SW6140102_HISTORICAL FILE_20140306

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW lT�lO
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

ft�W
LETTER OF TRANSMITTAL ICKSON
community infrastructure consultants
720 Corporate Center Drive Raleigh, North Carolina 27
Division of Energy Mineral and
TO: Land Resources
Archdale Building
512 N. Salisbury Street Room 942S
Raleieh, INC 27604
ATTENTION: Larry Wade
607 919.782.0495 tel. [phone] fax
i
DATE: March 6, 2014
RE: Town of Hope Mills
Town Hall Drainage & BMP Retrofit
Project
Stormwater Permit Additional
Information
We are sending via: ®Overnight ❑ Regular Mail ❑ Pick-up ❑ Hand Delivered
The following items: ❑ Correspondence ❑ Plans ❑ Specifications ® Other as listed below:
COPIES
DATE
NO.
DESCRIPTION
2
3/6/14
1
Topographic Ma
2
3/6/14
2
Revised Sheet showing maintenance access
2
3/6/14
3
Hydraulic calculations
THESE ARE TRANSMITTED as checked below:
® For Approval ❑ As Requested ❑ Approved as Submitted ❑ Returned for Corrections
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ Forward to Subcontractor
REMARKS:
COPY TO: 20120068.00.RA
SIGNED:
Tom M
J
MAR 0 7 Z014

Town Hall Proposed Design - 10-year storm
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.0 (Build 5.0.022)
--------------------------------------------------------------
Town Hall Proposed Design - 10-year storm
Preferred Alternative
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just On results from each reporting time step.
Analysis Options
Flow Units ...............
CPS
Process Models:
Rainfall/Runoff ........
YES
Snowmelt ...............
NO
Groundwater ............
NO
Flow Routing ...........
YES
Ponding Allowed ........
NO
Water Quality ..........
NO
Infiltration Method ......
CORVE_NOMBER
Flow Routing Method ......
DYNWAVE
Starting Date ............
JUN-01-2010 00:00:00
Ending Date ..............
JUN-02-2010 00:00:00
Antecedent Dry Days ......
0.0
Report Time Step .........
00:15:00
Wet Time Step ............
00:15:00
Dry Time Step ............
01:00:00
Routing Time Step ........
2.00 sec
WARNING 04: minimum elevation drop used for Conduit 20-19
WARNING 02: maximum depth increased for Node "13
WARNING 02: maximum depth increased for Node '14
WARNING 02: maximum depth increased for Node +17
WARNING 02: maximum depth increased for Node +18
WARNING 02: maximum depth increased for Node +19
WARNING 02: maximum depth increased for Node +20
WARNING 02: maximum depth increased for Node *45
WARNING 02: maximum depth increased for Node +46
WARNING 02: maximum depth increased for Node -54
WARNING 02: maximum depth increased for Node +61
WARNING 02: maximum depth increased for Node *70
WARNING 02: maximum depth increased for Node +77
WARNING 02: maximum depth increased for Node +78
WARNING 02: maximum depth increased for Node *79
WARNING 02: maximum depth increased for Node 44
WARNING 02: maximum depth increased for Node 42
WARNING 02: maximum depth increased for Node 41
WARNING 02: maximum depth increased for Node 40
SWMM5
Page 1

Town Hall Proposed Design - 10-year storm
Volume
Depth
Runoff Quantity Continuity
acre-feet
inches
Total Precipitation ......
---------
33.683
-------
5.524
Evaporation Loss .........
0.000
0.000
Infiltration Loss ........
16.386
2.687
Surface Runoff ...........
16.085
2.638
Final Surface Storage ....
1.295
0.212
Continuity Error (8) .....
-0.246
Volume
Volume
Flow Routing Continuity
x.......
acre-feet
10^6
gal
DryWeatherInflow
0.000
---------
0.000
Wet Weather Inflow .......
16.001
5.214
Groundwater Inflow .......
0.000
0.000
RDII Inflow ..............
0.000
0.000
External Inflow ..........
0.000
0.000
External Outflow .........
0.000
0.000
Internal Outflow .........
0.044
0.014
Storage Losses ...........
11.702
3.813
Initial Stored Volume ....
0.003
0.001
Final Stored Volume ......
4.289
1.398
Continuity Error (%) .....
-0.194
Highest Continuity Errors
Node Pr_Hioretention (100.00%)
Node *11_12 (69.37%)
Node 10 (65.56%)
Node *54 (7.40%)
Node 42 (-3.43%)
**************+************
Time -Step Critical Elements
Link 94-93 (30.28%)
Highest Flow Instability Indexes
Link 72_71 (7)
Link Golfview-C (6)
Link *PondConnection (5)
Link 73_72 (5)
Link Golfview-E (5)
Routing
Time Step Summary
Minimum
Time Step
0.50
sec
Average
Time Step
1.85
sec
Maximum
Time Step
2.00
sec
Percent
in Steady State
0.00
Average
Iterations per Step
2.38
Subcatchment Runoff Summary
xx*.....*........x..*.**..*
--------------------------------------------------------------------------------------------------------
Total Total Total Total Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Coeff
Subcatchment in in in in in 10^6 gal CFS
SWMM 5 Page 2

Town Hall Proposed Design - 10-year storm
--------------------------------------------------------------------------------------------------------
Basin?
5.52
0.00
0.00
3.77
1.69
0.03
0.57
0.305
Basinl
5.52
0.00
0.00
2.66
2.58
1.42
14.44
0.467
Basing
5.52
0.00
0.00
2.66
2.71
0.78
9.65
0.491
Basins
5.52
0.00
0.00
2.73
2.50
0.64
4.93
0.452
Basin6
5.52
0.00
0.00
3.50
1.95
0.07
1.22
0.354
Basin4
5.52
0.00
0.00
2.32
3.12
0.51
8.63
0.564
Basin3
5.52
0.00
0.00
2.67
2.78
0.15
2.86
0.504
Basing
5.52
0.00
0.00
3.49
1.95
0.03
0.42
0.354
Basin9
5.52
0.00
0.00
2.44
2.97
0.11
1.62
0.537
Basin12
5.52
0.00
0.00
3.38
1.89
0.44
3.21
0.342
Basin13
5.52
0.00
0.00
2.16
3.26
0.49
7.52
0.590
Basin14
5.52
0.00
0.00
2.04
3.43
0.08
1.50
0.621
Basinll
5.52
0.00
0.00
2.45
3.02
0.01
0.29
0.547
Basin10
5.52
0.00
0.00
3.71
1.74
0.01
0.19
0.314
Basin15
5.52
0.00
0.00
2.35
3.09
0.06
1.06
0.559
Basin5A
5.52
0.00
0.00
2.89
2.56
0.05
0.91
0.464
Basin513-1
5.52
0.00
0.00
0.61
4.88
0.13
2.71
0.883
Basin5B-2
5.52
0.00
0.00
3.68
1.76
0.08
1.33
0.319
Basin5B-3
5.52
0.00
0.00
1.85
3.60
0.15
2.61
0.651
******************
Node Depth Summary
Average Maximum Maximum Time of Max
Depth
Depth
HGL
Occurrence
Node
Type
Feet
Feet
Feet
days
hr:min
---------------------------------------------------------------------
*13
JUNCTION
2.76
6.50
153.96
0
17:11
*14
JUNCTION
2.40
5.88
153.97
0
17:10
*16
JUNCTION
1.46
4.07
153.98
0
17:10
*17
JUNCTION
1.75
4.49
153.98
0
17:09
*18
JUNCTION
1.52
4.03
153.99
0
17:09
*19
JUNCTION
1.41
3.76
153.99
0
17:09
*20
JUNCTION
1.40
3.65
154.00
0
17:07
8967
JUNCTION
1.09
3.32
153.97
0
17:10
8970
JUNCTION
1.18
3.43
153.97
0
17:10
8975
JUNCTION
1.15
3.44
153.97
0
17:11
*45
JUNCTION
1.80
4.59
153.98
0
17:10
*46
JUNCTION
1.59
4.28
153.98
0
17:09
*54
JUNCTION
1.27
3.56
153.99
0
17:09
*61
JUNCTION
1.56
4.05
153.98
0
17:09
*70
JUNCTION
2.11
5.27
153.97
0
17:10
*72
JUNCTION
0.33
3.37
158.92
0
12:51
*73
JUNCTION
0.33
2.88
158.58
0
12:51
*74
JUNCTION
0.32
3.48
159.42
0
12:53
*75
JUNCTION
0.27
2.97
159.20
0
12:53
*76
JUNCTION
0.26
2.76
159.37
0
13:01
*77
JUNCTION
0.23
2.43
159.46
0
13:02
*78
JUNCTION
0.22
2.29
159.59
0
13:02
*79
JUNCTION
0.91
2.79
153.98
0
17:09
*80
JUNCTION
0.37
1.06
153.98
0
17:08
*90
JUNCTION
0.11
0.45
154.90
0
13:01
*91
JUNCTION
0.12
0.50
157.48
0
13:01
*92
JUNCTION
0.13
0.54
160.10
0
13:00
*93
JUNCTION
0.22
0.90
160.64
0
13:00
*94
JUNCTION
0.22
0.97
160.84
0
13:00
*95
JUNCTION
0.21
0.97
161.02
0
13:00
GolfView-Dn
JUNCTION
0.30
5.54
162.14
0
12:32
GolfView-Pond
JUNCTION
0.33
6.12
161.67
0
12:33
GolfView-Up
JUNCTION
0.32
3.47
161.95
0
12:34
Library
JUNCTION
0.44
2.78
161.81
0
12:31
NicoletDr-Dn
JUNCTION
0.43
1.43
162.79
0
13:00
NicoletDr-Up
JUNCTION
0.28
0.93
164.41
0
13:00
44
JUNCTION
2.64
6.31
153.96
0
17:11
42
JUNCTION
2.43
5.86
153.96
0
17:11
41
JUNCTION
2.38
5.74
153.96
0
17:11
40
JUNCTION
2.35
5.67
153.96
0
17:11
Rockfish-DN
JUNCTION
0.85
2.71
153.99
0
17:09
SWMM 5 Page 3

Town Hall Proposed Design - 10-year storm
69
JUNCTION
0.55
1.94
153.94
0
17:09
'21
JUNCTION
0.12
0.30
154.68
0
13:00
Rockfish
JUNCTION
0.20
0.57
155.57
0
13:00
Outfall
OUTFALL
2.00
2.00
147.00
0
00:00
10
STORAGE
3.77
8.94
153.94
0
17:09
*11 12
STORAGE
3.42
7.94
153.94
0
17:10
Pr Bioretention
STORAGE
0.00
0.00
155.40
0
13:14
Node Inflow Summary
-------------------------------------------------------------------------------------
Maximum
Maximum
Lateral
Total
Lateral
Total
Time
of Max
Inflow
Inflow
Inflow
Inflow
Occurrence
Volume
Volume
Node
Type
CFS
CFS
days
hr:min
10-6
gal
10^6
gal
-------------------------------------------------------------------------------------
*13
JUNCTION
0.00
19.97
0
13:03
0.000
1.561
*14
JUNCTION
0.00
10.18
0
13:04
0.000
0.913
*16
JUNCTION
0.00
0.44
0
13:23
0.000
0.001
*17
JUNCTION
0.00
7.33
0
13:03
0.000
0.763
*18
JUNCTION
0.00
6.52
0
13:03
0.000
0.721
*19
JUNCTION
0.00
6.53
0
13:02
0.000
0.740
*20
JUNCTION
0.00
4.91
0
13:00
0.000
0.639
8967
JUNCTION
0.00
0.07
0
19:12
0.000
0.001
8970
JUNCTION
0.42
0.42
0
13:00
0.025
0.026
8975
JUNCTION
0.00
0.41
0
13:00
0.000
0.025
*45
JUNCTION
0.00
9.84
0
13:02
0.000
0.902
*46
JUNCTION
0.91
0.91
0
13:00
0.048
0.048
'54
JUNCTION
0.00
1.76
0
13:00
0.000
0.111
*61
JUNCTION
0.00
2.59
0
13:01
0.000
0.144
*70
JUNCTION
0.00
9.82
0
13:03
0.000
0.896
*72
JUNCTION
0.00
3.79
0
13:00
0.000
0.205
*73
JUNCTION
0.00
3.88
0
13:00
0.000
0.215
*74
JUNCTION
1.33
3.94
0
13:00
0.083
0.215
*75
JUNCTION
0.00
2.63
0
13:05
0.000
0.132
*76
JUNCTION
0.00
2.60
0
13:05
0.000
0.132
*77
JUNCTION
0.00
2.56
0
13:00
0.000
0.132
*78
JUNCTION
2.71
2.71
0
13:00
0.132
0.132
*79
JUNCTION
0.00
2.59
0
13:01
0.000
0.145
*80
JUNCTION
0.00
2.59
0
13:01
0.000
0.145
*90
JUNCTION
0.00
2.59
0
13:01
0.000
0.145
'91
JUNCTION
0.00
2.59
0
13:00
0.000
0.145
*92
JUNCTION
0.00
2.60
0
13:00
0.000
0.145
*93
JUNCTION
0.00
2.60
0
13:00
0.000
0.145
*94
JUNCTION
0.00
2.61
0
13:00
0.000
0.145
*95
JUNCTION
2.61
2.61
0
13:00
0.145
0.145
GolfView-Dn
JUNCTION
2.86
29.82
0
12:36
0.151
0.930
GolfView-Pond
JUNCTION
0.00
21.61
0
12:36
0.000
1.473
GolfView-Up
JUNCTION
9.65
9.65
0
13:00
0.778
0.780
Library
JUNCTION
0.00
15.46
0
13:00
0.000
1.474
NicoletDr-Dn
JUNCTION
1.06
15.49
0
13:00
0.063
1.475
NicoletDr-Up
JUNCTION
14.44
14.44
0
13:00
1.412
1.412
44
JUNCTION
0.19
10.59
0
13:00
0.010
0.662
42
JUNCTION
1.62
10.47
0
13:00
0.112
0.654
41
JUNCTION
0.29
8.89
0
13:00
0.014
0.544
40
JUNCTION
8.63
8.63
0
13:00
0.506
0.506
Rockfish-DN
JUNCTION
1.80
1.80
0
13:00
0.096
0.096
69
JUNCTION
1.50
1.50
0
13:00
0.076
0.076
*21
JUNCTION
0.00
4.92
0
13:00
0.000
0.639
Rockfish
JUNCTION
4.93
4.93
0
13:00
0.639
0.639
Outfall
OUTFALL
0.00
0.00
0
00:00
0.000
0.000
10
STORAGE
7.52
88.17
0
12:36
0.485
3.339
*11 12
STORAGE
3.21
23.07
0
13:02
0.439
2.277
Pr Bioretention
STORAGE
0.00
4.55
0
12:55
0.000
0.197
Node Surcharge Summary
SWMM 5 Page 4

E
Town Hall Proposed Design - 10-year storm
Surcharging occurs when water rises above the top of the highest conduit
Max. Height
Min. Depth
Hours
Above Crown
Below Rim
Node
Type
Surcharged
Feet
Feet
*16
_______________________________________________________
JUNCTION
10.27
2.569
1.471
*72
JUNCTION
0.73
1.870
0.000
*73
JUNCTION
0.67
1.380
0.000
'74
JUNCTION
0.60
1.984
0.546
*75
JUNCTION
0.61
1.720
0.000
'76
JUNCTION
0.53
1.507
1.133
...*********..****.**
Node Flooding Summary
Flooding refers to all water that overflows a node, whether it ponds or not
Total
Maximum
Maximum
Time of Max
Flood
Ponded
Hours
Rate
Occurrence
Volume
Depth
Node
Flooded
CFS
days hr:min
10^6 gal
Feet
__________________________________________________________________________
*72
0.25
2.31
0 12:57
0.006
3.37
'73
0.39
2.14
0 12:59
0.009
2.88
*75
0.01
0.09
0 13:13
0.000
2.97
*.****.***************
Storage Volume Summary
--------------------------------------------------------------------------------------------
Average
Avg
E&I
Maximum
Max
Time
of Max
Maximum
Volume
Pcnt
Pcnt
Volume
Pcnt
Occurrence
Outflow
Storage Unit
1000 ft3
Full
Loss
1000 ft3
Full
days
hr:min
CFS
____________________________________________________________________________________________
10
63.291
29
65
150.220
69
0
17:09
5.17
*11 12
27.305
22
63
70.602
57
0
17:10
17.80
Pr Bioretention
0.001
0
100
0.005
0
0
13:14
0.00
Outfall Loading Summary
Flow
Avg.
Max.
Total
Freq.
Flow
Flow
Volume
Outfall Node Pont.
CFS
CFS
10^6 gal
-----------------------------------------------------------
Outfall 0.00
0.00
0.00
0.000
___________________________________________________________
System 0.00
0.00
0.00
0.000
***********.********
Link Flow Summary
_____________________________________________________________________________
Maximum
Time
of Max
Maximum
Max/
Max/
IFlowl
Occurrence
Velocl
Full
Full
Link
Type
CFS
days
hr:min
ft/sec
Flow
Depth
_____________________________________________________________________________
Nicolet
CONDUIT
14.44
0
13:00
749
0.31
0.59
Nicolet-Over
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
Golfview-A
CONDUIT
15.46
0
13:00
6.77
0.72
0.68
Golfview-A-Over
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
SWMM5
Page 5

Town Hall Proposed Design - 10-year storm
Golfview-B
CONDUIT
21.61
0
12:36
10.03
0.53
1.00
Golfview-B-Over
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
Golfview-C
CONDUIT
38.55
0
12:36
22.44
0.18
0.59
Golfview-C-over
CONDUIT
2.65
0
12:33
2.28
0.00
0.01
Golfview-D
CONDUIT
28.75
0
12:36
11.23
0.77
1.00
Golfview-D-Over
CONDUIT
0.00
0
00:00
0.00
0.00
0.14
Golfview-E
CONDUIT
33.24
0
12:36
23.91
0.28
0.61
Golfview-E-Over
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
Library
CONDUIT
1.50
0
13:00
5.98
0.07
1.00
Library -Over
CONDUIT
0.00
0
00:00
0.00
0.00
0.07
40-41
CONDUIT
8.60
0
13:00
2.75
0.69
1.00
Police -A -Over
CONDUIT
0.00
0
00:00
0.00
0.00
0.07
41-42
CONDUIT
8.85
0
13:00
2.87
0.72
1.00
Police-B-Over
CONDUIT
1.89
0
19:00
0.22
0.00
0.09
42-44
CONDUIT
10.40
0
13:00
3.31
0.84
1.00
Police-C-Over
CONDUIT
0.03
0
17:11
0.31
0.01
0.20
44-+13
CONDUIT
10.53
0
13:00
3.35
0.75
1.00
Main-E-Over
CONDUIT
0.23
0
17:30
0.08
0.00
0.08
`PondConnection
CONDUIT
17.80
0
12:37
8.09
0.44
1.00
Pond -Over -Spillway
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
Outfall Pipe
CONDUIT
0.00
0
00:00
0.00
0.00
0.50
13-12
CONDUIT
19.89
0
13:02
5.01
0.90
1.00
Over_13-11_12
CONDUIT
0.00
0
00:00
0.00
0.00
0.50
14-13
CONDUIT
10.10
0
13:04
2.37
0.45
1.00
Over_14-13
CONDUIT
0.00
0
00:00
0.00
0.00
0.08
16-45
CONDUIT
0.44
0
13:23
0.33
0.04
1.00
17-45
CONDUIT
7.33
0
13:04
2.92
0.32
1.00
Over_17-45
CONDUIT
0.00
0
00:00
0.00
0.00
0.18
18-17
CONDUIT
6.51
0
13:04
2.89
0.29
1.00
19-18
CONDUIT
6.52
0
13:03
3.26
0.29
1.00
Over_19-18
CONDUIT
0.00
0
00:00
0.00
0.00
0.04
20-19
CONDUIT
4.91
0
13:00
2.89
4.23
1.00
Over_20-19
CONDUIT
0.00
0
00:00
0.00
0.00
0.11
21-20
CONDUIT
4.91
0
13:00
4.66
0.05
0.57
8967-8970
CONDUIT
0.07
0
19:12
0.17
0.01
1.00
Over_41-42
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
8975-8970
CONDUIT
0.41
0
13:00
2.59
0.22
1.00
Over_42-44
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
44-13
CONDUIT
0.41
0
13:01
0.47
0.02
1.00
Over_44-13
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
45-70
CONDUIT
9.82
0
13:03
4.29
0.44
1.00
46-17
CONDUIT
0.87
0
13:00
0.83
0.00
0.24
Over_46-17
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
54-19
CONDUIT
1.70
0
13:04
0.81
0.24
1.00
Over_54-19
CONDUIT
0.00
0
00:00
0.00
0.00
0.09
61-42
CONDUIT
2.65
0
13:23
3.30
0.15
1.00
62-61
CONDUIT
0.00
0
13:23
0.00
0.00
0.50
70-14
CONDUIT
9.79
0
13:04
3.21
0.43
1.00
Over_70-14
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
7271
CONDUIT
4.55
0
12:55
9.67
0.79
0.50
73 72
CONDUIT
3.79
0
13:00
3.08
0.67
1.00
74-73
CONDUIT
3.88
0
13:00
2.65
0.67
1.00
75-74
CONDUIT
2.61
0
13:00
2.17
0.74
1.00
76-75
CONDUIT
2.63
0
13:05
2.49
0.75
1.00
77-76 -
CONDUIT
2.60
0
13:05
2.76
0.64
1.00
78-77
CONDUIT
2.56
0
13:00
2.98
0.57
1.00
Over_78-77
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
79-61
CONDUIT
2.59
0
13:01
4.19
0.14
1.00
Over_79-61
CONDUIT
0.00
0
00:00
0.00
0.00
0.00
80-79
CONDUIT
2.59
0
13:01
5.25
0.23
0.82
90-80
CONDUIT
2.59
0
13:01
4.48
0.17
0.39
91-90
CONDUIT
2.59
0
13:01
6.05
0.28
0.38
92-91
CONDUIT
2.59
0
13:00
5.32
0.35
0.42
93-92
CONDUIT
2.60
0
13:00
3.26
0.78
0.62
94-93
CONDUIT
2.60
0
13:00
2.79
0.74
0.71
95-94
CONDUIT
2.61
0
13:00
2.69
0.74
0.74
Rockfish5wale-21
CONDUIT
4.92
0
13:00
2.33
0.02
0.11
Rockfish5wale-54
CONDUIT
1.76
0
13:00
0.57
0.01
0.78
Flow Classification Summary
SWMM 5 Page 6

Town Hall Proposed Design - 10-year storm
-----------------------------------------------------------------------------------------
Adjusted
---
Fraction
of
Time
in
Flow
Class
----
Avg.
Avg.
/Actual
Up
Down
Sub
Sup
Up
Down
Froude
Flow
Conduit
Length
Dry
Dry
Dry
Crit
Crit
Crit
Crit
Number
Change
-----------------------------------------------------------------------------
Nicolet
1.00
0.04
0.00
0.00
0.01
0.95
0.00
0.00
1.63
0.0000
Nicolet-Over
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
Golfview-A
1.00
0.04
0.00
0.00
0.05
0.91
0.00
0.00
1.18
0.0000
Golfview-A-Over
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
Golfview-B
1.00
0.04
0.00
0.00
0.07
0.89
0.00
0.00
1.85
0.0000
Golfview-B-Over
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
Golfview-C
1.00
0.04
0.00
0.00
0.59
0.37
0.00
0.00
4.55
0.0006
Golfview-C-Over
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.01
0.0000
Golfview-D
1.00
0.04
0.00
0.00
0.07
0.89
0.00
0.00
2.41
0.0002
Golfview-D-Over
1.00
0.98
0.02
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
Golfview-E
1.00
0.04
0.00
0.00
0.52
0.44
0.00
0.00
5.22
0.0008
Golfview-E-Over
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
Library
1.00
0.04
0.00
0.00
0.42
0.01
0.00
0.53
1.27
0.0000
Library -Over
1.00
0.90
0.10
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
40-41
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.30
0.0001
Police -A -Over
1.00
0.81
0.19
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
41-42
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.29
0.0020
Police-B-Over
1.00
0.81
0.08
0.00
0.10
0.00
0.00
0.00
0.00
0.0000
42-44
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.33
0.0006
Police-C-Over
1.00
0.84
0.06
0.00
0.11
0.00
0.00
0.00
0.01
0.0000
44-*13
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.26
0.0001
Main-E-Over
1.00
0.84
0.05
0.00
0.11
0.00
0.00
0.00
0.00
0.0000
'PondConnection
1.00
0.04
0.00
0.00
0.66
0.30
0.00
0.00
0.84
0.0003
Pond -Over -Spillway
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
Outfall Pipe
1.00
0.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
13-12
1.00
0.04
0.00
0.00
0.49
0.00
0.00
0.47
0.40
0.0001
Over_13-11_12
1.00
0.55
0.45
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
14-13
1.00
0.04
0.00
0.00
0.95
0.00
0.00
0.00
0.18
0.0000
Over_14-13
1.00
0.89
0.11
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
16-45
1.00
0.31
0.17
0.00
0.51
0.00
0.00
0.00
0.00
0.0000
17-45
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.26
0.0001
Over_17-45
1.00
0.72
0.28
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
18-17
1.00
0.04
0.02
0.00
0.94
0.00
0.00
0.00
0.31
0.0000
19-18
1.00
0.06
0.00
0.00
0.94
0.00
0.00
0.00
0.34
0.0000
Over_19-18
1.00
0.81
0.19
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
20-19
1.00
0.06
0.00
0.00
0.50
0.00
0.00
0.44
0.27
0.0002
0ver_20-19
1.00
0.81
0.19
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
21-20
1.00
0.05
0.00
0.00
0.79
0.16
0.00
0.00
0.49
0.0000
8967-8970
1.00
0.04
0.35
0.00
0.61
0.00
0.00
0.00
0.00
0.0000
Over_41-42
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
8975-8970
1.00
0.04
0.00
0.00
0.90
0.06
0.00
0.00
0.25
0.0002
0ver_42-44
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
44-13
1.00
0.05
0.00
0.00
0.95
0.00
0.00
0.00
0.05
0.0000
0ver_44-13
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
45-70
1.00
0.04
0.00
0.00
0.48
0.00
0.00
0.48
0.41
0.0000
46-17
1.00
0.04
0.00
0.00
0.68
0.00
0.00
0.28
0.12
0.0000
Over_46-17
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
54-19
1.00
0.06
0.00
0.00
0.93
0.00
0.00
0.02
0.07
0.0001
Over_54-19
1.00
0.79
0.21
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
61-42
1.00
0.13
0.00
0.00
0.50
0.08
0.00
0.29
0.69
0.0001
62-61
1.00
0.08
0.62
0.00
0.30
0.00
0.00
0.00
0.00
0.0000
70-14
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.33
0.0000
0ver_70-14
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
72 71
1.00
0.05
0.00
0.00
0.09
0.86
0.00
0.00
2.25
0.0150
73 72
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.59
0.0037
74-73
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.60
0.0009
75-74
1.00
0.04
0.01
0.00
0.95
0.00
0.00
0.00
0.50
0.0005
76-75
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.60
0.0005
77-76
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.66
0.0003
78-77
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.75
0.0001
Over_78-77
1.00
0.99
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
79-61
1.00
0.08
0.00
0.00
0.86
0.06
0.00
0.00
0.23
0.0000
0ver_79-61
1.00
1.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
80-79
1.00
0.08
0.00
0.00
0.42
0.50
0.00
0.00
0.77
0.0000
90-80
1.00
0.06
0.00
0.00
0.77
0.17
0.00
0.00
0.51
0.0000
SWMM 5
Page 7

Town Hall Proposed Design - 10-year storm
91-90
1.00
0.05
0.00
0.00
0.00
0.00
0.00
0.95
1.63
0.0000
92-91
1.00
0.05
0.00
0.00
0.00
0.00
0.00
0.95
1.35
0.0000
93-92
1.00
0.05
0.00
0.00
0.00
0.00
0.00
0.95
0.71
0.0000
94-93
1.00
0.04
0.00
0.00
0.13
0.00
0.00
0.83
0.73
0.0000
95-94
1.00
0.04
0.00
0.00
0.13
0.00
0.00
0.83
0.74
0.0000
RockfishSwale-21
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.45
0.0000
RockfishSwale-54
1.00
0.04
0.00
0.00
0.96
0.00
0.00
0.00
0.08
0.0000
Conduit Surcharge Summary
---------
Hours Full
--------
Conduit
Both Ends
Upstream
Dnstream
-----------------------------------------------------
Golfview-B
0.08
0.08
0.08
Golfview-D
0.51
0.51
0.51
Library
4.77
4.77
4.77
40-41
11.04
11.04
11.04
41-42
11.04
11.04
11.04
42-44
11.04
11.04
11.04
44-*13
11.06
11.06
11.06
*PondConnection
10.96
10.96
10.96
13-12
10.80
10.80
10.80
14-13
10.63
10.63
10.63
16-45
10.27
10.27
10.27
17-45
9.67
9.67
9.67
18-17
8.41
8.41
8.41
19-18
7.64
7.64
7.64
20-19
8.72
8.72
8.72
8967-8970
9.20
9.20
9.20
8975-8970
9.49
9.49
9.50
44-13
9.52
9.52
9.52
45-70
9.92
9.92
9.92
54-19
10.15
10.15
10.15
61-42
10.15
10.15
10.15
70-14
10.37
10.37
10.37
73_72
0.65
0.65
0.67
74-73
0.60
0.60
0.60
75-74
0.61
0.61
0.61
76-75
0.53
0.53
0.53
77-76
0.46
0.46
0.46
78-77
0.43
0.43
0.43
79-61
7.73
7.73
7.73
Analysis begun on: Thu Mar 06 14:45:48 2014
Analysis ended on: Thu Mar 06 14:45:52 2014
Total elapsed time: 00:00:04
Hours Hours
Above Full Capacity
Normal Flow Limited
----------------------
01
01
01
15
29
01
08
01
01
01
01
01
01
01
04
01
01
01
01
01
01
01
24
09
03
03
03
01
01
SWMM 5 Page 8

;a
Town of Hope Mills
Town Hall Drainage
and BMP Retrofit
Project
Figure 2.2.1:
Project Area
Legend
1... : Town Hall Drainage Area
—►— Proposed Conveyance
— Existing Conveyance
i.+ Proposed BMPs
1!! Proposed Parking lot
O Manhole/Junction
O Grate Inlet
® Curb Inlet
a Catch Basin
s Pipe End
fl�
0 150 300
Feet
1 inch = 300 feet
rD I�CKSON

Wade, Larry
From:
Wade, Larry
Sent:
Wednesday, February 05, 2014 10:50 AM
To:
'[e-mail]'
Subject:
Town of Hope Mills Drainage Improvements
Mr. Murray,
Based on our telephone discussion this morning-
1. Provide a topographic map to show the entire project area that clearly verifies the drainage calculations
provoded include any off -site areas.
2. Show a access maintenance easement for the new bioretention basin.
3. Demonstrate the hydraulic design for the system will function properly for the increased flows to the two
existing (improved) stormwater ponds.
Thanks,
Larry W. Wade PE Telephone: [phone]
Fax: [phone]
Stormwater Perm itting'Program
North Carolina Department of Environment & Natural Resources
Division of Energy Mineral and Land Resources
1612 Mail Service
Raleigh, NC 27699-1612
Physical Address - 512 N. Salisbury St. Room 942S
Raleigh, NC 27604
************************This is a government E-mail address****************************
*********E-mails sent and received from this address can be disclosed to third parties************

Narrative
Town Hall Drainage & BMP Retrofit Project
Town of Hope Mills
The Town of Hope Mills is requesting a Stormwater Management Permit from NCDENR-DEMLR for the
paving of a parking lot associated with drainage improvements to a Town owned park. Typically the
Town reviews and approves stormwater permit applications within its municipal limits, however since
the Town is the Owner of the project, they are requesting a review and permit from NCDENR-DEMLR to
avoid a conflict of interest.
The Town Hall Drainage & BMP Retrofit Project will redirect and attenuate drainage to relieve flooding
on the Town Hall Campus property and the adjacent Rockfish Road. The entire project will be located
on Town owned property, which currently includes Town Hall, Police Department, the Parks and
Recreation Center and a Town park with baseball fields, therefore no easements are required.
The existing drainage infrastructure conveys drainage from Rockfish Road through an 18" pipe that is
located between the Rec Center and Town Hall. Portions of the pipe have a negative slope. The
negative slope coupled with blockages from tree roots significantly limits the functionality of the pipe
and causes flooding along Rockfish Road and Park Boulevard. Drainage that is able to be conveyed
through the 18" pipe flows north and west to an existing infiltration basin. This basin as well as an
adjacent infiltration basin to the northeast collect runoff from the site and slowly infiltrates that runoff
to the ground. There is no existing direct discharge to a receiving stream. A portion of the drainage
area includes a dirt parking lot that currently results in significant sediment runoff during storm events
that clogs the existing conveyance system and infiltration basins.
As part of this project, the existing dirt parking lot approximatley 1-acre in size will be paved. This is the
only portion of the project that results in an increase of impervious area. The runoff from the parking
lot will be treated by a bioretention area along Park Boulevard. The required treatment volume for the
parking lot is 4,662 cubic feet, however the bioretention area is 6,937 cubic feet which will treat runoff
from 1.5" of rainfall. In addition to the bioretention area, both existing infiltration basins will be
regraded and scarified to increase the infiltration rate of the basins, however these basins are not
needed to provide the required water quality treatment from the parking lot. The infiltration basins will
remain as the outfall of the drainage basin. There is no direct discharge to a stream or other waterbody.
The soils throughout the project site have an infiltration rate of approximately 20 inches/hour as shown
in the attached geotechnical report.
The project meets requirements of the Town's NPDES Phase II permit (see Appendix E) by providing an
opportunity for public education related to stormwater treatment by siting the bioretention area
directly adjacent to a heavily traveled walking trail. The Town intends on adding educational signage
next to the bioretention area describing stormwater treatment.
E-1

Application Completeness Review
d First Submittal ❑ Re -submittal
Development/Project Name:
Receiving stream name
?iver Basin: Gn.PG Fr=&A.
Date Received: I - W 1q Date Reviewed: 1 .21- t't By Larry
Classification:
For post -construction requirements, a program will be deemed compliant for the areas where it is
implementing any of the following programs: WS-I, WS-II, WS-III, WS-IV, HQW, ORW, Neuse River Basin
NSW, Tar -Pamlico River Basin NSW, and the Randleman Lake Water Supply Watershed Nutrient
Management Strategy.
High Density Projects that require a 401/404 within an NSW require 85% TSS, 30% TN and 30% TP removal.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds):
Latitude and Longitude: 3,4'S8' 21.-4" f`I-7$°S7' 2/.7" I j Jurisdiction FRo
Project Address: e 1
Engineer name and firm: Ti /onAAS McJr2RpY " pis 1.L K. Di�KSo �1 two )mac
Phone: 919 -782 oq+1 Email: n,urrns� Law c San.cew,
Is the project confirmed to be in the State MSI Stormwater Permtjurisdiction? ❑'Yes or ❑ No
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets CiHigh Density ❑ Other
❑ 401/404 impacts to surface waters, wetlands, and buffers (add language to cover letter and/or add info letter)
ei BUA 13.0
d Check for $505.00 included
e Original signature (not photocopy) on application
d' Legal signature (Corporation-VP/higher, Partnership -General Partner/higher, LLC-member/manager, Agent).
Check spelling, capitalization, punctuation: http://www.secretary.state.nc.us/corporations/thepage.aspx
If an agent signs the application, a signed letter of authorization from the applicant must be provided which
includes the name, title, mailing address and phone number of the person signing the letter.
1 Copy of property deed showing ownership or control
❑ For subdivided projects, a signed and notarized deed restriction statement
dl'�/ Sealed, signed & dated calculations
O Correct supplement and O&M provided for each BMP on site (check all that were provided & number of each)
Er Bioretention
❑ Dry Detention Basin
❑ Filter Strip
❑ Grass Swale
❑ Infiltration Basin
❑ Infiltration Trench
❑ Level Spreader
❑ Permeable Pavement
❑ Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
❑ Wet Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
ca'� Two sets of sealed, signed & dated layout & finish grading plans with appropriate details
Z Narrative Description of stormwater management provided
o' Soils report, geotech information provided
❑ Wetlands delineated or a note on the plans or in the accompanying documents that none exist on site and/or
adjacent property
[Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
2'� Dimensions & slopes provided
❑ Drainage areas delineated ❑ Pervious and impervious reported for each ❑ Areas of high density
2"� BMP operation and maintenance agreements provided
2r'�Application complete ❑ Application Incomplete Returned: (Date)
Comments
Apnl 26, 2013 Revision, Bill Diuguid

IF
SL 2006-246 Section 9 Post Construction Requirements for Non -Coastal Counties
Low -density oroiects
❑ No more than two dwelling units per acre or 24% built -upon area;
o Vegetated conveyances to the maximum extent practicable;
❑ Built -upon areas at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures.
High density oroiects
❑ Control and treat runoff from the first one -inch of rain.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ Discharge the storage volume at a rate equal to or less than the predevelopment discharge rate for the
one-year, 24-hour storm.
❑ Achieve 85% average annual removal of total suspended solids.
❑ For BMPs that require a separation from the seasonal high-water table (SHWT), the separation shall include
at least 12 inches of naturally occurring soil above the SHWT.
❑ Stormwater management measures must comply with the General Engineering Design Criteria For All
Projects requirements listed in 15A NCAC 2H .1008(c);
❑ All built -upon areas are at least 30 feet landward of perennial and intermittent surface waters;
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
Goose Creek, Six Mile Creek and Waxhaw Creek Watersheds
Buffer Requirements
❑ Undisturbed riparian buffers within 200 feet of water bodies within the 100-Year Floodplain and within 100 feet
of water bodies that are not within the 100-Year Floodplain. Exceptions to the undisturbed buffer
requirements are set forth in 15A NCAC 02B .0607
Stormwater Controls as required by 15A NCAC 02B .0602
❑ Control and treat the difference between the pre -development and post -development conditions for the one-
year, 24-hour storm with structural controls.
❑ Development and redevelopment shall implement stormwater management measures that promote infiltration
of flows and ground water recharge for the purpose of maintaining stream base flow.
❑ 85% average annual removal of total suspended solids.
❑ Draw down the treatment volume no faster than 48 hours, but no slower than 120 hours, for detention ponds.
❑ Discharge the storage volume at a rate equal or less than the pre -development discharge rate for the one-
year, 24-hour storm.
❑ Meet design or stormwater management measures set forth in 15A NCAC 2H .1008.
High Density Projects that require a 401/404 within an NSW
❑ 85% TSS
a 30% TN
❑ 30% TP
April 26, 2013 Revision, Bill Diuguid

Town Hall Drainage and BMP Retrofit Project
Design Calculations
January 8, 2014
? C.hnre
n r
G3i"5i

Bio-Retention Area Sizing
Project: Town Hall
Location: Hope Mills NC
Completed by: TLM
Dale: 12/5/2013
Drainage Propperties
Drainage Area, (DA) _
Impervious Area c=
Pervious Area c= 0.35
Cc=
Intensity(10)= .
Q10=
% Impervious =
Temporary Water Quality Pool
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) =
Elevation of Vegetation:
Depth of Storage=
Surface Area Req.=
Surface Area Provided=
Storage Volume Provided =
Is storage Volume Sufficient?
Draw Down of Water Quality Volume (Darcy's Law)
Q=-KiA
K:
Hydraulic conductivity
is
Hydraulic gradient((Pb-Pa)/L)
A:
Area of Media
Pb:
Pressure Head at top of Pond
Pa:
Pressure Head at bottom of media
L:
Length (depth of media)
For Water Quality Volume (WQV)
2.78 a
_1.27 ac
1.51 ac
0.62
7.18
12.47
46 %
1.00 in (Typically 1-in)
0.46 aclac
4,662 cf
155.40 ft
12 in
4,662 sf
[-7,490 sf
6.945 cf
t'IX.9
Maximum Water surface elevation
in the BR for WQV:
156.4
ft
Surface Elevation of BR:
Depth of Pool:
1 ft
Hydralic gradient:
1 ft (Pb-Pa)/L
Area:
6•,�945 sf
'—
Hydraulic Conductivity:(K):_J in/hr
Hydraulic Conductivity:(K)
2.3148E-05 ft/sec
Peak Flow IQ):
0.161 cfs
Volume of Ponding Water:
6945.00 cf
Peak Flow (Q):
0.161 cfs
Ponded Water Draw Down Time:
12.00 hours
Draw Down into first 24" of media:
36 hours
Underdrain Sizing
D=16'[(Q"n)/(s-0.5)]A(3/8)
D: Diameter of single pipe
Q: flow rate times safety factor of 2 to 10
n: roughness factor (recommended to be 0.011)
s: internal slope (0.5% minimum)
Adjusted flow Q: 0.16076 cfs' 3 = 0.48229167 cfs
Roughness factor n: 0.011
Internal slope s: 0.005
Diameter of single pipe D: 4.012
(Surface Area of Pond at P deep)
(From Darcy Law)
Formed Volume/Peak Flow)
(Hydraulic Conductivitiyl depth of media)

Hydrograph Report
Hydratlow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Tuesday, 12110 12013
Hyd. No. 2
bio
Hydrograph type
= Reservoir
Peak discharge
= 1.705 cfs
Storm frequency
= 10 yrs
Time to peak
= 18 min
Time interval
= 1 min
Hyd. volume
= 1,418 cuft
Inflow hyd. No.
= 1 - parkinglot
Max. Elevation
= 156.60 ft
Reservoir name
= bioretention
Max. Storage
= 5,832 cuft
Storage Indication method used.
Q (cfs
12.00
10.00
Gi
OD]
M
4.00
2.00
1LT61
bio
Hyd. No. 2 -- 10 Year
0 10 20 30 40 50 60 70
Hyd No. 2 — Hyd No. 1 T _—j Total storage used = 5,832 cult
Q (cfs)
12.00
fNl[HI:
4.00
2.00
a
80.
Time (min)

LLP "Setting ihe-Standard for Service"
June-12,2012,
Mr. Tom Murray,;P..E.
WNk Dickson & Company'. Inc.
720 Corporate Center-Dri4e -
Raleigh, North Carolina 27607
Reference: Reportof Infiltration'Testing
Town Hall Drainage Improvement Project
Town of Hope Mills
Rockfish ROad,and GolfviewAoad
Hope,,Mills,, North Carolina-
ECS Project Number 332005
Dear Mr: Murray:.
ECS Carolinas, LLP (ECS) recently, conducted Infltration,testing for the proposed'-BMP's at the
Hope Mills Town Hall. The site is,located at the intersection of -Rockfish :Road and GoIfview
Road, in .Hope .Mills, North Carolina. The purposee, of"this exploration, is to obtain subsurface
information -of, the in -place soils for the proposed BMP's. This letter, with attachments, is the
report of ourtesting.
FleldTesting
'On :June 7; 2012, ECS conducted an exploration of the subsurface soil and groundwater
conditions at the proposed stormwater BMP areas by advancing three hand auger borings (1-1
through 174into the existing ground surface. The app�oximate'hand auger boring.locations are
shown -on -the attached Boring: Location Diagram,(Figure 2): The subsurface soils encountered
in the hand auger borings were visually classified'in the field. ECS also" 'recorded the ground
water.'level 'and the seasonal high water table.(SHWT) observed in each of the hand auger,
borings,at'the'time of drilling; The. attached Infiltration Testing'Form provides -a summary of the "
subsurface conditions encountered,at-the; hand auger boring, locations.
The groundwater level=and'SHWT below existing grade elevation were:estimated;at the boring
locations. The findings are listed below:
Location
Water Level
SHWT,
1-1
Greater Than'108`inches
84.inches
1-2
Greater Than 108.inches
82 inches
1-3
Greater Than 108.inches
95inches
ECS also conducted three (3) infiltration tests utilizing a compact head permeameter near the
hand auger borings to estimate the infiltration rate for the subsurface`soils. Infiltration tests are
typically conducted at two feet below the SHWT. If the SHWT is.less than three feet, the tests
are conductedat ten inches below the surface elevation.
726 Ramsey Street, Suite 3, Fayetteville, NC 28301 , T. 910-1401-3288 • .F: 910-323-0539 • www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • EC5Mitlwest, LLC • ECS Mid -Atlantic, LLC •. ECS.Southeast, LLG. ECSTexas, LLP

Report of Infiltration Testing
Town.Hall Drainage Improvement Project r Town of Hope. Mills
Hope Mills; North Carolina
ECS Project Number 33:2006
June 11,2012 -
Field Test Results
A summaryof the infiltration tests are listed below.
Location.. '
Description '' -
. _ '_Depth '
„' inches/hour:-`
1-1
Orange fine to medium
60 inches
22.5
SAND
I-2
Tan/orange fine to medium
58 inches
18.5
SAND
1-3
Tan fine to medium SAND
72 inches
21.6
Infiltration rates and SHWT may _vary within the proposed site due to changes in elevation and
subsurface conditions.
Closure
The activities and evaluative approaches used in this assessment are consistent with those
normally employed inassessments of this type. ECS's testing of the site conditions have -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. Should.you have
any questions or if we could be of further assistance, please do not hesitate to contact us at
[phone].
Respectfully Submitted,
ECS CAROLINA% LLP_
Firm License No. F-1078
Thomas B. Baird, P.E.
Senior Geotechnical Engineer
NC PE License No. 016244
Attachments: Figure 1 — Site Location Map
Figure 2 - Boring Location Diagram
Infiltration Testing Form
�vvv
cott'Dowell, P.E.
Branch Manager
NC PE License No. 037387

Infiltration Testing Form
Town Hall.Drainage'Improvement Project
Town of Hope Mills
ECS Project No. 33:2005
June 7, 2012
Location Depth Soil Description
l=1 0.-10" Gray silty SAND
10"-48" Tan fine SAND
48"-86" Orange fine to medium SAND
86"7108" Tan/orange clayey SAND
Seasonal High. Water Table was estimated to be at 84.0 inches below the
existing grade elevation.
Infiltration Rate: 22.5 inches per hour
Test was conducted at 60.0 inches below existing grade elevation
Groundwater > 108.0-inches below existing grade elevation
Location Depth Soil Description
I-2 0-6" Gray silty SAND
6"-50" Tan/orange fine SAND w/ silt
50"-98" Tan/orange fine to medium SAND
98" A 08" Tan/orange clayey SAND
Seasonal High Water Table was estimated to be at 82.0 inches below the
existing grade. elevation.
Infiltration Rate: 18.5 inches per hour
Tesfwassconducted at 58.0 inches below existing grade elevation
Groundwater > 108.0 inches below existing grade elevation
Location Depth Soil Description
1-3 0-12" Orange fine to coarse clayey SAND
121140" Tan/orange fine SAND w/ silt
40"-108" Tan fine to medium SAND
Seasonal High Water Table was estimated to be at 95.0 inches below the
existing grade elevation.
Infiltration Rate: 21.6 inches per hour
Test was conducted at 71.0 inches below existing grade elevation
Groundwater > 108.0 inches below existing grade elevation

�8IC KSON
community infrastructure consultants
January 8, 2014
Mr. Mike Randall
North Carolina Division of Environment and Natural Resources
North Carolina Division of Energy, Mineral and Land Resources
Land Quality Section
512 N. Salisbury Street — Archdale Building
9`h Floor
Raleigh, North Carolina 27604
RE: Stormwater Permit
Town Hall Drainage and BMP Retrofit Project
WK Dickson #20120068.00.RA
Dear Mr. Randall:
The Town of Hope Mills has contracted with W.K. Dickson & Co., Inc. for design of storm drainage
improvements including a paved parking lot which requires stormwater treatment. Typically the Town
would review stormwater permits required by the Town's NPDES Phase II permit, however the Town
is the Owner of the project. Therefore, the Town would like to request NCDENR to review the
enclosed stormwater permit
Enclosed for your approval are the following as required in the permit application:
• Original and one copy of the permit application
• Supplement form D @��
O&M agreement t,1n
• Application fee of $505.00 V
• Narrative JAN
• USGS map 1 +2014
• Design calculations wo NR
• Two (2) sets of sealed plans deg
• Geotechnical Report ere
• NRCS soils map
• Deed
All land disturbing activity will be performed on Town of Hope Mills property and NCDOT right-of-
way.
720 Corporate Center Drive
Raleigh, NC 27607
Tel. [phone]
Fax [phone]
www.wkdickson.cont
Transportation • Water Resources • Urban Development • Geomatics

Please advise us if you need any additional information for our request to be considered and accepted.
If any steps can be taken to expedite the processing of this application, or if you have any questions or
concerns, please do not hesitate to call us at [phone].
Sincerely,
W.K. on & Co Inc.
V ` �
DickssI
Tom Murray, PE
Project Manager
Enclosures
cc: Elisabeth Brown — Town of Hope Mills Stormwater Administrator
20120068.00.RA File

4368
275
-435a
0275
STATE 01
,ReapF.itei...
IC 1029
ctlea Tn $18.00
BX4368PGO275
RECEIVED
95 SEP -8 Pit 1105
GEORGE E. TATUM
REGISTER OF DEEDS
CUMRERLAW) CO., WC
�
. ttmr. soot w F.A.
Tax lot NA.. ..... ..._.. .._............. ......... __ ........... P.m.I Identifier No. .............. ......... ..... ....... .................
Verified b1... ........... . .. ....,......... County on the .. . _..... day of ...... . __...,.... ..... ip.
b1.............. .... _.. ... .. .. ..._.... .. ....._.... ............ ...... __ ...............
Mall Attar recordist to William R. Davie P.O. Box 566 Hope ,Mills, NC 28348-0566
.............._...... ....... ................._......._........... ...._.................................. .._........ _.........._.......__......
Th4 instrument ... preMrod by ., Nlliam.. R.._Davie, .Attorney.. at..LaW......
Brief description for the Index
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED We this ...28th day of ......_JulY.. ................. .... .. 19 9_5_., by and between
GRANTOR GRANTEE
HOPE MILLS YOUTH ASSOCIATION, INC. I ,TOWN OF HOPE MILLS, a North
Carolina municipality,
3701 South Main Street
Hope Mills, NC 28348
Aa° At emeerale Weed, ti same eery: s a., was , an, u .ywnw.as. swat a mutt, w..wsareu.s se
The dealtnaties Grantor ad Crests As used harols shall Include said pectin, their helm, auccesson, and entire , and
Abell Ieelud. I.Vlae, ptotal, masculine, feminina or rector a required by ...test.
WITNESBETH, that the Gmntoq for s valuable consideration Daid by the Gretna. the receipt of which is hereby
AemowladrM, has And by than protests don part barrel , sell and convey unto the Grantee In fm simple, all that
certsi. lot or p&mAl of land Aitu.ted in the City of Rope .Mills _„ Rockfish,.. ... ... T.wrahip,
.. Cumberland ,. County, North Carolina and more particularly described a follows
SEE EXHIBIT "A" ATTACKED HERETO.
KC.w.,vowra.>o 1176,14aeaamn-..,.a..mb.�...w i"rwi�a. mr r w

436E
276
-4368 1. .
0276
BK4368PG0276
The p.P.Iy b.wlnabov. deecrlbed wee u,W.d by Greeter by ine,o..t recorded m....................._........._....._.._...... _......
Hook 4289, Page 605, Cumberland County Registry_of .Deeds.,,
._.... .. .. ....._.... ... ......._ ... ....... ......._ . ..
A map rberl., the abor. deacdbad progrb la reeolded In Plat Hook .. _...... _.......... .......... ➢aye..._............,......
TO HAVE AND TO HOLD the afareaaid lot or Motel of lud and all privilege and APPUMthencee thereto beloaglay he
the Grmbee in fee Meept.
And the Grantor covenabbe wIth the Gastae, that Grantor is "load of the Premiaes In fee simple, has the rlabt to rnave
the ease, In fee dmple, that title la searbmble and free end clear of atl ...u.bnucn, and that Gnntor will ..at sad
defend Me UW against Me lawful elalma of all
peraons whoamwr exce➢t for Me enceptton. bereinafter crated.
Title to the Pneparty henlnabow described b aobjct to the following aaceptloe:
Subject -to -easements, restrictions and rights -of -way appearing of record in
the Cumberland County Registry of Deeds.
LN wRMYr wnaaor W 01. W N W 1.n .+.N jNY NM.r� N M WYe Yu4
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a .- F. t' !ti_it� .A �.�. .-t.• i. 1.. a XN fi.W. «rrm[u.. Ya WL.1 NawIV aalr
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h/alq%,e&d an be omma. TW Wwa.mtmddb v.dOnrerr dWf rN•m.W a Itrdw.d li.and in me aookand Pepr.ban aaa dr
M, fee land.
080Y08 . TANY I REGISTLDI OF DUDS FOR CUMBERIAI81 COUNTY,
dAI /l. a+.J Deem)/Ap", - R.01. d Denh
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4360
277
4368 .
0277
SK43680®0271
TRACT 1;
BEGINNING at an iron stake said stake being the Southeast corner of
Lot tl, Block 6 of Oak Crest Subdivision as recorded in Plat Book
11, Page 13, Cumberland County Registry and being located where
the Northern margin of Rockfish Avenue intersects with the Western
margin of Fayetteville Street (which is now withdrawn from
dedication) and mooing thence with the Northern margin of Rockfish
Avenue North 75 degrees 06 minutes West 100.00 feet to en iron
stake, the Southwest comer of Lot i2 of foresaid subdivision;
thence with the Western line of said Lot #2 North 14 degrees 56
minutes Bast 130.00 feet to a concrete monument the Northwest
corner of said Lot 02; thence South 75 degrees 06 minutes Bast
100.00 feet to an iron stake the Northeast comer of foressid Lot
11 thence with the Eastern line of said Lot it South 14 degrees 56
minutes West 130.00 feet to the BEGINNING, and being all of Lots tl
i 02, Block 6, Oak Crest Subdivision, an recorded in Book of Plats
11, Page 13, Cumberland County Registry.
BEGINNING At a concrete monument in the Northern margin of Rockfish
Avenue said monument being the Southeast corner of Lot t5, Block 6
of Oak Crest Subdivision, as recorded in Book of Plate 11, Page 13,
Cumberland County Registry, said monument being located North 75
degrees 04 minutes West 200.00 feet from where the Northern margin
of Rockfish Avenue intersect. with the Eastern margin of
Fayetteville Street (now withdrawn from dedication) and running
thence with Northern margin of said Rockfish Avenue North 75
degrees 04 minutes West 50.00 feet to a concrete monument the
Southwest corner of said Lot 15; thence with the Western line of
Lot 15 North is degrees 56 minutes East 130.00 feet to a concrete
monument, the Northwest corner of said Lot #5; thence with the
Northern line of said Lot #5 South 75 degrees 06 minutes Bast 50.00
feet to a concrete monument the Northeast corner of said Lot i5;
thence with the Eastern line of said Lot f5 South 16 degrees 56
minutes West 130.00 feet to the BEGINNING, and being all of Lot }5,
Block 6, Oak Crest Subdivision, as recorded in Book of Plate 11,
Page 13, Cumberland County Registry.

L3
m
L73 S J5b5'33. E
w
99.90'
'
U4 o
I
/
+
TRUSTEES OF
z
b'
S 75 42 9' E
LEBANON LODGE #391
TOWN OF HOPE MILLS
149.97'
DEED BOOK 2849, PACE 803
DUO BOOK 4368. PACE 275
I e ec �� �c• C tl9 RS'
/
/
/
/
/
/
/
ra L
/ 1
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/ COUNTY OF CUMBERLAND o
OB. 3440, PG. 748 I 5 m
I / N
I /
� — J
9
'B'
O
28.75 ACRES
N 8020'42' W
60.42'
U
3 a
b
H o
n
^1 TOWN OF HOPE MILL
b DEED BOOK 2572, PAGE
4
CONTR
CORNER
RICHARDSON k SON
/ CONSTRUCTION, INC.
PLAT BOOK 59. PAGE
`21
`1