.
The property is owned by the Federal Government. There have been no previous permits
issued for the work area. There is no off -site pervious or impervious area draining into
the site.
The sewer system for the property is a gravity collection system discharging to the base's
treatment plant. There will be no other new utilities constructed by this project. There
are no known historic sites on the property.
RECEIVED
JAN 1 7 2012
BY:.

"fhe site drains to Stick Creek, a tributary of the New River, Stick Creek is classified as
SC; I-lQ W,NSW, index # 19-15. There are not any Coastal or 404 wetlands on the site.
This project does not impact any wetlands. The wetlands were delineated by Joseph C.
Avolis, PE, President Avolis Engineering, PA.
This project requires post development runoff rate control which is accomplished by the
wet pond to pre -development conditions (wooded) for the I -year, 24-hour storm.
RECEIVED
JAN 1 7 2012
BY:

m
ClK
JAN 1 7 2012
3Y:
0 1999 ➢elorae Yazwuth, HE 04096 Source Data: 0S9S 1 1000 ft Scalt: 1 : 25,000 Detail: 13-0 Datum: 19504

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moc�

Stormwater Management Narrative
Auto.Hobby Shop, AS-4060
Schmidt Street
MCAS New River, NC
This project proposes the construction of a wet detention pond for an existing auto hobby
shop facility that was completed approximately two years ago. The facility includes two
buildings consisting of a garage/office facility (AS-4060) and an automated car wash
(AS-4061) in addition to the surrounding parking and traffic circulation areas. A
stormwater treatment system was not built for the facility initially since the site was
planned to result in the disturbance of less than one acre.
The project will have a wet detention pond for stormwater treatment. The pond is sized
For 90% TSS removal and will detain the treatment volume associated with the 1.5 inch
rainfall event. The project area is established as a total of 1.44 acres in size. The project
built -upon area is 69.9%. 0.5 acres of the site will be disturbed by this project in order to
construct the site improvements associated with the detention pond and the collection
system.
The wet pond is sized using the average pond depth method and comes out to an average
depth of 3.18 feet. The forebay is sized to be 20.2% of the pond volume excluding the
one foot sediment storage zone. The provided permanent pool surface area of 5,766 SF
exceeds the required 5,069 SF of permanent pool surface area.
The soils on the site are classified as Onslow by the 011slOw County Soil Survey.
Onslow is described as a fine sandy loam and a sandy clay loam at the depths to be
disturbed by this project. The depth to the seasonal high water table at the initial wooded
boring location was determined to be 8 inches. Due to wetland concerns, the wet
detention pond, was moved to the only other available area which adjoins a relatively
deep manmade drainage ditch. This area iF an established grass fawn. The drainage ditch
provides a constant lowering of the groundwater level in the proposed detention pond
location. A soil boring and survey of the water table elevation indicated a stable water
table elevation of 16.5 feet due to the permanent and artificial drawdown associated with
the drainage ditch. The pond permanent pool elevation is set at an elevation of 16.5 feet.
The property is owned by the Federal Government. There have been no previous permits
issued for the work area. There is no off -site pervious or impervious area draining into
the site.
The sewer system for the property is a gravity collection system discharging to the base's
treatment plant. There will be no other new utilities constructed by this project. There
are no known historic sites on the property.
RECEIVVED
FEB 0 2' 'ZOIZ
BY:

The site drains to Stick Creek, a tributary of the New River. Stick Creek is classified as
SC:I-1QW,NSW, index #19-1 S. There are not any Coastal or 404 wetlands on the site.
This project does not impact any wetlands. The wetlands were delineated by Joseph C.
Avolis, PE, President Avolis Engineering, PA.
This project requires post development runoff rate control which is accomplished by the
wet pond to pre -development conditions (wooded) for the 1-year, 24-hour storm.
' - C EIVED
FEB' ZC: iZ

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SOIL SURVEY OF QNSLOW COUNTY, NORTH CAl
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