SW6130901_Stormwater Management Report_20131023

STORMWATER MANAGEMENT REPORT
FOR
STONE GABLES APARTMENTS STORMWATER BMP
IN
HOKE COUNTY, NC
FOR
TOWNSHIP DEVELOPERS, LLC
PO BOX 1149
PEMBROKE, NC 28372
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ado S � L Gy.7�
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' 36199
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PREPARED BY: tiI
zots,
ANDERSON ENGINEERING & ASSOCIATES, P. A.
P. O. BOX 1736 - 305 NORTH CHIPPEWA STREET
LUMBERTON, NORTH CAROLINA 28359
COMPANY LICENSE NO. C-0793
AUGUST 29, 2013

TABLE OF CONTENTS
NARRATIVE.....................................................................................................................I
CONSTRUCTION SEQUENCE......................................................................................2
APPENDICES
SUPPORTING CALCULATIONS
WET DETENTION POND - 10 YEAR STORM FIRST FLUSH... APPENDIX A
WET DETENTION POND - 10 YEAR STORM ............................. APPENDIX B
WET DETENTION POND - 100 YEAR STORM ........................... APPENDIX C
TABLE OF ELEVATIONS, AREAS, & VOLUMES ......................APPENDIX D
WET DETENTION BASIN SUPPLEMENT FORM ....................... APPENDIX E
USGSMAP.........................................................................................APPENDIX F
ECS CAROLINAS, LLP SOILS REPORT.......................................APPENDIX G
PRECIPITATION DATA..................................................................APPENDIX H
SITE SOIL CLASSIFICATION......................................................... APPENDIX I
The creation of authorship contained in this report including but not limited to all design, text, specifications, and
_ images, are owned, except as otherwise expressly stated, by Anderson Engineering & Associates, PA and are
protected by copyright and other intellectual property laws. This report may not be copied, reproduced,
transmitted, displayed, distributed, sub -licensed, altered, utilised for other projects or otherwise used in any manner
without the prior written consent of Anderson Engineering & Associates, PA, except to the extent that such use
constitutes `fair use" under the Copyright Act of 1976 (17 U.S.C. §107), as amended. The project Owner may keep
one un-altered permanent copy to be used for intended project use only.
1_, iiIPage

I
I. NARRATIVE
PROJECT DESCRIPTION:
The purpose of the first phase of this project is to construct eight (8) residential apartment buildings with
1 an associated club house, pool and pool house. Roadways and parking areas as well as infrastructure
improvements shall also be installed to service this residential apartment complex. The properties to the
north of this site are planned to be developed in future phases as well. Planning for these future
developments have not been initiated at this time, but projected impervious areas have been included in
the calculations for total build out of the entire 43.24 acres. Approximately 21 acres will be disturbed
during this construction period. The apartment site itself encompasses approximately 12.87 acres while
the remaining acreage to be disturbed is part of NCDOT required improvements, roadway infrastructure
to serve the property, and a storm water wet detention pond to meet NCDWQ storm water management
requirements.
The proposed wet detention pond has been designed and will be constructed to treat stormwater runoff
from all five (5) lots (which total approximately 43.24 acres) as shown on the property recombination
map recorded in Plat Cabinet 4, Slide 4-28, Map 004 of the Hoke County Registry. The immediate
contribution to the proposed wet detention pond will be from Lot 2 (Deed Book 962 Page 341, 12.868
acres) owned by Hackett Builders, LLC. However, the pond will be constructed on property owned by
TownshipDevelopers, LLC Lot 3 Plat Cabinet 4 Slide 4-28 Ma 004 Hoke County Registry,
P � ( p h' g r3',
referenced as Deed Book 839 Page 519 on Hoke County GIS). The built upon areas for Lot 2 (Hackett
Builders, LLC — Stone Gables Apartments) have been totaled to approximately 287,932 square feet. The
remaining lots (#1, #3, #4, and #5) are assumed to have 100% built upon area for the calculations. Lot 2
will have an impervious percentage of approximately 51 %. When this is added in with the remaining four
f (4) lots at 100% impervious, the overall impervious percentage equates to roughly 85.5%. This was done
such that the four (4) future lots could be built with 100% impervious cover and still fall within the
regulations set forth by the stormwater permit.
This site is located in Hoke County approximately 7 miles northeast of Raeford, NC and 13.5 miles west
of Fayetteville, NC off Pittman Grove Church Road and Highway 401 (Raeford Road).
SITE DESCRIPTION:
The site has flat topography with slopes generally 0 to 2%. Steeper slopes of 2 to 4% are located on the
western portion of the site adjacent to Pittman Grove Church Road. The eastern portion of the site is an
open field area with volunteer brush/shrub growth. The western portion of the site is lightly wooded and
currently drains to a small drainage ditch which appears to have been constructed to drain a low-lying
area of the site. The eastern portion of the site (and ultimately the entire site) and surrounding properties
drain to a ditch along the southern boundary of the site. This drainage ditch flows to the east through a
couple of off -site storm water management ponds before ultimately discharging into a stream labeled as
"Stewarts Creek" on the North Carolina Floodplain Mapping Information System approximately 2,300
linear feet from this site. There are also several asphalt drives and infrastructure improvements which
indicate some sort of previous development. Based on older aerial photography, it appears that there were
several residences located on the site organized in what resembles a mobile home park. These residences
are no longer located on the site, but the infrastructure and asphalt drives remain.
ADJACENT PROPERTY:
The current land use in the vicinity of this site is commercial and residential. The land immediately to the
east and west includes residential properties and a residential subdivision. The property to the south of
the site is a church. A children's day care facility is located to the northwest of the property. The
I_, 11Pai,e

immediate properties surrounding this site to the north are planned as commercial developments, but it is
not yet known what type of commercial developments they will accommodate.
SOILS:
The soil in the project area is mapped as Candor sand, Goldsboro loamy sand, Lynchburg sandy loam,
McColl loam, Norfolk loamy sand, and Rains sandy loam in Hydrologic Soil Groups A, B, A/D, D, A,
and B/D respectively. Topsoil depths across the site range from 1 to 12 inches thick and consist of brown
silty sand with fine roots and organic matter. The natural soils underlying the topsoil consist of Coastal
Plain sediments including clayey sand, silty sand, slightly silty poorly graded sand, and sandy clay
extending to depths of about 6 to 13 feet below the ground surface. These near surface sediments are
underlain by layers of clayey sand, slightly silty poorly graded sand, slightly clayey poorly graded sand,
sandy clay, and poorly graded sand extending to the 7-'h and 20-foot depths explored (courtesy of ECS
Carolinas, LLP Subsurface Exploration).
Based on the mapped soils, subsurface investigation, and existing contours, a surface wetness problem
with high runoff is anticipated during significant rainfall events. The seasonal high water table was
estimated at 48" below existing ground level (elevation of 253.54' at bore location B-1 and elevation of
251.10'at bore location B-2) by ECS Carolinas, LLPTopsoil will be stockpiled for use in landscaping and
vegetation activities.
II. CONSTRUCTION SEQUENCE
1. Obtain plan approval and all other applicable permits.
2. Flag the limits of construction.
3. Hold preconstruction conference at least one week prior to starting construction.
4. Install the storm drainage piping with rock pipe inlet protection and riprap outlet protection at the
construction entrance/exit.
5. Install temporary gravel construction entrance/exit as the first construction activity.
6. Construct the sediment basin with skimmer outlet.
7. Construct temporary diversions.
8. Clear and grub site as needed for rough grading operations. Stockpile stripped topsoil as needed.
9. Install sediment fence as shown and specified.
10. Rough grade the site including installation of building pads.
11. Construct grass -lined channel for discharge from sediment basin.
12. Finish the slopes around buildings as soon as rough grading is complete.
13. Complete temporary seeding operations of finished slopes around buildings as well as all other
disturbed areas immediately following completion of rough grading.
14. Complete utility installations including water, sewer, and storm drainage utilities.
15. Install inlet protection at all drop inlets and curb inlets.
16. Complete final grading for roads and parking lots and stabilize with base course.
17. Complete final grading for buildings.
18. Complete final grading of all disturbed areas and vegetate/landscape according to the plans and
permanent seeding requirements.
21Pagc

I
19. Convert temporary sediment basin with skimmer outlet to a wet detention pond to serve as the
state storm water best management practice. Remove all eroded sediment and construct pond
banks to required elevations. Remove the skimmer outlet and install NCDWQ approved
dewatering mechanism as shown on the plans. The pond is to be constructed to meet the
conditions of the NCDWQ state storm water management permit.
20. After site is stabilized, remove all temporary measures and install permanent measures and/or
complete permanent seeding of remaining disturbed areas. Re -seed and fertilize as necessary to
ensure adequate coverage of permanent groundcover in all disturbed areas and pond slopes.
21. When site is stabilized and permanent ground cover is appropriately established, contact
NCDENR — Land Quality Section for final erosion control inspection.

I
I
APPENDIX A

STORMWATER RETENTION CALCULATIONS
n�RrN,
r�
Project: STONE GABLES APARTMENTS STORMWATER BMP
Job #:
1327/1355
GIN
By: Sip
Date:
8/29/2013
f
Revision:
-
fig, a
`lG�f�RRTO"L
WET DETENTION POND -10 YEAR DESIGN STORM - FIRST FLUSH
(1" RUNOFF)
STAGE FUNCTION (ABOVE PERMANENT POOL)
-STORAGE
S
Z
CONTOUR ACCUM.
CONTOUR AREA INCR. VOL. VOL.
STAGE
In S
In Z
Z est
[FT2] [FT3] [FT3]
[FT]
[FT]
250.00 97696.75 0
0.0
250.50 109001.62 51675 51675
0.5
10.8527
-0.6931
0.50
251.00 112203.72 55301 106976
1.0
11.5804
0.0000
1.00
252.00 118650.35 115427 222403
2.0
12.3122
0.6931
1.99
253.00 125153.55 121902 344305
3.0
12.7493
1.0986
3.00
L
Constant (y-Intercept) 11.58317
Ks =
107277
r
Slope (X Coefficient) 1.05762
b =
1.060
Standard Error of Coefficient 0.00493
R2 = 0.99998
Total Property Acreage =
43.237 ac
1883423 sf
Asphalt Area =
3.089 ac
134,556.84 sf
Building Area (Roof) =
2.708 ac
117,960.48 sf
Concrete Area =
0.813 ac
35,414.28 sf
Pervious Area =
1,
3.385 ac
147,432.85 sf
Pond Area =
2.873 ac
125,153.55 sf
Offsite Asphalt =
0.988 ac
43,037.28 sf
e,
Future Impervious =
29.382 ac
1,279,867.72 sf
Total Impervious =
36.980 ac
1,610,836.60 sf
- Total Drainage Area =
43.237 ac
1,883,423.00 sf
Impervious Percentage =
85.5%
85.5%
G Page 1 of 6

STORMWATER RETENTION CALCULATIONS G1�yeERIAN
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355'
By: Sip Date: 8/29/2013
Revision: -
WET DETENTION POND -10 YEAR DESIGN STORM - FIRST FLUSH (1" RUNOFF) maro�
Runoff Coefficient, C:
Pre -Development
ID Area (ac) C* C x A
Unimproved Cleared Area 43.24 0.35 15.13
Wooded, deep ground litter 0.00 0.10 0.00
Total 43.24 15.13
Cc = 0.35
Post -Development
UNTREATED RUNOFF
ID
Area (ac)
C*
CxA
Wooded, Deep Ground Litter
0.00
0.10
0.00
Lawn, dense soil, flat 2%
0.00
0.17
0.00
Street, driveway, sidewalk
0.00
0.95
0.00
Total
0.00
0.00
Cc = 0.17
TREATED RUNOFF
ID
Area (ac)
C*
C x A
Roof, inclined
2.71
1.00
2.71
Street, driveway, sidewalk
4.89
0.95
4.65
Lawn, dense soil, flat 2%
6.26
0117
1.06
Future Impervious
29.38
0.95
27.91
Total
43.24
36.33
*Source: Elements of Urban Stormwater Design by H. Rooney Malcolm, P.E. - Exhibit 1
Storm Intensi
o.sss L = 1700 ft
CL3 1 H= 8 ft
JT. = 18.89 min
Say 19 min
Design Storm: 10 year
Location: Hoke County, NC
Duration
Intensity
[min]
[in/hr]
15
5.37
19
110
30
3.89
So, 110 = 4.98
UNTREATED Qp = C x 110 x A = 0.00 cfs
TREATED Qp = C x 110 x A = 180.70 cfs
Page 2 of 6

STORMWATER RETENTION CALCULATIONS FrRr,NN
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355 c
By: Sip Date: 8/29/2013�
Revision: - P//
\�U11�6R'[ON y`i
WET DETENTION POND -10 YEAR DESIGN STORM - FIRST FLUSH (1" RUNOFF)
Estimate Volume of Runoff. V:
P1,10 = 2.53 in Storm:
1-hr 10 yr
Location:
Hoke County, NC
SCS CURVE NUMBER:
Soil Type: Candor Hydrologic Soil Group: A
43%
Goldsboro
B
25%
Lynchburg
A/D
16%
McColl
D
11 %
Norfolk
A
3%
Rains
B/D
2%
ID
Area (ac) CN*
CN x A
Impervious - Roof
2.71 98
265.38
Impervious - Parking lot, Sidewalk
4.89 98
479.22
Lawn, Good condition
6.26 61
381.72
Future Impervious
29.38 98
2879.41
Total
43.24
4005.73
CNeff = 93
*Source: NC Erosion and Sediment Control Planning and Design Manual - Tables 8.03(e) - (g)
S-1000-10
_(P-0.2•S)z
Q
CN
P+0.8•S
S = 0.75 in
Q* = 1.81
in
f
V = Q* x A =
283716 cf
ID
Area (ac) Imperviousnp. Area (ac)
Impervious - Roof
2.71 100%
2.71
Impervious - Parking lot, Sidewalk
4.89 100%
4.89
Lawn, Grass Medians
6.26 0%
0.00
Future Impervious
29.38 100%
29.38
Total
43.24
36.98
SIMPLE METHOD RD = 1.0 in
Rv=0.05+0.9*IA IA= 86%
V = 3630 * R D * R v *A Rv = 0.82 in/in
V = 128660 cf
Time to Peak, TP:
7,P - V
1.39•Qp
Tp = 8.6 min
)RAGE VOLUME DRAWDOWN TIME
Number of orifices =
2
CD =
0.6
D=
4 in
A =
0.09 sf
g =
32.2 ft/sec2
ElevationovERFLoW =
252
ElevationINVERT =
250
Ho =
2
Ho/3 =
0.67
Q =
0.69 cfs
TemporaryPoolVOLUME =
222403 cf
TimeDEWATERING =
324127 seconds
TImeDEWATERING =
5402 min
TImeDEWATERING =
90.04 hours
TImeDEWATERING =
3.75 days
Page 3 of 6

STORMWATER RETENTION CALCULATIONS G»yy-RI
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355
By: Sip Date: 8/29/2013
Revision: - P b
72, a
WET DETENTION POND -10 YEAR DESIGN STORM - FIRST FLUSH (1" RUNOFF) R 1A ,��
Allowable Discharge (Pre -development Conditions):
Qa11= Qpre = Cpre x 110 X A
Cpre = 0.35
110 = 4.98 cfs
A = 43.24 ac
Qa0 = Qpre = 75.29 cfs
Peak Inflow* =
180.70
cfs
Peak Unrestricted Outflow =
0.00
cfs
Peak Pond Outflow* =
0.87
cfs
Peak Elevation* =
261.23
ft
Top of Pond El. [ft] = 253.00 OKI
Peak Storage* =
133867
cf
Storage Avail.[cf] = 344305 OKI
Actual
Allowed
cfs
cfs
0.87
<
75.29
OKI
Pipe
(Low -Flow Orifice):
RISER
N
2
Riser Type
=
Precast MH
STORM ROUTING
Cd
0.6
Dr
=
48.00
in
Input Data:
D
4
Etop
=
252.00
ft
Qp
180.70
cfs
Zi
250.00
Cwr
=
3.33
Tp
9
min
Cdr
=
0.6
AT
1
min
BARREL
EMERGENCY WEIR
Ks
107277
Db
=
18
in
Cw
=
3
b
1.06
Einv
=
250
ft
Ecr
=
252
ft
Cdb
=
0.6
Lw
=
20
ft
LOW -FLOW
RISER
RISER
PRINCIPAL
EM.
TOTAL
TIME
INFLOW
STORAGE
STAGE
ORIFICE
(weir)
(orifice)
BARREL
SPILLWAY
WEIR
OUTFLOW
[min]
[cfs]
[ft3]
[ft]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
0
0.00
0
250.00
0
0.00
0.00
0.00
0.00
0.00
0.00
1
5.45
0
250.00
0.000
0.00
0.00
0.00
0.00
0.00
0.00
2
21.14
327
250.00
0.000
0.00
0.00
0.00
0.00
0.00
0.00
3
45.18
1595
250.02
0.005
0.00
0.00
0.01
0.00
0.00
0.00
4
74.66
4305
250.05
0.019
0.00
0.00
0.04
0.00
0.00
0.02
5
106.04
8784
250.09
0.052
0.00
0.00
0.12
0.00
0.00
0.05
6
135.53
15143
250.16
0.112
0.00
0.00
0.25
0.00
0.00
0.11
7
159.56
23268
250.24
0.205
0.00
0.00
0.46
0.00
0.00
0.21
8
175.25
32830
250.33
0.334
0.00
0.00
0.75
0.00
0.00
0.33
9 I
180.70
43325
250.43
0.427
0.00
0.00
1.11
0.00
0.00
0.43
10
175.25
54141
250.52
0.502
0.00
0.00
1.53
0.00
0.00
0.50
11
159.56
64626
250.62
0.565
0.00
0.00
1.96
0.00
0.00
0.56
12
138.57
74166
250.71
0.616
0.00
0.00
2.38
0.00
0.00
0.62
13
119.93
82443
250.78
0.657
0.00
0.00
2.77
0.00
0.00
0.66
14
103.80
89600
250.84
0.690
0.00
0.00
3.11
0.00
0.00
0.69
15
89.84
95787
250.90
0.718
0.00
0.00
3.42
0.00
0.00
0.72
16
77.76
101134
250.95
0.741
0.00
0.00
3.70
0.00
0.00
0.74
17
67.30
105755
250.99
0.760
0.00
0.00
3.94
0.00
0.00
0.76
18
58.25
109748
251.02
0.776
0.00
0.00
4.15
0.00
0.00
0.78
19
50.41
113196
251.05
0.789
0.00
0.00
4.33
0.00
0.00
0.79
20
43.63
116174
251.08
0.801
0.00
0.00
4.50
0.00
0.00
0.80
21
37.77
118744
251.10
0.811
0.00
0.00
4.64
0.00
0.00
0.81
Page 4 of 6

STORMWATER RETENTION CALCULATIONS
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355
By: Sip Date: 8/29/2013
Revision: - P b
WET DETENTION POND -10 YEAR DESIGN STORM - FIRST FLUSH (1" RUNOFF) va�G��"TON�ca
22
32.69
120961
251.12
0.819
0.00
0.00
4.76
0.00
0.00
0.82
23
28.29
122873
251.14
0.826
0.00
0.00
4.87
0.00
0.00
0.83
24
24.48
124521
251.15
0.832
0.00
0.00
4.96
0.00
0.00
0.83
25
21.19
125940
251.16
0.838
0.00
0.00
5.04
0.00
0.00
0.84
26
18.34
127161
251.17
0.842
0.00
0.00
5.11
0.00
0.00
0.84
27
15.87
128211
251.18
0.846
0.00
0.00
5.17
0.00
0.00
0.85
28
13.74
129113
251.19
0.849
0.00
0.00
5.22
0.00
0.00
0.85
29
11.89
129886
251.20
0.852
0.00
0.00
5.27
0.00
0.00
0.85
30
10.29
130549
251.20
0.854
0.00
0.00
5.30
0.00
0.00
0.85
31
8.91
131115
251.21
0.856
0.00
0.00
5.34
0.00
0.00
0.86
32
7.71
131598
251.21
0.858
0.00
0.00
5.36
0.00
0.00
0.86
33
6.67
132009
251.22
0.860
0.00
0.00
5.39
0.00
0.00
0.86
34
5.78
132358
251.22
0.861
0.00
0.00
5.41
0.00
0.00
0.86
35
5.00
132653
251.22
0.862
0.00
0.00
5.43
0.00
0.00
0.86
36
4.33
132901
251.22
0.863
0.00
0.00
5.44
0.00
0.00
0.86
37
3.74
133109
251.23
0.863
0.00
0.00
5.45
0.00
0.00
0.86
38
3.24
133282
251.23
0.864
0.00
0.00
5.46
0.00
0.00
0.86
39
2.80
133424
251.23
0.865
0.00
0.00
5.47
0.00
0.00
0.86
40
2.43
133541
251.23
0.865
0.00
0.00
5.48
0.00
0.00
0.86
41
2.10
133634
251.23
0.865
0.00
0.00
5.48
0.00
0.00
0.87
42
1.82
133709
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
43
1.57
133766
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
44
1.36
133808
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
45
1.18
133838
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
46
1.02
133857
251.23
0.866
0.00
0.00
5.50
0.00
0.00
0.87
47
0.88
133866
251.23
0.866
0.00
0.00
5.50
0.00
0.00
0.87
48
0.76
j 133867
261.23
0.866
0.00
0.00
6.60 _'
0.00
0.00 [
0.87
49
0.66
133861
251.23
0.866
0.00
0.00
5.50
0.00
0.00
0.87
50
0.57
133849
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
51
0.50
133831
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
52
0.43
133809
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
53
0.37
133783
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
54
0.32
133753
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
55
0.28
133720
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
56
0.24
133685
251.23
0.866
0.00
0.00
5.49
0.00
0.00
0.87
57
0.21
133648
251.23
0.865
0.00
0.00
5.48
0.00
0.00
0.87
58
0.18
133608
251.23
0.865
0.00
0.00
5.48
0.00
0.00
0.87
59
0.16
133567
251.23
0.865
0.00
0.00
5.48
0.00
0.00
0.87
60
0.14
133525
251.23
0.865
0.00
0.00
5.48
0.00
0.00
0.86
61
0.12
133481
251.23
0.865
0.00
0.00
5.47
0.00
0.00
0.86
62
0.10
133436
251.23
0.865
0.00
0.00
5.47
0.00
0.00
0.86
63
0.09
133390
251.23
0.864
0.00
0.00
5.47
0.00
0.00
0.86
64
0.08
133343
251.23
0.864
0.00
0.00
5.47
0.00
0.00
0.86
65
0.07
133296
251.23
0.864
0.00
0.00
5.46
0.00
0.00
0.86
66
0.06
133248
251.23
0.864
0.00
0.00
5.46
0.00
0.00
0.86
67
0.05
133200
251.23
0.864
0.00
0.00
5.46
0.00
0.00
0.86
68
0.04
133151
251.23
0.864
0.00
0.00
5.45
0.00
0.00
0.86
69
0.04
133102
251.23
0.863
0.00
0.00
5.45
0.00
0.00
0.86
70
0.03
133052
251.23
0.863
0.00
0.00
5.45
0.00
0.00
0.86
71
0.03
133002
251.22
0.863
0.00
0.00
5.45
0.00
0.00
0.86
72
0.02
132952
251.22
0.863
0.00
0.00
5.44
0.00
0.00
0.86
73
0.02
132902
251.22
0.863
0.00
0.00
5.44
0.00
0.00
0.86
74
0.02
132851
251.22
0.863
0.00
0.00
5.44
0.00
0.00
0.86
75
0.02
132800
251.22
0.862
0.00
0.00
5.43
0.00
0.00
0.86
76
0.01
132750
251.22
0.862
0.00
0.00
5.43
0.00
0.00
0.86
77
0.01
132699
251.22
0.862
0.00
0.00
5.43
0.00
0.00
0.86
Page 5 of 6

STORMWATER RETENTION CALCULATIONS �l�crxiv�
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355 =�
By: Sip Date: 8/29/2013
Revision: - o b
WET DETENTION POND -10 YEAR DESIGN STORM - FIRST FLUSH (1" RUNOFF) �O'�mxroN�
78
0.01
132648
251.22
0.862
0.00
0.00
5.43
0.00
0.00
0.86
79
0.01
132597
251.22
0.862
0.00
0.00
5.42
0.00
0.00
0.86
80
0.01
132545
251.22
0.861
0.00
0.00
5.42
0.00
0.00
0.86
81
0.01
132494
251.22
0.861
0.00
0.00
5.42
0.00
0.00
0.86
82
0.01
132443
251.22
0.861
0.00
0.00
5.41
0.00
0.00
0.86
83
0.00
132392
251.22
0.861
0.00
0.00
5.41
0.00
0.00
0.86
84
0.00
132340
251.22
0.861
0.00
0.00
5.41
0.00
0.00
0.86
85
0.00
132289
251.22
0.861
0.00
0.00
5.40
0.00
0.00
0.86
86
0.00
132237
251.22
0.860
0.00
0.00
5.40
0.00
0.00
0.86
87
0.00
132186
251.22
0.860
0.00
0.00
5.40
0.00
0.00
0.86
88
0.00
132135
251.22
0.860
0.00
0.00
5.40
0.00
0.00
0.86
89
0.00
132083
251.22
0.860
0.00
0.00
5.39
0.00
0.00
0.86
90
0.00
132032
251.22
0.860
0.00
0.00
5.39
0.00
0.00
0.86
91
0.00
131980
251.22
0.859
0.00
0.00
5.39
0.00
0.00
0.86
92
0.00
131929
251.22
0.859
0.00
0.00
5.38
0.00
0.00
0.86
93
0.00
131877
251.22
0.859
0.00
0.00
5.38
0.00
0.00
0.86
94
0.00
131826
251.21
0.859
0.00
0.00
5.38
0.00
0.00
0.86
95
0.00
131774
251.21
0.859
0.00
0.00
5.37
0.00
0.00
0.86
96
0.00
131723
251.21
0.859
0.00
0.00
5.37
0.00
0.00
0.86
97
0.00
131671
251.21
0.858
0.00
0.00
5.37
0.00
0.00
0.86
98
0.00
131620
251.21
0.858
0.00
0.00
5.37
0.00
0.00
0.86
99
0.00
131568
251.21
0.858
0.00
0.00
5.36
0.00
0.00
0.86
100
0.00
131517
251.21
0.858
0.00
0.00
5.36
0.00
0.00
0.86
101
0.00
131465
251.21
0.858
0.00
0.00
5.36
0.00
0.00
0.86
102
0.00
131414
251.21
0.857
0.00
0.00
5.35
0.00
0.00
0.86
103
0.00
131363
251.21
0.857
0.00
0.00
5.35
0.00
0.00
0.86
104
0.00
131311
251.21
0.857
0.00
0.00
5.35
0.00
0.00
0.86
105
0.00
131260
251.21
0.857
0.00
0.00
5.35
0.00
0.00
0.86
106
0.00
131208
251.21
0.857
0.00
0.00
5.34
0.00
0.00
0.86
107
0.00
131157
251.21
0.857
0.00
0.00
5.34
0.00
0.00
0.86
108
0.00
131106
251.21
0.856
0.00
0.00
5.34
0.00
0.00
0.86
109
0.00
131054
251.21
0.856
0.00
0.00
5.33
0.00
0.00
0.86
110
0.00
131003
251.21
0.856
0.00
0.00
5.33
0.00
0.00
0.86
111
0.00
130952
251.21
0.856
0.00
0.00
5.33
0.00
0.00
0.86
112
0.00
130900
251.21
0.856
0.00
0.00
5.32
0.00
0.00
0.86
113
0.00
130849
251.21
0.855
0.00
0.00
5.32
0.00
0.00
0.86
114
0.00
130798
251.21
0.855
0.00
0.00
5.32
0.00
0.00
0.86
115
0.00
130746
251.21
0.855
0.00
0.00
5.32
0.00
0.00
0.86
116
0.00
130695
251.20
0.855
0.00
0.00
5.31
0.00
0.00
0.85
117
0.00
130644
251.20
0.855
0.00
0.00
5.31
0.00
0.00
0.85
118
0.00
130592
251.20
0.854
0.00
0.00
5.31
0.00
0.00
0.85
119
0.00
130541
251.20
0.854
0.00
0.00
5.30
0.00
0.00
0.85
120
0.00
130490
251.20
0.854
0.00
0.00
5.30
0.00
0.00
0.85
121
0.00
130439
251.20
0.854
0.00
0.00
5.30
0.00
0.00
0.85
122
0.00
130387
251.20
0.854
0.00
0.00
5.29
0.00
0.00
0.85
123
0.00
130336
251.20
0.854
0.00
0.00
5.29
0.00
0.00
0.85
124
0.00
130285
251.20
0.853
0.00
0.00
5.29
0.00
0.00
0.85
125
0.00
130234
251.20
0.853
0.00
0.00
5.29
0.00
0.00
0.85
126
0.00
130182
251.20
0.853
0.00
0.00
5.28
0.00
0.00
0.85
127
0.00
130131
251.20
0.853
0.00
0.00
5.28
0.00
0.00
0.85
128
0.00
130080
251.20
0.853
0.00
0.00
5.28
0.00
0.00
0.85
129
0.00
130029
251.20
0.852
0.00
0.00
5.27
0.00
0.00
0.85
130
0.00
129978
251.20
0.852
0.00
0.00
5.27
0.00
0.00
0.85
131
0.00
129927
251.20
0.852
0.00
0.00
5.27
0.00
0.00
0.85
132
0.00
129876
251.20
0.852
0.00
0.00
5.27
0.00
0.00
0.85
Page 6 of 6
i

ROUTING RESULTS - 10 YEAR DESIGN STORM (FIRST FLUSH - 1" RUNOFF)
200.00
-
180.00
—
160.00
— — -- --- -- --- — —— — --
140.00
—-
120.00
— --— ----------------------------
u
N
—
100.00
.0
— —
u
C
— -
80.00
---- — -- — ---- -- —
---
60.00
— --- — --- ----- ----- -- —
—
40.00
-- -- --- -- — ------ — — -- —
20.00 ----- — -- - --
0.00
0 20 40 60 80 100 120 140
Time [min]
®A• -INFLOW [cfs] --&-TOTAL OUTFLOW [cfs] --*-PRINCIPAL SPILLWAY [cfs] BEM. WEIR [cfs]

r
I
F.11 w 9 Biel 13 We

STORMWATER RETENTION CALCULATIONS G1��sarNG�
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355 z
By: Sip Date: 8/29/2013
Revision: - ram- v
a
WET DETENTION POND -10 YEAR DESIGN STORM \�D"fQERT0,�
STAGE -STORAGE FUNCTION (ABOVE PERMANENT POOL)
CONTOUR
ACCUM.
CONTOUR AREA
INCR. VOL.
VOL.
STAGE
In S
In Z
Z est
[FTZ]
[FT3]
[FT3]
[FT]
[FT]
250.00 97696.75
0
0.0
L 250.50 109001.62
51675
51675
0.5
10.8527
-0.6931
0.50
251.00 112203.72
55301
106976
1.0
11.5804
0.0000
1.00
252.00 1111650,35
115427
222403
2.0
12,3122
0.6931
1.99
253.00 125153.55
121902
344305
3.0
12.7493
1.0986
3.00
Constant (y-Intercept)
11.58317
Ks =
107277
Slope (X Coefficient)
1.05762
b =
1.060
Standard Error of Coefficient
0.00493
Rz =
0.99998
STAGE -STORAGE FUNCTION
log -log plot
rt:rrr�urr
-s Series1
Linear (Series 1)
-1.0000-0.5000 0.0000 0.5000 1.0000 1.5000
In Z
r
Total Property Acreage =
43.237 ac
1883423 sf
Asphalt Area =
3.089 ac
134,556.84 sf
Building Area (Roof) =
2.708 ac
117,960.48 sf
Concrete Area =
0.813 ac
35,414.28 sf
Pervious Area =
3.385 ac
147,432.85 sf
Pond Area =
2.873 ac
125,153.55 sf
Offsite Asphalt =
0.988 ac
43,037.28 sf
Future Impervious =
29.382 ac
1,279,867.72 sf
(
Total Impervious =
36.980 ac
1,610,836.60 sf
[
Total Drainage Area =
43.237 ac
1,883,423.00 sf
Impervious Percentage =
85.5%
85.5%
Page 1 of 6
y

STORMWATER RETENTION CALCULATIONS :RIA
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355,�
By: Sip Date: 8/29/2013
Revision: - P•
a
WET DETENTION POND -10 YEAR DESIGN STORM \�UrroFR"
Runoff Coefficient, C:
Pre -Development
ID
Area (ac)
C* C xA
Unimproved Cleared Area
43.24
0.35 15.13
Wooded, deep ground litter
0.00
0.10 0.00
Total
43.24
15.13
Cc = 0.35
Post -Development
UNTREATED RUNOFF
ID
Area (ac)
C*
C x A
Wooded, Deep Ground Litter
0.00
0.10
0.00
Lawn, dense soil, flat 2%
0.00
0.17
0.00
Street, driveway, sidewalk
0.00
0.95
0.00
Total
0.00
0.00
Cc = 0.17
TREATED RUNOFF
ID
Area (ac)
C*
C x A
Roof, inclined
2.71
1.00
2.71
Street, driveway, sidewalk
4.89
0.95
4.65
Lawn, dense soil, flat 2%
6.26
0.17
1.06
Future Impervious
29.38
0.95
27.91
Total 43.24
36.33
Cc = 0.84
*Source: Elements of Urban Stormwater Design by H. Rooney Malcolm, P.E. - Exhibit 1
Storm Intensi
0.385
L = 1700 ft
H= 8 ft
CL31
H J
Tc = 18.89 min
T =
Say 19 min
128
Design Storm: 10 year
Location: Hoke County, NC
Duration
Intensity
[min]
[in/hr]
15
5.37
19
110
30
3.89
So, 110 = 4.98
UNTREATED QP = C x Igo x A = 0.00 cfs
TREATED QP = C x Ito x A = 180.70 cfs
Page 2 of 6

STORMWATER RETENTION CALCULATIONS �,ccRIAN
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355�
By: Sip Date: 8/29/2013
Revision: -
9a, a
WET DETENTION POND -10 YEAR DESIGN STORM
Estimate Volume of Runoff. V:
P1,10 = 2.53 in
Storm: 1-hr 10 yr
Location: Hoke County, NC
SCS CURVE NUMBER:
Soil Type: Candor
Hydrologic Soil Group: A
18.1 %
Goldsboro
B
15.9%
Lynchburg
A/D
2.2%
McColl
D
7.6%
Norfolk
A
50.7%
Rains
B/D
5.5%
ID
Area (ac) CN*
CN x A
Impervious - Roof
2.71 98
265.38
Impervious - Parking lot, Sidewalk 4.89 98
479.22
Lawn, Good condition
6.26 61
381.72
Future Impervious
29.38 98
2879.41
Total 43.24
4005.73
CN,,= 93
*Source: NC Erosion and Sediment Control Planning and Design Manual - Tables
8.03(e) - (g)
1000-10
(P-0.2•S)2
S _
_
Q
CN
P+0.8 S
S = 0.75
in Q* = 1.81
in
V=Q*xA= 283715 cf
ID
Area (ac)
Impervious np. Area (ac)
Impervious - Roof
2.71
100%
2.71
Impervious - Parking lot, Sidewalk
4.89
100%
4.89
Lawn, Grass Medians
6.26
0%
0.00
Future Impervious
29.38
100%
29.38
Total
43.24
36.98
SIMPLE METHOD RD = 1.0 in
Rv=0.05+0.9*IA IA= 86%
L V = 3630 * R D * R v * A Rv = 0.82 in/in
V = 128660 cf
Time to Peak, T,,:
T _ V
t n 1.39•Q,
Tp = 18.8 min
RAGE VOLUME DRAWDOWN TIME
Number of orifices =
2
CD =
0.6
D=
4 in
A =
0.09 sf
g =
32.2 ft/sec2
ElevationovERFLoW =
252
ElevationINVERT =
250
H,, =
2
H J3 =
0.67
Q =
0.69 cfs
TemporaryPoolVoi.UME =
222403 cf
TImeDEWATERING =
324127 seconds
TImeDEWATERING =
5402 min
TImeDEWATERING =
90.04 hours
TImeDEWATERING =
3.75 days
Page 3 of 6

STORMWATER RETENTION CALCULATIONS
Project: STONE GABLES APARTMENTS STORMWATER BMP
By: Sip
WET DETENTION POND -10 YEAR DESIGN STORM
Allowable Discharge (Pre -development Conditions):
Qall = Qpre = Cpre X 110 X A
%pre = 0.35
110 = 4.98 cfs
A = 43.24 ac
Qa0 = Qpre = 75.29 cfs
Peak Inflow* =
180.70
cfs
Peak Unrestricted Outflow =
0.00
cfs
Peak Pond Outflow* =
16.72
cfs
Peak Elevation* =
252.29
ft
Peak Storage* =
267601
cf
Job #: 1327/1355
Date: 8/29/2013
Revision: -
Top of Pond El. [ft] = 253.00 OKI
Storage Avail.[cf] = 344305 OKI
Actual
Allowed
[
cfs
cfs
16.72
<
75.29
OKI
Pipe
(Low -Flow Orifice):
RISER
N
2
Riser Type
= Precast MH
STORM ROUTING
Cd
0.6
Dr
= 48.00
in
Input Data:
D
4
Etop
= 252.00
ft
Qp
180.70 cfs
Zi
250.00
Cwr
= 3.33
Tp
19 min
Cdr
= 0.6
L
AT
1 min
BARREL
EMERGENCY WEIR
Ks
107277
Db
=
18 in
Cw
= 3
b
1.06
Einv
=
250 It
Ecr
= 252
i
ft
Cdb
=
0.6
Lw
= 20
ft
LOW -FLOW
RISER
RISER
PRINCIPAL
EM.
TOTAL L .
TIME
INFLOW
STORAGE
STAGE
ORIFICE
(weir)
(orifice)
BARREL
SPILLWAY
WEIR
OUTFLOW
[min]
[cfs]
[ft3]
[ft]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
0
0.00
0
250.00
0
0.00
0.00
0.00
0.00
0.00
0.00
1
1.23
0
250.00
0.000
0.00
0.00
0.00
0.00
0.00
0.00 l
2
4.90
74
250.00
0.000
0.00
0.00
0.00
0.00
0.00
0.00
3
10.89
368
250.00
0.001
0.00
0.00
0.00
0.00
0.00
0.00
4
19.05
1021
250.01
0.002
0.00
0.00
0.01
0.00
0.00
0.00
5
29.16
2164
250.03
0.007
0.00
0.00
0.02
0.00
0.00
0.01 L
6
40.93
3913
250.04
0.016
0.00
0.00
0.04
0.00
0.00
0.02
7
54.06
6368
250.07
0.033
0.00
0.00
0.07
0.00
0.00
0.03
8
68.17
9609
250.10
0.059
0.00
0.00
0.13
0.00
0.00
0.06 L ,
9
82.89
13696
250.14
0.097
0.00
0.00
0.22
0.00
0.00
0.10
10
97.81
18664
250.19
0.150
0.00
0.00
0.34
0.00
0.00
0.15
11
112.53
24523
250.25
0.221
0.00
0.00
0.50
0.00
0.00
0.22
12
126.64
31262
250.31
0.312
0.00
0.00
0.70
0.00
0.00
0.31 [
13
139.77
38842
250.38
0.391
0.00
0.00
0.95
0.00
0.00
0.39
14
151.54
47205
250.46
0.455
0.00
0.00
1.26
0.00
0.00
0.46
15
161.65
56270
250.54
0.515
0.00
0.00
1.61
0.00
0.00
0.52
16
169.81
65938
250.63
0.572
0.00
0.00
2.02
0.00
0.00
0.57
17
175.81
76092
250.72
0.626
0.00
0.00
2.47
0.00
0.00
0.63
18
179.47
86603
250.82
0.677
0.00
0.00
2.97
0.00
0.00
0.68
19
186.70
97331
250.91
0.725
0.00
0.00
3.50
0.00
0.00
0.72 [ ,
20
179.47
108129
251.01
0.769
0.00
0.00
4.06
0.00
0.00
0.77
Page 4 of 6

STORMWATER RETENTION CALCULATIONS
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355 z ��
By: Sip Date: 8/29/2013
Revision: - a
WET DETENTION POND -10 YEAR DESIGN STORM a�LdfrlEMIA, '
[
21
175.81
118851
251.10
0.811
0.00
0.00
4.64
0.00
0.00
0.81
22
169.81
129351
251.19
0.850
0.00
0.00
5.24
0.00
0.00
0.85
23
161.65
139489
251.28
0.886
0.00
0.00
5.83
0.00
0.00
0.89
24
151.81
149134
251.36
0.918
0.00
0.00
6.40
0.00
0.00
0.92
25
141.77
158188
251.44
0.948
0.00
0.00
6.96
0.00
0.00
0.95
26
132.39
166637
251.52
0.974
0.00
0.00
7.43
0.00
0.00
0.97
27
123.64
174522
251.58
0.998
0.00
0.00
7.75
0.00
0.00
1.00
28
115.46
181881
251.65
1.020
0.00
0.00
8.04
0.00
0.00
1.02
29
107.83
188747
251.70
1.040
0.00
0.00
8.30
0.00
0.00
1.04
30
100.69
195154
251.76
1.059
0.00
0.00
8.53
0.00
0.00
1.06
31
94.04
201132
251.81
1.075
0.00
0.00
8.74
0.00
0.00
1.08
32
87.82
206710
251.86
1.091
0.00
0.00
8.94
0.00
0.00
1.09
33
82.01
211913
251.90
1.105
0.00
0.00
9.11
0.00
0.00
1.10
34
76.59
216768
251.94
1.118
0.00
0.00
9.27
0.00
0.00
1.12
35
71.52
221296
251.98
1.130
0.00
0.00
9.42
0.00
0.00
1.13
36
66.79
225519
252.02
1.141
0.08
7.56
9.56
0.08
0.12
1.34
37
62.37
229446
252.05
1.151
0.45
13.36
9.68
0.45
0.65
2.25
I
38
58.25
233054
252.08
1.160
0.93
17.02
9.79
0.93
1.33
3.43
39
54.40
236343
252.11
1.169
1.46
19.77
9.90
1.46
2.09
4.72
40
50.80
239323
252.13
1.176
2.00
21.97
9.99
2.00
2.87
6.05
41
47.44
242008
252.15
1.183
2.54
23.77
10.07
2.54
3.64
7.36
42
44.30
244413
252.17
1.189
3.05
25.28
10.14
3.05
4.38
8.62
43
41.37
246554
252.19
1.194
3.54
26.55
10.20
3.54
5.07
9.80
44
38.64
248449
252.21
1.199
3.98
27.62
10.26
3.98
5.71
10.89
45
36.08
250113
252.22
1.203
4.39
28.53
10.31
4.39
6.29
11.88
46
33.70
251565
252.23
1.207
4.75
29.30
10.35
4.75
6.82
12.78
47
31.47
252820
252.25
1.210
5.08
29.95
10.39
5.08
7.28
13.57
48
29.39
253894
252.25
1.212
5.36
30.50
10.42
5.36
7.68
14.25
r
49
27.44
254802
252.26
1.214
5.60
30.95
10.44
5.60
8.03
14.85
E
50
25.63
255558
252.27
1.216
5.81
31.32
10.47
5.81
8.32
15.35
51
23.93
256175
252.27
1.218
5.97
31.62
10.48
5.97
8.57
15.76
52
22.35
256665
252.28
1.219
6.11
31.86
10.50
6.11
8.76
16.09
53
20.87
257041
252.28
1.220
6.21
32.04
10.51
6.21
8.91
16.34
54
19.49
257313
252.28
1.221
6.29
32.17
10.52
6.29
9.02
16.53
55
18.20
257491
252.28
1.221
6.34
32.25
10.52
6.34
9.09
16.65
56
17.00
257584
252.28
1.221
6.37
32.30
10.53
6.37
9.13
16.71
57
15.87
257601
252.29
1.221
6.37
32.31
10.63
6.37
9.13
16.72
58
14.82
257550
--
252.28
1.221
6.36
32.28
10.52
6.36
9.11
16.69
59
13.84
257438
252.28
1.221
6.32
32.23
10.52
6.32
9.07
16.61
60
12.93
257272
252.28
1.220
6.28
32.15
10.52
6.28
9.00
16.50
61
12.07
257058
252.28
1.220
6.22
32.05
10.51
6.22
8.92
16.35
62
11.28
256801
252.28
1.219
6.15
31.93
10.50
6.15
8.81
16.18
63
10.53
256507
252.28
1.219
6.07
31.78
10.49
6.07
8.70
15.98
64
9.83
256179
252.27
1.218
5.98
31.63
10.48
5.98
8.57
15.76
i
65
9.18
255824
252.27
1.217
5.88
31.45
10.47
5.88
8.43
15.52
66
8.58
255443
252.27
1.216
5.77
31.27
10.46
5.77
8.28
15.27
67
8.01
255042
252.26
1.215
5.67
31.07
10.45
5.67
8.12
15.00
68
7.48
254622
252.26
1.214
5.55
30.86
10.44
5.55
7.96
14.73
69
6.98
254187
252.26
1.213
5.44
30.65
10.43
5.44
7.80
14.44
70
6.52
253739
252.25
1.212
5.32
30.42
10.41
5.32
7.62
14.15
71
6.09
253281
252.25
1.211
5.20
30.19
10.40
5.20
7.45
13.86
72
5.69
252815
252.25
1.210
5.08
29.95
10.39
5.08
7.28
13.56
73
5.31
252343
252.24
1.208
4.95
29.71
10.37
4.95
7.10
13.26
74
4.96
251866
252.24
1.207
4.83
29.46
10.36
4.83
6.93
12.96
75
4.63
251386
252.23
1.206
4.71
29.21
10.35
4.71
6.75
12.66
76
4.33
250904
252.23
1.205
4.59
28.96
10.33
4.59
6.58
12.37
Page 5 of 6

STORMWATER RETENTION CALCULATIONS
Project: STONE GABLES APARTMENTS STORMWATER BMP
By: Sip
WET DETENTION POND -10 YEAR DESIGN STORM
Job #:
Date:
Revision:
1327/1355
8/29/2013
-
- ar >
z ,�
o v
la, a
77
4.04
250421
252.22
1.204
4.47
28.70
10.32
4.47
6.40
12.07
78
3.77
249939
252.22
1.203
4.35
28.44
10.30
4.35
6.23
11.78
79
3.52
249459
252.22
1.201
4.23
28.18
10.29
4.23
6.06
11.49
80
3.29
248981
252.21
1.200
4.11
27.92
10.28
4.11
5.89
11.20
81
3.07
248506
252.21
1.199
4.00
27.66
10.26
4.00
5.73
10.92
82
2.87
248035
252.20
1.198
3.88
27.39
10.25
3.88
5.57
10.65
83
2.68
247569
252.20
1.197
3.77
27.13
10.23
3.77
5.41
10.38
84
2.50
247107
252.20
1.196
3.66
26.87
10.22
3.66
5.25
10.11
85
2.34
246650
252.19
1.194
3.56
26.61
10.21
3.56
5.10
9.85
86
2.18
246199
252.19
1.193
3.45
26.34
10.19
3.45
4.95
9.60 .
87
2.04
245754
252.19
1.192
3.35
26.08
10.18
3.35
4.81
9.35
88
1.90
245315
252.18
1.191
3.25
25.82
10.17
3.25
4.66
9.11
89
1.78
244883
252.18
1.190
3.16
25.56
10.15
3.16
4.53
8.87
90
1.66
244458
252.17
1.189
3.06
25.31
10.14
3.06
4.39
8.64 [ '
91
1.55
244039
252.17
1.188
2.97
25.05
10.13
2.97
4.26
8.42
92
1.45
243627
252.17
1.187
2.88
24.80
10.12
2.88
4.13
8.20
93
1.35
243222
252.16
1.186
2.79
24.55
10.10
2.79
4.01
7.99
94
1.26
242824
252.16
1.185
2.71
24.30
10.09
2.71
3.88
7.78
95
1.18
242433
252.16
1.184
2.63
24.05
10.08
2.63
3.77
7.58
96
1.10
242049
252.15
1.183
2.55
23.80
10.07
2.55
3.65
7.38
97
1.03
241672
252.15
1.182
2.47
23.56
10.06
2.47
3.54
7.19 r
98
0.96
241302
252.15
1.181
2.39
23.31
10.05
2.39
3.43
7.01
99
0.90
240939
252.15
1.180
2.32
23.07
10.04
2.32
3.33
6.83
100
0.84
240584
252.14
1.179
2.25
22.83
10.02
2.25
3.22
6.65
101
0.78
240235
252.14
1.178
2.18
22.60
10.01
2.18
3.13
6.48
102
0.73
239893
252.14
1.178
2.11
22.36
10.00
2.11
3.03
6.32
103
0.68
239557
252.13
1.177
2.05
22.13
9.99
2.05
2.94
6.16
104
0.64
239228
252.13
1.176
1.98
21.90
9.98
1.98
2.85
6.01
105
0.59
238906
252.13
1.175
1.92
21.67
9.97
1.92
2.76
5.86
106
0.56
238591
252.13
1.174
1.86
21.45
9.96
1.86
2.67
5.71
107
0.52
238281
252.12
1.174
1.81
21.23
9.95
1.81
2.59
5.57
108
0.48
237978
252.12
1.173
1.75
21.01
9.95
1.75
2.51
5.43
109
0.45
237681
252.12
1.172
1.70
20.79
9.94
1.70
2.43
5.30
110
0.42
237390
252.12
1.171
1.64
20.57
9.93
1.64
2.36
5.17
111
0.39
237105
252.11
1.171
1.59
20.36
9.92
1.59
2.28
5.05
112
0.37
236826
252.11
1.170
1.54
20.14
9.91
1.54
2.21
4.93
113
0.34
236552
252.11
1.169
1.50
19.93
9.90
1.50
2.15
4.81
114
0.32
236284
252.11
1.169
1.45
19.73
9.89
1.45
2.08
4.70
115
0.30
236022
252.10
1.168
1.40
19.52
9.89
1.40
2.01
4.59
116
0.28
235765
252.10
1.167
1.36
19.32
9.88
1.36
1.95
4.48
117
0.26
235513
252.10
1.167
1.32
19.11
9.87
1.32
1.89
4.38 ,
118
0.24
235266
252.10
1.166
1.28
18.91
9.86
1.28
1.83
4.28
119
0.23
235024
252.10
1.165
1.24
18.72
9.85
1.24
1.78
4.18
120
0.21
234787
252.09
1.165
1.20
18.52
9.85
1.20
1.72
4.08
121
0.20
234554
252.09
1.164
1.16
18.33
9.84
1.16
1.67
3.99 r
122
0.19
234327
252.09
1.164
1.13
18.13
9.83
1.13
1.61
3.90
123
0.17
234104
252.09
1.163
1.09
17.94
9.83
1.09
1.56
3.82
124
0.16
233885
252.09
1.162
1.06
17.75
9.82
1.06
1.52
3.74
125
0.15
233671
252.08
1.162
1.02
17.57
9.81
1.02
1.47
3.65
126
0.14
233460
252.08
1.161
0.99
17.38
9.81
0.99
1.42
3.58
127
0.13
233254
252.08
1.161
0.96
17.20
9.80
0.96
1.38
3.50 y
128
0.12
233052
252.08
1.160
0.93
17.02
9.79
0.93
1.33
3.43 ,
129
0.12
232854
252.08
1.160
0.90
16.84
9.79
0.90
1.29
3.35
130
0.11
232660
252.08
1.159
0.87
16.66
9.78
0.87
1.25
3.28
131
0.10
232469
252.07
1.159
0.85
16.48
9.78
0.85
1.21
3.22
132
0.09
232282
252.07
1.158
0.82
16.30
9.77
0.82
1.17
3.15 '
Page 6 of 6

ROUTING RESULTS - 10 YEAR DESIGN STORM
200.00
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
Time [min]

APPENDIX C
s

STORMWATER RETENTION CALCULATIONS G1ZIGERInr��
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355
By: Sip Date: 8/29/2013
Revision: - Pya v
m
WET DETENTION POND -100 YEAR DESIGN STORM �b"foeRTWt
STAGE -STORAGE FUNCTION (ABOVE PERMANENT POOL)
S
Z
CONTOUR
ACCUM.
CONTOUR AREA
INCR. VOL.
VOL.
STAGE
In S
In Z
Z est
[FT2]
[FT)
[FT']
[FT]
[FT]
250.00 97696.75
0
0.0
250.50 109001.62
51675
51675
0.5
10.8527
-0.6931
0.50
251.00 112203.72
55301
106976
1.0
11.5804
0.0000
1.00
252.00 118650.35
115427
222403
2.0
12.3122
0.6931
1.99
253.00 125153.55
1
121902
344305
3.0
12.7493
1.0986
3.00
Constant (y-Intercept)
11.58317
Ks =
107277
r Slope (X Coefficient)
1.05762
b =
1.060
Standard Error of Coefficient
0.00493
R2 =
0.99998
-s Seriesl
Linear (Seriesl )
E
F Total Property Acreage =
43.237 ac
1883423 sf
@ Asphalt Area =
3.089 ac
134,556.84 sf
Building Area (Roof) =
2.708 ac
117,960.48 sf
Concrete Area =
0.813 ac
35,414.28 sf
Pervious Area =
3.385 ac
147,432.85 sf
Pond Area =
2.873 ac
125,153.55 sf
p Offsite Asphalt =
0.988 ac
43,037.28 sf
Future Impervious =
29.382 ac
1,279,867.72 sf
Total Impervious =
36.980 ac
1,610,836.60 sf
M
- Total Drainage Area =
43.237 ac
1,883,423.00 sf
G Impervious Percentage =
85.5%
85.5%
Page 1 of 6

STORMWATER RETENTION CALCULATIONS Gi�c .R1
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355
By: Sip Date: 8/29/2013
Revision: - A a¢a b
WET DETENTION POND -100 YEAR DESIGN STORM �U;ror VAS`
Runoff Coefficient, C:
Pre -Development
ID Area (ac) C* C x A
Unimproved Cleared Area 43.24 0.35 15.13
Wooded, deep ground litter 0.00 0.10 0.00
Total 43.24 15.13
Cc = 0.35
Post -Development
UNTREATED RUNOFF
ID
Area (ac)
C*
C x A
Wooded, Deep Ground Litter
0.00
0.10
0.00
Lawn, dense soil, flat 2%
0.00
0.17
0.00
Street, driveway, sidewalk
0.00
0.95
0.00
Total
0.00
0.00
Cc = 0.17
TREATED RUNOFF
ID
Area (ac)
C*
C x A
Roof, inclined
2.71
1.00
2.71
Street, driveway, sidewalk
4.89
0.95
4.65
Lawn, dense soil, flat 2%
6.26
0.17
1.06
Future Impervious
29.38
0.95
27.91
Total 43.24
36.33
Cr
*Source: Elements of Urban Stormwater Design by H. Rooney Malcolm, P.E. - Exhibit 1
Storm Intensity, I:
0.385
L =
1700 ft
H=
8 ft
CL31
Tc =
18.89 min
T, =
Say
19 min
128
Design Storm:
100 year
Location:
Hoke County, NC
Duration
Intensity
[min]
[in/hr]
15
6.82
19
1100
30
5.22
So, I,o =
6.39
UNTREATED
Qp =
C x I10o x A = 0.00 cfs
TREATED
Qp =
C x 110o x A = 232.20 cfs
Page 2 of 6
L_.

i
STORMWATER RETENTION CALCULATIONS Gw'ERfn��
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355 `
By: Sip Date: 8/29/2013�
Revision:
o a
WET DETENTION POND -100 YEAR DESIGN STORM �t��JpRRToy `'`
Estimate Volume of Runoff. V:
P1,100 = 3.60 in
Storm: 1-hr 100 yr
Location: Hoke County, NC
SCS CURVE NUMBER:
Soil Type: Candor
Hydrologic Soil Group: A
18.1 %
Goldsboro
B
15.9%
Lynchburg
A/D
2.2%
McColl
D
7.6%
Norfolk
A
50.7%
Rains
B/D
5.5%
ID
Area (ac) CN*
CN x A
Impervious - Roof
2.71 98
265.38
Impervious - Parking lot, Sidewalk 4.89 98
479.22
Lawn, Good condition
6.26 61
381.72
Future Impervious
29.38 98
2879.41
Total 43.24
4005.73
CNeff = 93
*Source: NC Erosion and Sediment Control Planning and Design Manual - Tables
8.03(e) - (g)
1000-10
(P-0.2•S)z
S _
_
Q
CN
P+0.8•S
S = 0.75
in Q* = 2.83
in
V = Q* x A = 444424 cf
ID
Area (ac)
Impervious np. Area (ac)
Impervious - Roof
2.71
100%
2.71
Impervious - Parking lot, Sidewalk
4.89
100%
4.89
Lawn, Grass Medians
6.26
0%
0.00
Future Impervious
29.38
100%
29.38
Total
43.24
36.98
SIMPLE METHOD RD = 1.0 in
t Rv=0.05+0.9*1A IA = 86%
f � V =3630 *RD *Rv *A R v= 0.82 in/in
V = 128660 cf
Time to Peak, T.:
T - V
n 1.39•Qp
Tp = 22.9 min
4
yk
C.
0
p Page 3 of 6
)RAGE VOLUME DRAWDOWN TIME
Number of orifices =
2
CD =
0.6
D=
4 in
A =
0.09 sf
g =
32.2 ft/sec2
ElevationOVERFLOW =
252
ElevationlNVERT =
250
Ho =
2
Ho/3 =
0.67
Q =
0.69
cfs
TemporaryPOOIVOLuME =
222403
cf
TimeDEWATERING =
324127
seconds
TImeDEWATERING =
5402
min
TImeDEWATERING =
90.04
hours
TImeDEWATERING =
3.75
days

STORMWATER RETENTION CALCULATIONS Gl�g ,Rl
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355
By: Sip Date: 8/29/2013 j
Revision: - ��a • a
WET DETENTION POND -100 YEAR DESIGN STORM
Allowable Discharge (Pre -development Conditions):
Qall = Qpre = Cpre X 1100 X A
Cpre = 0.35
1100 = 6.39 cfs
A = 43.24 ac
Qall = Qpre = 96.75 efs
Peak Inflow* =
232.20
cfs
Peak Unrestricted Outflow =
0.00
cfs
Peak Pond Outflow* =
61.64
cfs
Peak Elevation* =
262.86
ft
Top of Pond El. [ft] = 253.00 OKI
Peak Storage* =
326883
cf
Storage Avail.[cf] = 344305 OKI
Actual
Allowed
cfs
cfs
61.64
<
96.75
OKI
Pipe
(Low -Flow Orifice):
RISER
N
2
Riser Type
=
Precast MH
STORM ROUTING
Cd
0.6
Dr
=
48.00
in
Input Data:
D
4
Etop
=
252.00
ft
Qp
232.20
cfs
Zi
250.00
Cwr
=
3.33
Tp
23
min
Cdr
=
0.6
AT
1
min
BARREL
EMERGENCY WEIR
Ks
107277
Db
=
18
in
Cw
=
3
b
1.06
Einv
=
250
It
Ecr
=
252
It
Cdb
=
0.6
Lw
=
20
ft
LOW -FLOW
RISER
RISER
PRINCIPAL
EM.
TOTAL
TIME
INFLOW
STORAGE
STAGE
ORIFICE
(weir)
(orifice)
BARREL
SPILLWAY
WEIR
OUTFLOW
[min]
[cfs]
[ft3]
[ft]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
[cfs]
0
0.00
0
250.00
0
0.00
0.00
0.00
0.00
0.00
0.00
1
1.08
0
250.00
0.000
0.00
0.00
0.00
0.00
0.00
0.00
2
4.31
65
250.00
0.000
0.00
0.00
0.00
0.00
0.00
0.00
3
9.61
323
250.00
0.000
0.00
0.00
0.00
0.00
0.00
0.00
4
16.90
900
250.01
0.002
0.00
0.00
0.00
0.00
0.00
0.00
5
26.04
1914
250.02
0.006
0.00
0.00
0.01
0.00
0.00
0.01
6
36.86
3476
250.04
0.014
0.00
0.00
0.03
0.00
0.00
0.01
7
49.15
5686
250.06
0.028
0.00
0.00
0.06
0.00
0.00
0.03
8
62.69
8634
250.09
0.050
0.00
0.00
0.11
0.00
0.00
0.05
9
77.22
12392
250.13
0.084
0.00
0.00
0.19
0.00
0.00
0.08
10
92.48
17020
250.18
0.132
0.00
0.00
0.30
0.00
0.00
0.13
11
108.18
22561
250.23
0.197
0.00
0.00
0.44
0.00
0.00
0.20
12
124.02
29040
250.29
0.281
0.00
0.00
0.63
0.00
0.00
0.28
13
139.72
36464
250.36
0.370
0.00
0.00
0.87
0.00
0.00
0.37
14
154.98
44826
250.44
0.438
0.00
0.00
1.17
0.00
0.00
0.44
15
169.52
54098
250.52
0.502
0.00
0.00
1.52
0.00
0.00
0.50
16
183.05
64239
250.62
0.563
0.00
0.00
1.94
0.00
0.00
0.56
17
195.35
75188
250.72
0.621
0.00
0.00
2.43
0.00
0.00
0.6-2
18
206.16
86872
250.82
0.678
0.00
0.00
2.98
0.00
0.00
0.68
19
215.30
99201
250.93
0.732
0.00
0.00
3.60
0.00
0.00
0.73
20
222.59
112075
251.04
0.785
0.00
0.00
4.27
0.00
0.00
0.79
21
227.90
125383
251.16
0.836
0.00
0.00
5.01
0.00
0.00
0.84
Page 4 of 6

STORMWATER RETENTION CALCULATIONSe�xrNG�
Project: STONE GABLES APARTMENTS STORMWATER BMP Job #: 1327/1355
By: Sip Date: 8/29/2013
Revision: - P d
a
WET DETENTION POND -100 YEAR DESIGN STORM \�OyOggTp11�``�
22
231.12
139007
251.28
0.884
0.00
0.00
5.80
0.00
0.00
0.88
23
l 232.20
j 152821
251.40
0.930
0.00
0.00
6.63
0.00
0.00
0.93
24
231.12
166698
251.52
0.974
0.00
0.00
7.43
0.00
0.00
0.97
25
227.90
180506
251.63
1.016
0.00
0.00
7.99
0.00
0.00
1.02
26
222.59
194119
251.75
1.056
0.00
0.00
8.49
0.00
0.00
1.06
27
215.30
207411
251.86
1.093
0.00
0.00
8.96
0.00
0.00
1.09
28
206.16
220264
251.97
1.127
0.00
0.00
9.39
0.00
0.00
1.13
29
195.66
232566
252.07
1.159
0.86
16.57
9.78
0.86
1.23
3.25
30
184.90
244110
252.17
1.188
2.99
25.10
10.13
2.99
4.28
8.46
31
174.74
254697
252.26
1.214
5.57
30.90
10.44
5.57
7.99
14.78
32
165.14
264295
252.34
1.237
8.34
35.34
10.72
8.34
11.95
21.52
E
33
156.06
272912
252.41
1.258
11.11
38.89
10.96
10.96
15.93
28.14
34
147.49
280587
252.48
1.275
13.79
41.79
11.16
11.16
19.77
32.21
35
139.38
287504
252.53
1.291
16.35
44.24
11.35
11.35
23.45
36.09
36
131.72
293702
252.59
1.305
18.77
46.32
11.51
11.51
26.92
39.74
37
124.48
299221
252.63
1.317
21.02
48.10
11.65
11.65
30.14
43.11
38
117.64
304104
252.67
1.328
23.07
49.62
11.78
11.78
33.08
46.19
39
111.18
308391
252.71
1.338
24.92
50.91
11.89
11.89
35.74
48.96
40
105.07
312124
252.74
1.346
26.57
52.01
11.98
11.98
38.10
51.43
41
99.29
315342
252.77
1.353
28.02
52.94
12.06
12.06
40.18
53.60
42
93.84
318084
252.79
1.358
29.28
53.72
12.13
12.13
41.98
55.47
43
88.68
320386
252.81
1.363
30.35
54.36
12.18
12.18
43.51
57.06
44
83.81
322284
252.82
1.367
31.23
54.89
12.23
12.23
44.79
58.38
45
79.20
323809
252.84
1.371
31.96
55.31
12.27
12.27
45.82
59.46
r
46
74.85
324994
252.85
1.373
32.52
55.63
12.30
12.30
46.63
60.30
47
70.74
325867
252.85
1.375
32.94
55.87
12.32
12.32
47.22
60.92
48
66.85
326456
252.86
1.376
33.22
56.02
12.33
12.33
47.63
61.34
49
63.18
326787
252.86
1.377
33.38
56.11
12.34
12.34
47.86
61.57
50
59.70
326883
262.86
1.377
33.42
56.14 I
12.34
12.34
47.92
61.64
51
56.42
326767
252.86
1.377
33.37
56.11
12.34
12.34
47.84
61.56
52
53.32
326459
252.86
1.376
33.22
56.02
12.33
12.33
47.63
61.34
53
50.39
325978
252.85
1.375
32.99
55.89
12.32
12.32
47.30
61.00
54
47.62
325341
252.85
1.374
32.68
55.72
12.31
12.31
46.86
60.54
E ,
55
45.01
324566
252.84
1.372
32.31
55.51
12.29
12.29
46.33
59.99
56
42.53
323667
252.83
1.370
31.89
55.27
12.26
12.26
45.72
59.36
57
40.20
322658
252.83
1.368
31.41
54.99
12.24
12.24
45.04
58.65
58
37.99
321551
252.82
1.366
30.89
54.68
12.21
12.21
44.29
57.87
59
35.90
320357
252.81
1.363
30.33
54.35
12.18
12.18
43.49
57.04
60
33.93
319089
252.80
1.361
29.74
54.00
12.15
12.15
42.65
56.16
61
32.06
317755
252.79
1.358
29.13
53.62
12.12
12.12
41.76
55.24
62
30.30
316364
252.77
1.355
28.49
53.23
12.09
12.09
40.85
54.29
63
28.63
314925
252.76
1.352
27.84
52.82
12.05
12.05
39.91
53.31
64
27.06
313444
252.75
1.349
27.17
52.39
12.01
12.01
38.95
52.31
65
25.57
311929
252.74
1.345
26.49
51.95
11.98
11.98
37.98
51.30
-
66
24.17
310385
252.72
1.342
25.80
51.50
11.94
11.94
37.00
50.27
67
22.84
308819
252.71
1.338
25.11
51.04
11.90
11.90
36.01
49.24
68
21.59
307235
252.70
1.335
24.42
50.56
11.86
11.86
35.01
48.21
69
20.40
305637
252.69
1.332
23.73
50.08
11.82
11.82
34.02
47.17
70
19.28
304031
252.67
1.328
23.04
49.59
11.78
11.78
33.04
46.14
71
18.22
302419
252.66
1.324
22.36
49.10
11.74
11.74
32.06
45.12
u
72
17.22
300805
252.65
1.321
21.68
48.60
11.69
11.69
31.08
44.10
[
73
16.27
299192
252.63
1.317
21.01
48.09
11.65
11.65
30.12
43.09
74
15.38
297583
252.62
1.314
20.34
47.58
11.61
11.61
29.17
42.10
75
14.53
295980
252.60
1.310
19.69
47.06
11.57
11.57
28.23
41.11
76
13.73
294385
252.59
1.307
19.05
46.54
11.53
11.53
27.31
40.15
u
f
77
12.98
292800
252.58
1.303
18.42
46.02
11.49
11.49
26.41
39.20
R
Page 5 of 6

STORMWATER RETENTION CALCULATIONS
Project: STONE GABLES APARTMENTS STORMWATER BMP
By: Sip
WET DETENTION POND -100 YEAR DESIGN STORM
Job #:
Date:
Revision:
1327/1355
8/29/2013.
-
�1�ERtn�
Via, a
RT
78
12.27
291227
252.57
1.300
17.80
45.50
11.45
11.45
25.52
38.26
79
11.59
289667
252.55
1.296
17.19
44.98
11.41
11.41
24.64
37.34
80
10.95
288122
252.54
1.293
16.59
44.45
11.36
11.36
23.79
36.45
81
10.35
286593
252.53
1.289
16.01
43.92
11.32
11.32
22.95
35.57
82
9.78
285080
252.51
1.286
15.44
43.40
11.28
11.28
22.14
34.71
83
9.25
283585
252.50
1.282
14.88
42.87
11.24
11.24
21.34
33.86
84
8.74
282108
252.49
1.279
14.34
42.34
11.20
11.20
20.56
33.04
85
8.26
280649
252.48
1.275
13.81
41.81
11.17
11.17
19.80
32.24
86
7.80
279210
252.47
1.272
13.29
41.28
11.13
11.13
19.06
31.46
87
7.37
277791
252.45
1.269
12.79
40.76
11.09
11.09
18.34
30.69
88
6.97
276392
252.44
1.266
12.30
40.23
11.05
11.05
17.63
29.95
89
6.59
275013
252.43
1.262
11.82
39.70
11.01
11.01
16.95
29.23
90
6.22
273655
252.42
1.259
11.36
39.18
10.98
10.98
16.29
28.52
91
5.88
272317
252.41
1.256
10.91
38.65
10.94
10.91
15.64
27.80
92
5.56
271002
252.40
1.253
10.47
38.13
10.90
10.47
15.01
26.74
93
5.25
269731
252.39
1.250
10.05
37.62
10.87
10.05
14.42
25.72
94
4.97
268503
252.38
1.247
9.66
37.11
10.83
9.66
13.85
24.75
95
4.69
267316
252.37
1.244
9.28
36.62
10.80
9.28
13.30
23.82
96
4.43
266168
252.36
1.242
8.92
36.14
10.77
8.92
12.78
22.94
97
4.19
265058
252.35
1.239
8.57
35.67
10.74
8.57
12.29
22.10
98
3.96
263984
252.34
1.236
8.24
35.20
10.71
8.24
11.82
21.29
99
3.74
262944
252.33
1.234
7.92
34.75
10.68
7.92
11.36
20.52
100
3.54
261937
252.32
1.232
7.62
34.30
10.65
7.62
10.93
19.79
101
3.34
260962
252.31
1.229
7.34
33.86
10.62
7.34
10.52
19.08
102
3.16
260018
252.31
1.227
7.06
33.43
10.59
7.06
10.12
18.41
103
2.99
259103
252.30
1.225
6.80
33.01
10.57
6.80
9.74
17.76
104
2.82
258216
252.29
1.223
6.54
32.60
10.54
6.54
9.38
17.15
105
2.67
257356
252.28
1.221
6.30
32.19
10.52
6.30
9.04
16.56
106
2.52
256523
252.28
1.219
6.07
31.79
10.49
6.07
8.70
15.99
107
2.38
255714
252.27
1.217
5.85
31.40
10.47
5.85
8.39
15.45
108
2.25
254930
252.26
1.215
5.64
31.01
10.45
5.64
8.08
14.93
109
2.13
254170
252.26
1.213
5.43
30.64
10.43
5.43
7.79
14.43
110
2.01
253431
252.25
1.211
5.24
30.26
10.41
5.24
7.51
13.96
111
1.90
252714
252.24
1.209
5.05
29.90
10.38
5.05
7.24
13.50
112
1.80
252018
252.24
1.208
4.87
29.54
10.36
4.87
6.98
13.06
113
1.70
251343
252.23
1.206
4.70
29.19
10.34
4.70
6.73
12.64
114
1.60
250686
252.23
1.204
4.53
28.84
10.33
4.53
6.50
12.23
115
1.52
250048
252.22
1.203
4.37
28.50
10.31
4.37
6.27
11.84
116
1.43
249429
252.22
1.201
4.22
28.16
10.29
4.22
6.05
11.47
117
1.35
248826
252.21
1.200
4.07
27.83
10.27
4.07
5.84
11.11
118
1.28
248241
252.21
1.198
3.93
27.51
10.25
3.93
5.64
10.77
119
1.21
247671
252.20
1.197
3.80
27.19
10.24
3.80
5.44
10.44
120
1.14
247118
252.20
1.196
3.67
26.87
10.22
3.67
5.26
10.12
121
1.08
246579
252.19
1.194
3.54
26.56
10.20
3.54
5.08
9.81
122
1.02
246055
252.19
1.193
3.42
26.26
10.19
3.42
4.90
9.52
123
0.96
245545
252.18
1.192
3.30
25.96
10.17
3.30
4.74
9.23
124
0.91
245049
252.18
1.191
3.19
25.66
10.16
3.19
4.58
8.96
125
0.86
244566
252.18
1.189
3.09
25.37
10.14
3.09
4.42
8.70
126
0.81
244095
252.17
1.188
2.98
25.09
10.13
2.98
4.28
8.45
127
0.77
243637
252.17
1.187
2.88
24.80
10.12
2.88
4.13
8.20
128
0.73
243191
252.16
1.186
2.79
24.53
10.10
2.79
4.00
7.97
129
0.69
242757
252.16
1.185
2.69
24.25
10.09
2.69
3.86
7.74
130
0.65
242333
252.16
1.184
2.61
23.98
10.08
2.61
3.74
7.53
131
0.61
241921
252.15
1.183
2.52
23.72
10.06
2.52
3.61
7.32
132
0.58
241519
252.15
1.182
2.44
23.46
10.05
2.44
3.50
7.11
Page 6 of 6

ROUTING RESULTS - 100 YEAR DESIGN STORM
250.00
— —
200.00
-- — --- — ----------- --
- ---
150.00
— -- — -- ---- - - ----------- —
w
m
`m
u
G
——
100.00
— - — ------ — ---
50.00
— — - -- — — --
0.00
0 20 40 60 RO 100 120 140
Time [min]
--INFLOW [cfs] —*--TOTAL OUTFLOW [cfs] -PRINCIPAL SPILLWAY [cfs] BEM. WEIR [cfs]

APPENDIX D

STORMWATER RETENTION CALCULATIONS
Project: STONE GABLES APARTMENTS STORMWATER BMP�1�EsarNc
By: Sip
Job #: 1327 / 1355
Date: 8/29/2013
a
Revision: -
L°�ieERro���
TABLE OF ELEVATIONS, AREAS, & VOLUMES
CONTOUR
FOREBAY
MAIN POND
240.00
10,457.19
57,391.41
241.00
11,118.27
58, 574.18
242.00
11, 786.51
59, 764.15
243.00
12,461.88
60,961.26
244.00
13,462.55
62,165.51
245.00
14, 243.11
63, 376.90
246.00
15, 030.81
64, 595.44
247.00
15,825.66
65,821.12
248.00
16,627.64
67,053.94
249.00
17, 761.71
68, 293.90
249.50
18,114.04
68,957.89
250.00
22,777.74
74,919.01
250.50
109,001.62
251.00
112,203.72
252.00
118,650.35
253.00
125,153.55
STAGE -STORAGE FUNCTION (TOTAL)
S Z
CONTOUR
CONTOUR
AREA
INCR. VOL.
ACCUM. VOL.
STAGE
In S
In Z
Z est
[FT)
[FT)
[FT']
[FT]
[FT]
240.00
0.00
0
0.0
241.00
69,692.45
34,846.23
34,846.23
1.0
10.4587
0.0000
0.90
242.00
71,550.66
70,621.56
105,467.78
2.0
11.5662
0.6931
2.13
243.00
73,423.14
72,486.90
177,954.68
3.0
12.0893
1.0986
3.21
244.00
75,628.06
74,525.60
252,480.28
4.0
12.4391
1.3863
4.22
245.00
77,620.01
76,624.04
329,104.32
5.0
12.7041
1.6094
5.19
246.00
79,626.25
78,623.13
407,727.45
6.0
12.9184
1.7918
6.14
247.00
81,646.78
80,636.52
488,363.96
7.0
13.0988
1.9459
7.07
248.00
83,681.58
82,664.18
571,028.14
8.0
13.2552
2.0794
7.98
249.00
86,055.61
84,868.60
655,896.74
9.0
13.3938
2.1972
8.90
249.50
87,071.93
43,281.89
699,178.62
9.5
13.4577
2.2513
9.35
250.00
97,696.75
46,192.17
745,370.79
10.0
13.5216
2.3026
9.83
250.50
109,001.62
51,674.59
797,045.38
10.5
13.5887
2.3514
10.36
251.00
112,203.72
55,301.34
852,346.72
11.0
13.6557
2.3979
10.92
252.00
118,650.35
115,427.04
967,773.75
12.0
13.7828
2.4849
12.06
253.00
125,153.55
121,901.95
1,089,675.70
13.0
13.9014
2.5649
13.23
I Constant (y-Intercept)
Slope (X Coefficient)
Standard Error of Coefficient
R2 =
10.59618 Ks = 39982
1.28480 b = 1.28000
0.05681
0.99666

STORMWATER RETENTION CALCULATIONS
Project: STONE GABLES APARTMENTS STORMWATER BMPERItyG�
By: Sip
o U
Job #: 1327 / 1355
f
"
Date: 8/29/2013
I
a
Revision: -
\iGyBhRTONk,
TABLE OF ELEVATIONS, AREAS, & VOLUMES
f
STAGE -STORAGE FUNCTION (FOREBAY 1)
S
Z
CONTOUR
CONTOUR
AREA
INCR. VOL.
ACCUM. VOL.
STAGE
In S
In Z
Z est
[FT)
[FT)
[FT)
[FT]
[FT]
240.00
0.00
0
0.0
241.00
11,118.27
5,559.14
5,559.14
1.0
8.6232
0.0000
0.93
242.00
11,786.51
11,452.39
17,011.53
2.0
9.7416
0.6931
2.11
243.00
12,461.88
12,124.20
29,135.72
3.0
10.2797
1.0986
3.14
244.00
13,462.55
12,962.22
42,097.94
4.0
10.6478
1.3863
4.12
245.00
14,243.11
13,852.83
55,950.77
5.0
10.9322
1.6094
5.07
246.00
15,030.81
14,636.96
70,587.73
6.0
11.1646
1.7918
6.02
247.00
15,825.66
15,428.24
86,015.96
7.0
11.3623
1.9459
6.96
248.00
16,627.64
16,226.65
102,242.61
8.0
11.5351
2.0794
7.90
249.00
17,761.71
17,194.68
119,437.29
9.0
11.6905
2.1972
8.86
249.50
18,114.04
8,968.94
128,406.22
9.5
11.7630
2.2513
9.35
250.00
22,777.74
10,222.95
138,629.17
10.0
11.8396
2.3026
9.89
Constant (y-Intercept)
8.72347 Ks =
6146
Slope (X Coefficient)
1.36102 b =
1.36000
Standard Error of Coefficient
0.05058
Rz=
0.99768
Drainage Area
43.237
Total Drainage Area
43.237
% of Total
100%
Required % of Perm. Pool Volume
20%
% OF TOTAL PERMANENT POOL VOLUME
18.7% OK!
STORAGE VOLUME DRAWDOWN TIME
Number of orifices =
2
CD =
0.6
D=
4
in
A =
0.09
sf
g =
32.2
ft/sec2
ElevationovERFLoW =
252
ft
ElevationINVERT =
250
ft
Ho =
2
ft
1-10/3 =
0.67
ft
Q =
0.69
cfs
TemporaryPoolvoLuME =
222403
cf
TimeDEWATERING =
324127
seconds
TImeDEWATERING =
5402
min
TImeDEWATERING =
90.04
(lours
TImeDEWATERING =
3.75
days

1�
APPENDIX E

Permit No.
(to be provided by DWO)
AV*
HCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Stone Gables Apartments Slormwater BMP
Contact person Samuel J. Powers, PE
Phone number 910.671.9530
Date 29-Aug-13
Drainage area number 1;
��0� VJA'T�cgQG
C
� s
o �-
IL DESIGN INFORMATION
Site Characteristics
Drainage area
1,883,423 fe
Impervious area, post -development
1,610,83T to
% impervious
85.53 %
Design rainfall depth
1:Oj In
Storage Volume: Non -SA Waters
4 Minimum volume required
128,660ift3
[ Volume provided
222,403ft3
OK, volume provided is equal to or in excess of volume required.
f Storage Volume: SA Waters
1.5' runoff volume
fe
Pre -development 1-yr, 24-hr runoff
,ft3
Post -development 1-yr, 24-hr runoff
fe
Minimum volume required
fe
Volume provided
fl3
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required?
N (Y or N)
1-yr, 24-hr rainfall depth
3.0! in
' t
Rational C, pre -development
0.35� (unitless)
Rational C, post -development
0.84 (unilless)
Rainfall intensity: I -yr, 24-hr storm
0.13ji3/hr
OK 5
Pre -development 1-yr, 24-hr peak flow
1.92 ff /sec
: 4OF
Post -development 1-yr, 24-hr peak flow
4.61 ft3/sec
. Q S A r' e
Pre/Post 1-yr, 24-hr peak flow control
2.69 fl3/sec
361 99 -
Elevations
vG
Temporary pool elevation
252.00,' fmsl
��tiq ' ;
'�i�-
Permanent elevation
�6f
n (approx. at the pens. pool elevation)
SHWT a elevation
249 50 fmsl
1•� p 1
I
Top of 1Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
250.50; fmsl
249,504nnsl
p � 1
Sediment cleanout, top elevation (bottom of pond)
241.00!fmsl
y .
Sediment cleanout, bottom elevation
240.00?fmsl
Sediment storage provided
1.00 it
Is there additional volume stored above the state -required temp. pool?
Y (Y or N)
Elevation of the top of the additional volume
252.0'fmsl
OK
I
L' Form SW401-Wet Detention Basin-Rev.9-4118/12
Parts I, & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by OWQ)
)I. DESIGN INFORMATION
Surface Areas
Area, temporary pool 118,650 ie
Area REQUIRED, permanent pool 50,852 f?
SAIDA ratio 2.70 (unilless)
Area PROVIDED, permanent pool, A,._,a 97,697 ft` OK
Area, bottom of 1 Oft vegetated shelf, Ayot.a,.11 87,072. fe
Area, sediment cleanout, top elevation (bottom of pond), Abot.,.a 58,574 ff
Volumes
Volume, temporary pool 222,403 fts OK
Volume, permanent pool, Vim,n_pod 710,6251
ft3
Volume, forebay (sum of forebays if more than one forebay) 133,070fe
Forebay % of permanent pool volume 18.7% % OK
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, V,,._,a
Area provided, permanent pool, Ap._,01
Average depth calculated
Average depth used in SAIDA, da (Round to nearest 0.5111)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap._,a
Area, bottom of 10ft vegetated shelf, Aw ,mq
Area, sediment cleanout, top elevation (bottom of pond), k1 O d
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, da,,, (Round to down to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
90`%
N (Y or N)
Y (Y or N)
2.70 (unifiess)
N (Y or N)
710,525 ft°
97,697 f(`
700 ft OK
7.01 ft OK
Y (Y or N)
97,697 ft`
87,072 ft`
58,574 fe
8.50 it
7.63 it
7.5ift
Y i (Y or N)
4.00. in
in
0.60 (unitless)
0.67' ft
N (Y or N)
(unifiess)
(unifless)
ft
ft
1.92; ft'/sec
4.61; sec
O-WIfOlsec
375jdays
OK
OK
OK, draws down in 2-5 days.
3;:1
OK
10i:1
OK
10.0;ft
OK
4'i1
OK
3:5;:1
OK
Y
(Y or N)
OK
1Tft
OK
N "
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Pump Out
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & If. Design Summary, Page 2 of 2

I-,
APPENDIX F

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I
I

APPENDIX G

ECS CAROLINAS, LLP "Setting the Standard for Service"
Geotechnical • Construction Materials a Environmental ° Facilities NC Registered Engineering Firm F-1073
SC Registered Engineering Firm 3239
February 8, 2012
Mr. Aaron Thomas
Metcon, Inc.
763 ComTech Drive
Post Office Box 1149
Pembroke, North Carolina 28372
Reference: Report of Infiltration Testing
Stonegate Apartments
Pittman Grove Church Road
Hoke County, North Carolina
ECS Project Number 33:1887
Dear Mr. Thomas:
ECS Carolinas, LLP (ECS) recently conducted infiltration testing for the proposed stormwater
best management practice (BMP) area at the property located off of Pittman Grove Church
Road in Hoke County, North Carolina. The purpose of this exploration is to obtain subsurface
information of the in -place soils for the proposed stormwater BMP area. This letter, with
attachments, is the report of our testing.
Field Testing
On January 31, 2011, ECS conducted an exploration of the subsurface soil and groundwater
conditions at the proposed stormwater BMP area by advancing two hand auger borings (B-1
and B-2) into the existing ground surface. The approximate hand auger boring locations are
shown on the attached Test Location Plan (Figure 1). 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
B-1
Greater Than 60 inches
48 inches
B-2
Greater Than 65 inches
50 inches
ECS also conducted two 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 conducted at ten inches below the surface elevation.
726 Ramsey Street, Suite 3, Fayetteville, NC 28301 o T. 910-401-3288 • F: 910-323-0539 • www.ecslimited.com
ECS Carolinas, LLP • ECS Florida, LLC • ECS Midwest, LLC • ECS Mid -Atlantic, LLC • ECS Southeast, LLC - ECS Texas, LLP

Report of Infiltration Testing
Stonegate Apartments
Hoke County, North Carolina
ECS Project Number 33:1887
February 8, 2012
Field Test Results
A summary of the infiltration tests are listed below.
Location
Description
Depth
inches/hour
B-1
Gray silty SAND
24 inches
0.18
B-2
Gray siltySAND
26 inches
0.11
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 in assessments 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 CAROLINAS, LLP
Firm License No. F-1078
C
Thomas B. Baird, P.E. 1Q2Q 4
Senior Geotechnical Engineers,°►'•RiN;�•'�Q?Q
NC PE License No. 016244
Attachments: Figure 1 - Test Location Plan
Infiltration Testing Form
Miguel Santiago, P.E.
Vice President / Branch Manager
NC PE License No. 033082
I
2

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MICH
TEST LOCATION
DIAGRAM
cs
T
Stonegate Apartments
Infiltration Testing
Fayetteville, NC
ENGINEER
SCALE
NT5
DRAFTS MAN
MAS
PROJECT NO.
33:1887
REVISIONS
SHEET
Fi .1
DATE 02/08/12

Infiltration Testing Form
Stonegate Apartments L
Pittman Grove Church Road, Hoke County, North Carolina
ECS Project No. 33.1887
January 31, 2012
Location Depth Soil Description
B-1 0-12" Orange Fine to Medium SAND with Clay
12"-30" Gray Silty SAND
30%60" Tan/Orange/Gray Sandy CLAY
Boring Cave-in at 60 inches
Seasonal High Water Table was estimated to be at 48.0 inches below the
existing grade elevation.
Infiltration Rate: 0.18 inches per hour
Test was conducted at 24.0 inches below existing grade elevation
Groundwater > 60 inches below existing grade elevation
Location Depth_ Soil Description
B-2 0-12 Orange Fine to Medium SAND with Clay
12"-32" Gray Silty SAND
32"-65" Tan/Orange/Gray Sandy CLAY
Boring Cave-in at 65 inches
Seasonal High Water Table was estimated to be at 50.0 inches below the
existing grade elevation.
Infiltration Rate: 0.11 inches per hour
Test was conducted at 26.0 inches below existing grade elevation
Groundwater > 65 inches below existing grade elevation

I
I
APPENDIX H

NOAA Atlas 14, Volume 2, Version 3p w„af
Location name: Raeford, North Carolina, US*
Ai
Coordinates: 35.0292,-79.1197
Elevation: 258 ft"
source: Google Maps ��'*�`
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnin, D. Marlin, B, Lin, T. Parzybok, MYekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
[Duration
Average recurrence interval (years)
1
����������
2
5
10
25
50
100
200
500
1000
5-min
5.23
(4.74-5.80)
6.17
1 (5.60.6.84)
7.19
1 (6.53-7.98)
7.97
1 (7,21-8.81)
8,88
1 (8.00-9.80)
9.55
1 (8.58-10.5)
10.2
(9.10-11.2)
10.8
1 (9.59-11.9)
11.5
1 (10.1-12.6)
12.1
(10,6-13.3)
4.18
4.93
5.76
6. 77
7.08
7.60
8.09
8.54
9.10
9Flo..50
10-min
(3.79-4.63)
(4.48-5.47)
(5.23-6.39)
( 5,76-7.04)
( 6.38-7.81)
1 (6,83-8.38)
1 (T23-8.90)
1 (7.60-940)
1 (6.02-10.0)
1 (8.32-10.5)
min
3.48
4.13
4.86
5.37
5,98
6.42
6.82
7.18
7.64
7.95
(3.16-3.86)
(3.75-4.58)
1 (4.41-5,39)
(4,86-5,94)
3.89
1 (5,39-6,60)
4.43
(577-7,07)
4.83
(6.09-7,50)
5.22
(6.39-7.90)
5.59
1 (6.73-8.40)
6.08
1 (6.96-8.75)
6.44
�I30-min
2.39
2.85
3.45
(2,16-2.64)
1 (2,59.3.17)
1 (3.13-3.83)
1 (3.52-4.30)
1 (3,99-4.89)
(4.34-5.33)
(4.67.5.75)
(4.97-6.15)
1 (5.36.6.68)
1 (5,64.7.08)
1.49
1.79
2.21
2.53
2.95
3.27
3.60
3.92
4.36
4.70
60-min
(1.35-1.65)
(1,63-1.99)
(201-2.45)
(2.29-2.80)
(2,66-3,26)
(2.94-3.61)
(3.21-3.96)
(3.49-4.31 )
(3.84-4.79)
(4.12-5.17 )
j�
2-hr
0.866
1.05
1.32
1.53
1.80
2.02
( 2.25
2.48
2.79
3.03
(0.778-0.977)
(0.944-1.18)
1 (118-1,48)
(1.37-1.71)
1 (1.61-2,03)
(1.80-2.27)
(1.98-2,52)
1 (2.17-2.78)
1 (2,42-3.12)
1 (2.61-3.39)
3-hr
0.612
(0.550-0.692)((0.666.0.836),f
0.741
0.935
(0.839-1.05)
1.09
(0,976-123)
1.30
(1.16-1.47)
1.48
(1.31-1,66)
1.66
1 (1.46-1.86)
1.85
1 (1.61.2.07)
2.12
1 (1,82-2.37)
2.33
1 (1,99-2.61)
0,366
1 0.443
0.560
F 0.654
0.785
0.892
F 1.00
F 1.13
1.29
1.43
6-hr
(0.331-0.409)
(0.401-0.494)
(0.505-0,623)
(0.588-0.727)
(0.701-0.871),
(0,792.0.989)
1 (0,885-1.11)
(0.981-1,24)
1 (1.11-1A3)
1 (1.22-1.58)
12-hr
f
((0.531--0
(0 194-0 240)
(0,235.0 290)
(0.297 03 68)
(0,347 0.431)
(0.4 6 0519)'
(0.4773.0592)
670)
(0.592.0.754)
(0.677 0 875)
(0.744-0 973)
24-hr
0.127
(0.118-0.137)
0.154
(0.142-0.166);l(0.180-0.210)1(0.210-0.245)
0.195
0.227
0.273
r.251.0.294),
0.309
(0.284.0.333)
0.347
(0.317-0.374)
0.385
(0,352.0.415)
0.439
(0,399.0.474)
0.482
(D.436.0.520)
6.674
6.689
6.112
0.130
0,155
0.175
0.196
0.217
0.247
0.270
2-day
(0-069-0.079)
(0.083.0.096)
(0.104-0.120)
(0.121-0,140)
(0.143-0.167)
(0.161-0.188)
(0.180-0.211)
(0.199-0234)
(0,225.0.266)
(0.245.0.291)
3-day
7.12
(0049.0056)
(0.059.0067)
(0,073-0.084)
(0.085-0.097)
(0.100-0.1116)[(0.1113-0.2131)!(0.126.0.6146)
(0.1390162)
(0.156-0184)f(0,10700201)
4-day
(0 039.0 044)
(0047.0 053)
(0.058.0 066) ((0067--0
076)
(00779.0 090)
(0.088.0.102)
(0. 98 0 14):
(0.108-0,126)
(0.122 03 43)
(0-133-0,,1156)
0.027
o.033
0.046
0.046
0.055
0.061
0.068
0.075
o -6841
0.092
7-day
(0.026-0.029)
(0.031-0.035)
(0.038-0043)
(0.043.0.050)
(0.051.0.D58)
(0.057-0.065)
(0.063.0.073)
(0,069•0.080)
(0.077.0.000)
(0.084-0,098)
10-day
0.022
0.026
0.032
0.036
0.042
0.047
0.051
0.056
0.062
f 0.067
(0021.0.023)1(0.025.0028)
(0.0300.034)
(0.034.0.038)
(0.039.0.045)
(0.043.0.049)
(0.048.0.054)1
(0.052.0.059)
(0,057.0.066)
(0.062.0,072)
20-day 0.015
(0.014 0.016)
0.018
(0.017-0.09),�(0.020.0,022)
0.021
((0.022.0,025)
0.024
0.027
(0.025-0.029),
0.030
(0.028.0.032)
0.033
(0.030-0.035)
0.035 0.039
(0,033.0.038) (0.036.0.042)
0.042
(0,039-0.045)
00
.032
30-day (D 012.0 013)
(0.01 -0 015)
(0.0016-0 018)
(0.0118-0 020)
(0,020.0 023)
(0.022.0.025)
(0024.0 027)
(O.D2 029) (0028-0 032)
(0029.0 034)
F 0.010
F 6.612 1
0.014
0.015
o.617
F 0.019
F 0.020
F 6.621 F 0.023
F 0.024
45-day
(O.OiO.0.011)'
(0.012-0.013)'
(0.013-0.015)
(0,015-0,016)
(0,016-0.018)
(0.018.0.020)
(0.019.0.021)
(0.020.0.023) (0,022.0.024)
(0.023.0.026)
60-day 0.009
0.011
1(0.012,0.013)
0.012
6.614
0.015
0.016
0.017
0.018 0.026
0021
(0.009-0.010)
(0.010-0.011)
(0,013-0.014)
(0.014-0.016)
(0,015.0.017)
(0.016.0,018)
(0.017-0.019) (Q019-0,021)
(0.020.0022)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

NOAA Atlas 14, Volume 2, Version 3
Location name: Raeford, North Carolina, US*
Coordinates: 35.0292,-79.1197
a
Elevation: 258 ft*
' source: GoogleMaps
,,,
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF gra graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration�����f
Average recurrence Interval (years)
1
2
5
10
25
50
100
200
���
500
1000
0.4 36 60.514
0.599
0.664
0.740
0.796
0.849
0.898
0 9 59
1.01
5-min
(0.395 0.483)
(0.467 0,570)
(0.544.0.665)
(0.601-0.734)
(0.667.0.817)
(0.715-0.877)
(0.756 0.934)
(0.799-0.986)
(0.845 1.05)
(6.881-1.11j
0.696
0.822
0.960
1.06
1.18
1.27
1.35
1.42
1.52
1.58
10-min
(0:631-0.772)
(0.746-0.912)
(0.871-1.06)
(0.960-1A7)
(1.06-1.30)
(1.14-1,40)
(1.21-1.48)
(1.27-1,57 )
( 1.34-1.67)
(1 39-1,74 )
15-mm
0.870
F 1.03
F 1.21
F 1.34
F 1.50
1.60
I
1.71
�(1,52-1.88)
yg-F
1.91
1'99^
I(1
(0,789.0.965)
(0,938-1,15)
1 (1,10-1.35)
1 (1.22-1,49)
1 (1,35-1.65)
(1.44-1.77)
1 (1.60-1.98)
(1.68-2t0)
-74.2.19)
30-min
119
1.43
1.73
1.95
2,21
2.42
2.61
2.79
3.04
1 3.22
(1.08-1.32)
(1.30-1.58)
1 (1.56-1,91)
1 (176.2,15)
(2.00-244)
(2.17-2.66)
1 (2.33-2.87)
(2.49-3.08)
(2.68-3.34)
(2,82-3-54)
1.49
1.79
1 2.21
F 2.53
F 2.95
3.27
F 3.60
3.92
F 4.36
F 4.70
60-mrn
(1.35-1.65)
(1.63-1.99)
1 (2.01-2.45)
1 (2.29.2.80)
(2.66-3,26)
(2.94-3,61)
(3,21-3.96)
(3.49-4.31)
(3-84-4.79)
(4.12-5.17)
2-hr
1.73
(1.56-1.95)
2.10
(1.89-2.37)
2.64
(2.37-2.97)
3535
(2-73-3.43)
( 3.61
I (3.21-405)
4.05
(3.60-4.55)
4.50
(3.97-5.04)
4.95
(4.34-5-55)
5.57
(4.84-6,24)
6.06
(5.22-6,79),
1.84
2.23
2.81
3.27
3.92
4.44
4.98
5.56
6.36
7.01
3•hr
(1,65-2.08)
(2,00-2,51)
(2,52-3,17)
1 (2,93.3.69)
1 (3.48.4.40).(3.92-4.99)
(4.37-5.59)
(4.84-6.23)
(5.47-7.13)
(5.97.7.85)'
2.19
2,65
3.35
3.92
4.70
5.34
6.02
6.73
7.75
8.57
6-hr
(1.98 2.45)
(2.40 2,96)
(3 03-3,73)
(3,52-4.36)
(4,20.6.21)
(4,74.5.92)
(5,30.6.66)
(5.87.7.43)
(6.67-8,54)
(7.29-9.45)
12-hr
2.58
F 3.13
3.97
r 4.67
5.64
6.45
F 7.31
F 8.23
F 9.56
10.7
(2,33-2.89)
(283-3.49)
(3.58-4.43)
(4,18-5.19)
(5.02-6.25)
(5,70-7,14)
(6,40-8.08)
(7,13-9.08)
(8.16-10,5)
(8.97.11.7)
F- 24-hr
3.04
3.68
4.67
5.46
6.54
7.42
8.32
9.25
f
10.5
1
11,6
(2.83-3.29)
(3;42.3:98)
(4.33-5.05)
(5.04-5.89)
(6.02-7.06)
(6.80-7.99)
(7,61-8.97)
(8.44-9.97)
(9.57-11.4)
(10.5-12,5)
3.53
4.26
5.36
6.24
7. 55
8. 11
9. 11
10.4
11.9
13.0
2-day
(3.29.3.80)
(3.97-4.58)
(4.99-5.77)
(5.79-6.70)
(6,68-7.99)
(7.75-9.03)
(8,63-10,1)
(9,55-11.2)
(10.8-12.8)
(11.8-14,0)
3-day
3.75
(3,51.4,02) I
( 4.52
(4,22-4,84)
5.65
(517-6.05)
6.55
(6.10-7.01) 1
7.80
(7,22-8.34) 1
8.79
(8.12-9.40) 1
9.81
(9,04-10,5) 1
16.9
(9,97-11,6)
12.3
(11,3-13.2)
13.5
(12.3 14.5)
4-day
3 3.97
( .72.4,24) 1
4.78 (
(4.48-5,10)
5.95
(5.55.6.34)
6.87
(6,41-7.32)
8.15
(7.58.8,69). 1
9.17
(8.49.9.77) 1
10.2
(9,44-10.9) 1
11.3
(10.4-12.1)
12.8
(11.7-13,7)
14.0
(12,7-15.0)
4.61
5.52
6.79
7.79
9.16
1 3
F 114
12.6
14.2
15.4
7-da
(4,31-4,93) 1
(5.16-5.90)
(6,33-7.26)
(7,26-8.33)
(&51-9.80) 1
(9,51.11.0)
(10,5-12.2)
(11.6.13.4)
(13.0-15.2)
(14.1.16.5).
5.28
F 6.30
F 7.63
F 8.67
F 10.1 T
11.2
12.3
13.4 1
14.9
16.1
10-da
(4,97-5.62) 1
(5.93-6.70) 1
(7.17-8.10) 1
(8.13-9.20) 1
(9.41-10Y) 1
(10.4-11.8)
(11.4-13.0)
(12.4-14.3)
(13.8-15.9)
(14.8-17.2)
20-da
7.12
(6.72-7.57)
8.44
(7,96-&97)
10.1^
(9.46-'10.7)
11.3
(10.6-12.0)
13.0
(12.2-13.8)
14,3
(13.4-15.2)
15.7
(14.6-16,7) 1
17.0
(15.8-18.1)
18.9
(17.5-20.1)
20.3
(18,7-21.7)'
8. 66
10.4
12.2
13.6
15.4
.I
16.8
18.2
19.6
21.4
22.8
30-day
1
(8.38439) 1
(9,88.11.1) 1
(11.6-13.0)
(12.8-14,4) 1
(14-5-16.3) 1
(15.8-17.8)
(17,0-193) 1
(18,3-20.8)
(19.9-22.8)
(21.2.24.3)
45•day
11.2 F
(10.8.11.8)
13.2
(12.5-13.9) 1
F 15.2
(14.3.16.0) (
16.7
(15,8-17.6) 1
F 18.6 1
(17.6-19.7) 1
20.1
(19.0-21.3)
21.6
(20.3.22.8) 1
F 23.0 124.9
(21.6-24,4)
(23,3-26.4)'
26.3
(24.6-28.0)
60-day
13.4
15.7
17.9 (
19.6 21.8
23.4
25.0 26.5
28.5
30.0
(12.7-14.1)
(14.9-16.5)
(17,0.18,9) I
(18.6.20.6) (20.6-22.9)
(22.1-24.6)
(23.6-26.3) (25.0.27.9)
(26,8.30.1)
(28,1-31.7)
t Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information,
HaCK t0 IOp
PF graphical

PDS-based depth -duration -frequency (DDF) curves
Coordinates: 35.0292,-79-1197
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APPENDIX I

3P 1'5SN
35° 1'35'N
a Hydrologic Soil Group —Hoke County, North Carolina 3
N (Stone Gables Apartmentslrownship Developers Properties)
h y
g�
F
R
671400 671480 671560 671640 671720 671800 671880 671960 672040 672120
3 3
d 2
MapScale: 1:3,640 fiprin[ed on A landscape (11" x 8.5) sheet -
N Meters
0 s0 100 200 300
A`
0 150 300 600 900
Map projection: Web Mercator Cwr rmordinabs:WGS84 Edgetm:UlMZone17NWGS84
USDA Natural Resources Web Soil Survey 8/29/2013
Conservation Service National Cooperative Soil Survey Page 1 of 4
3P 1'55'N

Hydrologic Soil Group —Hoke County, North Carolina
(Stone Gables Apartmenlslrownship Developers Properties)
MAP LEGEND
MAP INFORMATION
Area of Interest
(A01)
m C
The soil surveys that comprise your A01 were mapped at 1:24,000.
0
Area of Interest (AOI)
® C/D
Warning: Soil Map may not be valid at this scale.
Soils
D
Soil Rating Polygons
Enlargement of maps beyond the scale of mapping can cause
O
A
p Not rated or not available
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
t=+
A/D
Water Features
soils that could have been shown at a more detailed scale.
B
-. Streams and Canals
Transportation
Please rely on the bar scale on each ma sheet for ma
Y P P
0
B/D
++4 Rails
measurements.
C
~ Interstate Highways
Source of Map: Natural Resources Conservation Service
0
C/D
Web Soil Survey URL: http:t/websollsurvey.nres.usda.gov
~ US Routes
Coordinate System: Web Mercator (EPSG:3857)
D
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
0
Not rated or not available
Local Roads
projection, which preserves direction and shape but distorts
Soil Rating Lines
distance and area. A projection that preserves area, such as the
Background
Albers equal-area conic projection, should be used if more accurate
A
® Aerial Photography
calculations of distance or area are required.
A/D
This product is generated from the USDA-NRCS certified data as of
,y
B
the version date(s) listed below.
rV
B/D
Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 9, Jul 5, 2012
�.
c
Soil map units are labeled (as space allows) for map scales 1:50,000
C/D
or larger.
0
Date(s) aerial images were photographed: Oct 17, 2010—Apr 2,
. /
Not rated or not available
2011
Soil Rating Points
The orthophoto or other base map on which the soil lines were
®
A
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
■
A/D
of map unit boundaries may be evident.
®
B
■
B/D
USDA Natural Resources Web Soil Survey 8/29/2013
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Hoke County, North Carolina
Hydrologic Soil Group
Stone Gables Apartments/Township
Developers Properties
Hydrologic Soil Group- Summary by Map Unit - Hoke County, North Carolina (NC093)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CaB
GoA
Candor sand, 1 to 8
percent slopes
Goldsboro loamy sand, 0
to 2 percent slopes
A
B
8.0
7.0
18.1
15.9%
Ly
Lynchburg sandy loam
A/D
1.0
2.2%
Mc
McColl loam
D
3.4
7.6%
NoA
Norfolk loamy sand, 0 to
2 percent slopes
A
22.4
50.7%
Ra
Rains sandy loam
B/D
2.4
5.5%
Totals for Area of Interest
44.1
100.0%
USDA, Natural Resources Web Soil Survey 8/29/2013
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Hoke County, North Carolina Stone Gables ApartmentsfTownship
Developers Properties
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff., None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 8/29/2013
Conservation Service National Cooperative Soil Survey Page 4 of 4