20151256 Ver 1_2016-10-11 StormwaterReport-Phase 1_20170119

Storm, water Management Report
Eastgate 540
Phase 1
Knightdale, North Carolina
Prepared By:
51 Kilmayne Drive
Suite 105
ADVANCED Cary, North Carolina 27511
ph 919.481.6290
C I V I L D E 5 1 G N
Prepared For:
SP Raleigh -Hodge Road, LLC
January 8, 2016
Revised March 21, 2016
Revised August 11, 2016
Revised October 11, 2016
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TabletofrContents:
1. Stormwater Narrative
ppendixesr
A. Pre & Post Development Drainage Area Maps
B. 1, 2, 10, 25, & 100 -yr Stormwater Routing Calculations
C. Water Quality Volume Calculations
D. BMP Sizing Calculations
E. FEMA Map
F. USGS Quad Map
G. Soils Map and Report
H. Stream and Wetland Delineation
I. Surface Water Determination
J. Pipe Conveyance Calculations
K. Roadway Gutter Spread Calculations

StormwaterrNarrativer
Summary:
The subject project consists of parcel identification number 1743.03-43-0054 totaling 78.8 acres.
The project is located on the east side of Hodge Road between the intersections of Hodge Road and
Kemp Drive to the south and Hodge Road and Ellen Drive to the north. Ultimately six (6)
warehouse buildings with associated parking and public infrastructure will be proposed, however,
Phase 1 will consist of only Building #1 and any required public infrastructure to support Building
#1.
A stormwater report was previously prepared for the entire site during the Master Plan stage of the
project. The report herein will include runoff associated with the Spectrum Drive, Building #1, and
future impervious areas draining to Pond #1. This report will be an update to Analysis Point #1
from the Master Plan Stormwater Report. Analysis Points #2 and #3 will not change and therefore
have not been included.
ExistingrSoils:r
Existing site soil classifications are Appling, Colfax, Durham, Mantachie, and Vance. Detailed
information for each of these soil types can be found in Appendix G.
Pre-developedrConditions:
The subject project currently contains two vacant single family residences with accessory structures
and is currently being used as farmland. A buffered stream that runs west to east was delineated
north of the site. Wetlands have been delineated near the interior of the site and adjacent to the
buffered stream and await final determination by the USACE. The site is located in the Lower
Neuse River Watershed and Upper Neuse River Basin. The site does not contain floodplain per the
most recent FIRM map dated 2006.
The site contains two large drainage areas with a small third drainage area at the northwest corner of
the site. The two large drainage areas drain from Hodge Road eastward to the Sherron & Frazier
Subdivision. Existing contours range in elevation from 294 to 224 feet. Currently, the site contains
four large agricultural fields surrounded by a sparse mixture of hardwoods and pines with ground
cover. A pre -developed weighted curve number of 61 has been used to reflect the existing runoff
conditions. The time of concentration used for the pre -developed condition was determined to
between 20 and 25 minutes for each of the respected drainage areas.
The following table shows the pre -development peak flow and total run-off volume for all design
storms:
*See Appendix B for detailed Pre -developed hydrographs
Anal sisr#1r
StormrEventr
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Pre-DevelopedrPeakrRunoffrRater
(cfs)
Pre-DevelopmentrRun-offrVolumer
(c
1
14.67
74,757
2
29.58
123,131
10
98.05
334,628
25
134.46
447,488
100
204.39
666,071
*See Appendix B for detailed Pre -developed hydrographs

Post -developed Conditions:
The initial phase of the project will include an internal public street that connects to Hodge Road, a
150,000 sf warehouse type building with loading docks, and a supporting network of public utilities,
sidewalk, and parking. There is a natural ravine along the north side of the property that will be
preserved. The discharge points leaving the site will not change from the pre -development
condition. The initial phase of the project will contain one wet detention pond that has been
designed for 90% TSS removal. The pond has been designed per the North Carolina Division of
Water Quality Best Management Practices Guidelines. Good conditions were used for grass cover
along with proposed impervious area to develop a post -development composite curve number,
which can be found in the Appendix B. The time of concentration used for the post -developed
condition is the minimum amount of 5 minutes.
Town of Knightdale Stormwater Regulations
The following stormwater regulations for quantity and quality are required for projects in the Town
of Knightdale.
1. Stormwater Quantity
(a) Control and treat the difference in stormwater runoff volume leaving the project site
between the pre- and post -development conditions for, at a minimum, the 1 -year, 24-
hour storm. Runoff volume drawdown time shall be between 24 and 120 hours;
2. Stormwater Quality —
(a) Total suspended solids (TSS) must be reduced by 85% with the use of a North
Carolina DWQ approved BMP.
(b) Capture the stormwater runoff volume generated from 1 -inch of rainfall in the post -
development condition and release this volume between 24 and 120 hours;
Stormwater Quantity
The extents of the existing site drains directly to the east. The proposed grading scheme directs
runoff to the same location, and therefore, are the points of analysis. The proposed site is graded so
impervious areas are captured by a storm drainage network system that then discharges to the
proposed BMP. The pond has been sized and designed to meet or exceed Town of Knightdale's
stormwater regulations. Refer to the table below for pre development and post development
routing for the site.
*The results in the tables above demonstrate that the proposed BMPs reduce the post development
runoff in accordance with Town standards
The 1 -yr, 24-hour pre -development volume leaving the project is 74,757 cf. The 1 -yr, 24-hour post -
development volume without detention is 184,293 cf (136,126 cf + 48,167 c fl. The required volume
to be controlled and treated is 109,536 cf. Volume provided is 114,301 cf and calculated between
Analysis #1
Storm Event
r
Pre -Developed Peak Runoff Rate Post -Development
(cfs)
Peak Run-off Rate w/ BMP
(cfs)
1
14.67
10.69
2
29.58
20.47
10
98.05
67.43
25
134.46
95.03
100
204.39
187.71
*The results in the tables above demonstrate that the proposed BMPs reduce the post development
runoff in accordance with Town standards
The 1 -yr, 24-hour pre -development volume leaving the project is 74,757 cf. The 1 -yr, 24-hour post -
development volume without detention is 184,293 cf (136,126 cf + 48,167 c fl. The required volume
to be controlled and treated is 109,536 cf. Volume provided is 114,301 cf and calculated between

the normal pool elevation of 249.50 feet and the invert of the next available weir/orifice of 252.40
feet. The volume drawdown time is approximately 108 hours.
StormwaterrQualityr r
Per the Town's stormwater requirements, new impervious areas shall be treated by Best
Management Practices (BMP) to have a minimum remove rate of 85% TSS. Currently the Town of
Knightdale's stormwater regulations are not required to reduce nitrogen and phosphorus, however,
the proposed ponds will provide some reduction.
In order to determine the water quality volume the 1" storm using the Schuelers Simple method
(refer to Appendix C for calculations). The wet pond was sized to hold the entire water quality
volume above the permanent water surface elevation (refer to stage -storage calculations in Appendix
B) and release the water quality volume over a period of approximately 48 -hours.
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E1
Pre - Analysis #1
Subcat Reach Pon Link
4

0002 -713 -Hydro -pre Type// 24 -hr Wake 001 yr Rainfall=3.10"
Prepared by Advanced Civil Design, Inc Printed 1/8/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment E1: Pre - Analysis #1
Runoff = 14.67 cfs @ 12.18 hrs, Volume= 74,757 cf, Depth= 0.40"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 001 yr Rainfall=3.10"
Area (ac) CN Description
51.000 61 Pasture/grassland/range, Good, HSG B
51.000 Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
4.4
100
0.0200
0.38
Sheet Flow, Sheet Flow
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1
2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
12
Unoaved Kv= 16.1 fos
19.5 2,498 Total
Subcatchment E1: Pre - Analysis #1
Hydrograph
16-
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14.67
15
13
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E
iy pel II-124--�hr11Va-kCe ��yr
— t � 1-1 -t t-kaidn 113 .101i
L L PWIl Aieal=51.60 --a6
— - -r RU n cbff-Vd1 u im d -=-7i 4,T57 -df
I— —I Rplll Dpoh7O.1401'
F�ov�-�"rlfh 2,49 '
� + -Tc � 9.5 �ri i
IJV �1
r t 1— 1-1 -t t
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■Runoff

0002 -713 -Hydro -pre Type 11 24 -hr Wake 002 yr Rainfall=3.70"
Prepared by Advanced Civil Design, Inc Printed 1/8/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment E1: Pre - Analysis #1
Runoff = 29.58 cfs @ 12.16 hrs, Volume= 123,131 cf, Depth= 0.67"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 002 yr Rainfall=3.70"
Area (ac) CN Description
51.000 61 Pasture/grassland/range, Good, HSG B
51.000 Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
4.4
100
0.0200
0.38
Sheet Flow, Sheet Flow
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1
2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
Unoaved Kv= 16.1 fos
19.5 2,498 Total
1 29.58 cfs
4 �— I
- T I
T
Subcatchment E1: Pre - Analysis #1
Hydrograph
�yple 24' --lir Waite 0012-yi
—� I— T 1-1 T kalin-iall]=3 76"
I— T I.9u6offAlr_ei=_51.000-k
T T �Rgnpff-Vo�uTe1=f�3F13'I ci
—Iu ofF�e th7 t_7
11
T T I - �� at =2I
�c 1 9�.5 �ni�
T- T I T T I T t -k-611
T - - � T I T � I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■Runoff

0002 -713 -Hydro -pre Type 11 24 -hr Wake 010 yr Rainfall=5.70"
Prepared by Advanced Civil Design, Inc Printed 1/8/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment E1: Pre - Analysis #1
Runoff = 98.05 cfs @ 12.14 hrs, Volume= 334,628 cf, Depth= 1.81"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 010 yr Rainfall=5.70"
Area (ac) CN Description
51.000 61 Pasture/grassland/range, Good, HSG B
51.000 Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
4.4
100
0.0200
0.38
Sheet Flow, Sheet Flow
1
4
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1
2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
14
Rqlff-VolluMeP3�4X8-0
Unoaved Kv= 16.1 fos
19.5 2,498 Total
10
10
9
80
75
70 /
65
U 60
3 55
° 50
LL
45
40
35
30
25
20
15
10
Subcatchment E1: Pre - Analysis #1
Hydrograph
98.05 ds Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
-
-
-
-
— �1y � e 1f-24—h1ra &e IQ110-yr
4
I
! �nf11�70"
1
4
14
1 1 1 Rlunbff-►irei=61.b004c
4
14
Rqlff-VolluMeP3�4X8-0
111�unQfFlpe�th:7-1
1—t
Flov�
t 1 1 t t —I
ca 9.-5
I
1 -
1- I
I -
1- I I - 1- I I -1 - �I �1
l
LE
1-F
7- 1
1 7
T 1 1 7 7 1 1-T T 1 17
1
1111
� I
� 1;
II
Z
�
111 � � �1 1 � �
L IZ1 I�
1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

0002 -713 -Hydro -pre Type 11 24 -hr Wake 025 yr Rainfall=6.60"
Prepared by Advanced Civil Design, Inc Printed 1/8/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment E1: Pre - Analysis #1
Runoff = 134.46 cfs @ 12.13 hrs, Volume= 447,488 cf, Depth= 2.42"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 025 yr Rainfall=6.60"
Area (ac) CN Description
51.000 61 Pasture/grassland/range, Good, HSG B
51.000 Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
4.4
100
0.0200
0.38
Sheet Flow, Sheet Flow
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1
2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
Unoaved Kv= 16.1 fos
19.5 2,498 Total
150
140
130
120
110
100
90
0 80
6 70
LL
60
101 0
0
Subcatchment E1: Pre - Analysis #1
Hydrograph
134.46 cfs
i I I I
I I I I I
-L � I -1- 1
- _ -TypeIII 24 -hr WakeI 02I5 -yr
-r ka)nffiall' 6!6-0"
— RunloffA_ Ilrea=51.000 ad
- RqI lff )1q6 ne=447,,48,8-qf
1 1 1 1 1 1 f ulll-Pepith"-2t4�"
Floweqg4.7
-I- ;- —1 -I -I- — �c=`-'I
191.5 �n i
— —
&k=-61
T- 1—I T1 -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff
r—
i I I I
I I I I I
-L � I -1- 1
- _ -TypeIII 24 -hr WakeI 02I5 -yr
-r ka)nffiall' 6!6-0"
— RunloffA_ Ilrea=51.000 ad
- RqI lff )1q6 ne=447,,48,8-qf
1 1 1 1 1 1 f ulll-Pepith"-2t4�"
Floweqg4.7
-I- ;- —1 -I -I- — �c=`-'I
191.5 �n i
— —
&k=-61
T- 1—I T1 -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff
I I I I I
-L � I -1- 1
- _ -TypeIII 24 -hr WakeI 02I5 -yr
-r ka)nffiall' 6!6-0"
— RunloffA_ Ilrea=51.000 ad
- RqI lff )1q6 ne=447,,48,8-qf
1 1 1 1 1 1 f ulll-Pepith"-2t4�"
Floweqg4.7
-I- ;- —1 -I -I- — �c=`-'I
191.5 �n i
— —
&k=-61
T- 1—I T1 -1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
■ Runoff

0002 -713 -Hydro -pre Type 11 24 -hr Wake 100 yr Rainfall=8.20"
Prepared by Advanced Civil Design, Inc Printed 1/8/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment E1: Pre - Analysis #1
Runoff = 204.39 cfs @ 12.13 hrs, Volume= 666,071 cf, Depth= 3.60"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 100 yr Rainfall=8.20"
Area (ac) CN Description
51.000 61 Pasture/grassland/range, Good, HSG B
51.000 Pervious Area
Tc
Length
Slope
Velocity Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec) (cfs)
4.4
100
0.0200
0.38
Sheet Flow, Sheet Flow
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1
2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
Unoaved Kv= 16.1 fos
19.5 2,498 Total
Subcatchment E1: Pre - Analysis #1
Hydrograph
—I -- —I- -I— 1 1 -- 4— 1 — 1 — I I— 1 1 —4 -- I— I — ❑Runoff
220 204.39 cfs — — — — — — — — — — — — — — -
200 ' - - -I- — I �Iy� �2�-hlIll a�e la OIO�r
180 ,I - = - 1 1 - -I- 1 1 -I- - I I - -t I- �ainfall=426"
170 - 1- I I Runlof - Area=51.000-c
160 — — — - —
140 _ I 1 RunoffVolfu>�n�I66,0711�f
w 130 - - n$ff - e th-3 "
120 C- — —I
30 110 - - — —II Flow� e 1i�,498'
LL 100 I — —F �— —
90 — — -Tc 19:5 m i in
8 70 0 I- &N=611
0 - -1 - t--- fi l - fi l -1fi
5 l
50
4011 T I I:E 0 :1 1 I�
30
20
10 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

P1
Post - A ialysis
1
Pond #1
S4
Reach Pon Link
P3
Post -
(unt
1 L
clysis 1
ated)
Analysis Point #1

0002-713-Hydro-post3 Type// 24 -hr Wake 001 yr Rainfall=3.10"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment P1: Post - Analysis 1
Runoff = 66.80 cfs @ 11.96 hrs, Volume= 136,126 cf, Depth= 1.99"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 001 yr Rainfall=3.10"
Area (ac) CN Descriotion
14.490
98 Paved parking & roofs
4.350
61 >75% Grass cover, Good, HSG B
18.840
89 Weighted Average
4.350
Pervious Area
14.490
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment P1: Post - Analysis 1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
Hydrograph
66.80
cfs
I I
I I
I
I I � I V I I I
'�I I �Va-�e65
II 24' --hr 001
■Runoff
60
rt
l
rt
l
ype yr
1 rt� kalinial163! 1 d"
55
1-1
L I
I -i
L
1 1-1
1
L I-Runoff-A1r� 8.I4b-a
50
fi
fi
1-1
t
IRgngf 1Vo+umel=4�6�1�6-¢f
45-
40-1
u�-I- �f�l 1 �� .
035
`- �
�I
5.Olmin
30
251
L
20
�I
I�
4-
I 1-4
15
10 -
T
5-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002-713-Hydro-post3 Type// 24 -hr Wake 001 yr Rainfall=3.10"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment P3: Post - Analysis 1 (untreated)
Runoff = 9.45 cfs @ 12.18 hrs, Volume= 48,167 cf, Depth= 0.40"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 001 yr Rainfall=3.10"
Area (ac) CN Descriotion
1.900
58
Woods/grass comb., Good, HSG B
30.780
61
Pasture/grassland/range, Good, HSG B
0.180
85
Gravel roads, HSG B
32.860
61
Weighted Average
32.860
Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
4.4 100
0.0200
0.38
Sheet Flow, Sheet Flow
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1 2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
19.5 2,498 Total
Subcatchment P3: Post - Analysis 1 (untreated)
Hydrograph
— I I I I I I— I � Runoff
1 9.45 cfs
9 - Type II 14fir Wake 00yIll
- L L U L 1 I L L L IR-6Ill lkea1=312.86d-aC
IRUIlIVdIuM4=48 167 cif
6_ L I-1 -JL L I RyIll 11 Depth�0.140j'
_1 L 1—I L L I_ I L L L _I Fj°`��e�g�'��9�'
�l
4 _I L L 1—I L L 1_ I L L L 1 _1 _ I i T =19T5 min
3 CN=61
L L L L L1 I L
2 L L L
1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002.713-Hydro-post3 Type 1124-hr Wake 001 yr Rainfall=3.10"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 3
Summary for Pond 1: Pond #1
Inflow Area = 820,670 sf, 76.91 % Impervious, Inflow Depth = 1.99" for Wake 001 yr event
Inflow = 66.80 cfs @ 11.96 hrs, Volume= 136,126 cf
Outflow = 1.38 cfs @ 15.59 hrs, Volume= 135,869 cf, Atten= 98%, Lag= 217.8 min
Primary = 1.38 cfs @ 15.59 hrs, Volume= 135,869 cf
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Starting Elev= 249.50' Surf.Area= 31,946 sf Storage= 108,120 cf
Peak Elev= 251.88' @ 15.59 hrs Surf.Area= 43,153 sf Storage= 199,686 cf (91,566 cf above start)
Plug-Flow detention time= 2,394.6 min calculated for 27,750 cf (20% of inflow)
Center-of-Mass det. time= 928.0 min (1,736.4 - 808.4 )
Volume Invert Avail.Storage Storage Description
#1 245.00' 401,741 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
245.00 18,251 0 0
246.00 20,675 19,463 19,463
247.00 23,196 21,936 41,399
248.00 25,793 24,495 65,893
249.00 28,458 27,126 93,019
249.50 31,946 15,101 108,120
250.00 36,059 17,001 125,121
251.00 39,793 37,926 163,047
252.00 43,596 41,695 204,741
253.00 46,614 45,105 249,846
254.00 49,277 47,946 297,792
255.00 51,967 50,622 348,414
256.00 54,687 53,327 401,741
Device Routing Invert Outlet Devices
#1 Primary 243.50' 36.0" x 387.9' long Culvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 239.00' S= 0.0116 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean
#2 Device 1 249.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.40' 1.00'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1 254.20' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=1.38 cfs @ 15.59 hrs HW=251.88' (Free Discharge)
L1=Culvert (Passes 1.38 cfs of 88.99 cfs potential flow)
2=Orifice/Grate (Orifice Controls 1.38 cfs @ 7.03 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
4=Orifice/Grate ( Controls 0.00 cfs)

0002-713-Hydro-post3 Type// 24 -hr Wake 001 yr Rainfall=3.10"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 4
Pond 1: Pond #1
Hydrograph
70 66.80 cfs _ — �- —
in)fow�- A—
rea-g2bLs7d sf
65 — 7 F
��ai 6e���1.ppb,
60 QR
55 + 4So%age�-'i 9�s
50
45
40
035 1 1 1 T 1 I7 I7 TI T- 1-1 LL
30
25 _
20
15
10
5 1.38 cfs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
❑ Inflow
❑ Primary

0002.713-Hydro-post3 Type 1124 -hr Wake 001 yr Rainfall=3.10"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 5
Summary for Link 1 L: Analysis Point #1
Inflow Area = 2,252,052 sf, 28.03% Impervious, Inflow Depth = 0.98" for Wake 001 yr event
Inflow = 10.69 cfs @ 12.18 hrs, Volume= 184,036 cf
Primary = 10.69 cfs @ 12.18 hrs, Volume= 184,036 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Link 1 L: Analysis Point #1
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
❑ Inflow
❑ Primary

0002-713-Hydro-post3 Type 11 24 -hr Wake 002 yr Rainfall=3.70"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment P1: Post - Analysis 1
Runoff = 84.23 cfs @ 11.96 hrs, Volume= 173,890 cf, Depth= 2.54"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 002 yr Rainfall=3.70"
Area (ac) CN Descriotion
14.490
98 Paved parking & roofs
4.350
61 >75% Grass cover, Good, HSG B
18.840
89 Weighted Average
4.350
Pervious Area
14.490
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment P1: Post - Analysis 1
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
■Runoff
5--
8-
84.23
cfs
T
T-
I T
T
I T
T
T
Type
�— L -� T
2�hr Wake -002
7 5
L
T 1
T
T �3ali
7065
-Rluiio"lre-6=18.840-a1C
60'/
�
I84I �I 3�62N8tI
---
1
T 1
1 ---1
I
T
TL
.f.
�u �50 �I-
°40
_
T
7-1-1
T
——T
T
-L811�n
I T T
35
/
I
-
I
I
30
—-----------—
20_
-I��I
1��I
I/
15
T
1-1
4
� I
T
��
1 T �1 1 4-k
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002-713-Hydro-post3 Type 11 24 -hr Wake 002 yr Rainfall=3.70"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment P3: Post - Analysis 1 (untreated)
Runoff = 19.06 cfs @ 12.16 hrs, Volume= 79,335 cf, Depth= 0.67"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 002 yr Rainfall=3.70"
Area (ac) CN Descriotion
1.900
58
Woods/grass comb., Good, HSG B
30.780
61
Pasture/grassland/range, Good, HSG B
0.180
85
Gravel roads, HSG B
32.860
61
Weighted Average
32.860
Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
4.4 100
0.0200
0.38
Sheet Flow, Sheet Flow
2 19.06 cfs
19
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1 2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
18
1716
--
Unpaved Kv= 16.1 fps
19.5 2,498 Total
E
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
■Runoff
Subcatchment P3: Post - Analysis 1 (untreated)
Hydrograph
2 19.06 cfs
19
fi
-
--
-
�f�pel 11 -24t -hr -Wake 002 -yr
18
1716
--
-
fi
-
—
— rt - n
F�a�n#�a11 3.�0
15
-
-
-
-
-
- IR6Ill jkeal=32.Mib-aC
14 13 / —I
-
-
-7
-r--1-
-�ngff�Vctu�11�9 -335--d
1 —1
-
1
7 -
-
1—I -
-
- -1 Rpn f-Dpoh=0.167j'
AIL -
1
-
1-1
-
-
1--171
-
1:7171 --1-T��95
6�1
5/_
l
1 —L-
11-
-
-I1 -1-11 —L- l
/ti
/
31'/
_
-
_
-
E
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
■Runoff

0002.713-Hydro-post3 Type 1124 -hr Wake 002 yr Rainfall=3.70"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 8
Summary for Pond 1: Pond #1
Inflow Area = 820,670 sf, 76.91 % Impervious, Inflow Depth = 2.54" for Wake 002 yr event
Inflow = 84.23 cfs @ 11.96 hrs, Volume= 173,890 cf
Outflow = 1.70 cfs @ 15.58 hrs, Volume= 173,628 cf, Atten= 98%, Lag= 217.4 min
Primary = 1.70 cfs @ 15.58 hrs, Volume= 173,628 cf
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Starting Elev= 249.50' Surf.Area= 31,946 sf Storage= 108,120 cf
Peak Elev= 252.51' @ 15.58 hrs Surf.Area= 45,142 sf Storage= 227,465 cf (119,346 cf above start)
Plug -Flow detention time= 2,030.7 min calculated for 65,498 cf (38% of inflow)
Center -of -Mass det. time= 1,009.8 min (1,811.2 - 801.4 )
Volume Invert Avail.Storage Storage Description
#1 245.00' 401,741 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
245.00 18,251 0 0
246.00 20,675 19,463 19,463
247.00 23,196 21,936 41,399
248.00 25,793 24,495 65,893
249.00 28,458 27,126 93,019
249.50 31,946 15,101 108,120
250.00 36,059 17,001 125,121
251.00 39,793 37,926 163,047
252.00 43,596 41,695 204,741
253.00 46,614 45,105 249,846
254.00 49,277 47,946 297,792
255.00 51,967 50,622 348,414
256.00 54,687 53,327 401,741
Device Routing Invert Outlet Devices
#1 Primary 243.50' 36.0" x 387.9' long Culvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 239.00' S= 0.0116 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean
#2 Device 1 249.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.40' 1.00'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1 254.20' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=1.69 cfs @ 15.58 hrs HW=252.51' (Free Discharge)
L1=Culvert (Passes 1.69 cfs of 91.78 cfs potential flow)
2=Orifice/Grate (Orifice Controls 1.57 cfs @ 8.00 fps)
3=Orifice/Grate (Orifice Controls 0.12 cfs @ 1.08 fps)
4=Orifice/Grate ( Controls 0.00 cfs)

0002.713-Hydro-post3 Type 1124 -hr Wake 002 yr Rainfall=3.70"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 9
Pond 1: Pond #1
Hydrograph
�- 1
- 84.23 cfS ❑ Primary
90 TI -
85 In#iow Area=20;67-0 sf
-
80- -1 T1 -1 T 1-17 F I peak Elev=252.51'
75
70 fi II fi II _I Storage -227,465 cf
60-
55
50-
045 + 1 1-4 1 4 1 4 1-1
LL 40-_ — — — — — — — — — — — — — — — — —
35 4-I 14 1 14 1 1 4 I++
30-
25-.
0-25
20-
15 -1
10
1.70 cfS
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002.713-Hydro-post3 Type 1124 -hr Wake 002 yr Rainfall=3.70"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 10
Summary for Link 1 L: Analysis Point #1
Inflow Area = 2,252,052 sf, 28.03% Impervious, Inflow Depth = 1.35" for Wake 002 yr event
Inflow = 20.47 cfs @ 12.16 hrs, Volume= 252,963 cf
Primary = 20.47 cfs @ 12.16 hrs, Volume= 252,963 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Link 1 L: Analysis Point #1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
Hydrograph
❑ Inflow
20.47 cfs
- �
�
� 1-1
_
–4
Inflow Area=2,252;052
sf
❑Primary
20-
0_19
19
18
17.
16_
15=
I
-- 1
14-
1 4
1 4-
1 4
14-
13=
12=
—
°
LL 10=
9
81
4- 1
1 4
1
1 4
1
1 4
1
1 4
7=6--14–
L
1-1
1-1
11
�- 11
5-
1—
11—-
-r-
-r-
—tT--I
—I-
t4-1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002-713-Hydro-post3 Type 11 24 -hr Wake 010 yr Rainfall=5.70"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment P1: Post - Analysis 1
Runoff = 142.19 cfs @ 11.96 hrs, Volume= 304,006 cf, Depth= 4.45'
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 010 yr Rainfall=5.70"
Area (ac) CN Descriotion
14.490
98 Paved parking & roofs
4.350
61 >75% Grass cover, Good, HSG B
18.840
89 Weighted Average
4.350
Pervious Area
14.490
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
11 142.19 cfs L
140
130
120
110-
100
90
3 80,
LL
70
60
50
40
30 .
20
10
Subcatchment P1: Post - Analysis 1
Hydrograph
TIyy I. 24-hra e 010 yr
kainfall=6l7-6"
I— Run6ff-4%ea=18.840 ad
R-4ngff YollumeF3Q4�OQ6 -qf
F uIll-PeRth74t4C"
� L I I �T� 5:0 min
- CN=89
LI
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 1
■Runoff

0002-713-Hydro-post3 Type 11 24 -hr Wake 010 yr Rainfall=5.70"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment P3: Post - Analysis 1 (untreated)
Runoff = 63.18 cfs @ 12.14 hrs, Volume= 215,605 cf, Depth= 1.81"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 010 yr Rainfall=5.70"
Area (ac) CN Descriotion
1.900
58
Woods/grass comb., Good, HSG B
30.780
61
Pasture/grassland/range, Good, HSG B
0.180
85
Gravel roads, HSG B
32.860
61
Weighted Average
32.860
Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
4.4 100
0.0200
0.38
Sheet Flow, Sheet Flow
6 63.18
,
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1 2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
19.5 2,498 Total
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
■Runoff
Subcatchment P3: Post - Analysis 1 (untreated)
Hydrograph
70
6 63.18
,
cfs
�
-
� 224'--h r Vake-91 "r
4yple -- V--1160
L
I L
I-4
1 L L kalin-ial1=5�76'v-
55
50
f
1urofAlre626m a6
45
�Rpngff IVg1uMe1=2j5j6g5 of
Zo 40I
L
�un�off 4epth�11811"_
3 35
L
L
10-w Length=2' 49�'-
L
30
-tc�1�5miry
25-
L
11 L
L
L I L L 11 L iN=61-
20-
15_
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
■Runoff

0002.713-Hydro-post3 Type 1124-hr Wake 010 yr Rainfall= 5.70
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 13
Summary for Pond 1: Pond #1
Inflow Area = 820,670 sf, 76.91 % Impervious, Inflow Depth = 4.45" for Wake 010 yr event
Inflow = 142.19 cfs @ 11.96 hrs, Volume= 304,006 cf
Outflow = 4.85 cfs @ 13.58 hrs, Volume= 303,740 cf, Atten= 97%, Lag= 97.3 min
Primary = 4.85 cfs @ 13.58 hrs, Volume= 303,740 cf
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Starting Elev= 249.50' Surf.Area= 31,946 sf Storage= 108,120 cf
Peak Elev= 254.09' @ 13.58 hrs Surf.Area= 49,514 sf Storage= 302,137 cf (194,017 cf above start)
Plug-Flow detention time= 1,307.9 min calculated for 195,621 cf (64% of inflow)
Center-of-Mass det. time= 809.6 min (1,595.3 - 785.7 )
Volume Invert Avail.Storage Storage Description
#1 245.00' 401,741 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
245.00 18,251 0 0
246.00 20,675 19,463 19,463
247.00 23,196 21,936 41,399
248.00 25,793 24,495 65,893
249.00 28,458 27,126 93,019
249.50 31,946 15,101 108,120
250.00 36,059 17,001 125,121
251.00 39,793 37,926 163,047
252.00 43,596 41,695 204,741
253.00 46,614 45,105 249,846
254.00 49,277 47,946 297,792
255.00 51,967 50,622 348,414
256.00 54,687 53,327 401,741
Device Routing Invert Outlet Devices
#1 Primary 243.50' 36.0" x 387.9' long Culvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 239.00' S= 0.0116 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean
#2 Device 1 249.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.40' 1.00'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1 254.20' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=4.85 cfs @ 13.58 hrs HW=254.09' (Free Discharge)
L1=Culvert (Passes 4.85 cfs of 98.41 cfs potential flow)
2=Orifice/Grate (Orifice Controls 1.97 cfs @ 10.03 fps)
3=Orifice/Grate (Orifice Controls 2.88 cfs @ 5.77 fps)
4=Orifice/Grate ( Controls 0.00 cfs)

0002.713-Hydro-post3 Type 1124 -hr Wake 010 yr Rainfall= 5.70
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 14
Pond 1: Pond #1
Hydrograph
oI
142.19 CfS _ L _ o Primary
150 —�
140 Inflow Area=820,67 Sf
- —
130 Peak Elev=254.'09'
120 —iI rt Storage=302,137 cf
110 — + --4 1
100
90 I T
80
LL70--
60
0 �-
50
40
20
1014.85 cfs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002.713-Hydro-post3 Type 1124 -hr Wake 010 yr Rainfall= 5.70
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 15
Summary for Link 1 L: Analysis Point #1
Inflow Area = 2,252,052 sf, 28.03% Impervious, Inflow Depth = 2.77" for Wake 010 yr event
Inflow = 67.43 cfs @ 12.14 hrs, Volume= 519,345 cf
Primary = 67.43 cfs @ 12.14 hrs, Volume= 519,345 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Link 1 L: Analysis Point #1
Hydrograph
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
❑ Inflow
❑ Primary

0002-713-Hydro-post3 Type 11 24 -hr Wake 025 yr Rainfall=6.60"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment P1: Post - Analysis 1
Runoff = 168.07 cfs @ 11.95 hrs, Volume= 363,704 cf, Depth= 5.32"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 025 yr Rainfall=6.60"
Area (ac) CN Descriotion
14.490
98 Paved parking & roofs
4.350
61 >75% Grass cover, Good, HSG B
18.840
89 Weighted Average
4.350
Pervious Area
14.490
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment P1: Post - Analysis 1
Hydrograph
1
■Runoff
168.07
CfST
TI
TI
T
I- - TT
1 � 1 Ir�1lae 102155 -yr
160
150
1TT
I
ITT
1 -r
-r
-rRainfall_k
�.6�0"
140
I
I
I
I Ru Ill -A- ea=18.840 ad
120
I
1 T
T
R4lll-Yq-uMef3P3�7Q4--qf
,00 /
T
T
I T
T
1 1 T
T
1 T Irr°�ffl epth75 43t
80
1
T
T IT
T
T
—
I 1 7
TT
T75-0 LL2 1 I-
I T T T I
G�
70
60
ITT
ITT
IT
TI
TTI TTI T
50
40
30I
4-
T 1 T T
20
10
0
0 10 20 30
40
50 60
70 80
90
100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002-713-Hydro-post3 Type 11 24 -hr Wake 025 yr Rainfall=6.60"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment P3: Post - Analysis 1 (untreated)
Runoff = 86.64 cfs @ 12.13 hrs, Volume= 288,322 cf, Depth= 2.42"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 025 yr Rainfall=6.60"
Area (ac) CN Descriotion
1.900
58
Woods/grass comb., Good, HSG B
30.780
61
Pasture/grassland/range, Good, HSG B
0.180
85
Gravel roads, HSG B
32.860
61
Weighted Average
32.860
L
Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
4.4 100
0.0200
0.38
Sheet Flow, Sheet Flow
I
L
i
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1 2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
cfs
--�-
�–
Unpaved Kv= 16.1 fps
19.5 2,498 Total
Subcatchment P3: Post - Analysis 1 (untreated)
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)
Hydrograph
-
/F
I
L
i
II
fI I —� -�— 1 1—+ --i— I— I
■Runoff
911186.64
85 "
cfs
--�-
�–
1 4
-�-
1 --4
+
� I � 1
Type 11-2�h ae025 yr
80-:j
4
I–
1 1 -4
�_ li n�a 11=6 � 6�"
75
70
_
_I
I
_
L 1
_ _
1-1
_
L
_ _
1—I _l
_
1
_ _
L I -Ru ralo"Irv.,62 A O --a
60 1-
V
I�ngff/ofiugne1=21883���
Z. 5550=
1
7
1- 11
-T
11 -T
Ifs �ethfi2.4?�"
[
0 45
LL40
' .
-
I
rt
S I
I rt
fi
I 11
-
T-
-Iur�o
_ �Ic�*
=2,49
I T!h,mi
1
c91:5 n
SNI 61
30
25
20
15
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002.713-Hydro-post3 Type 1124-hr Wake 025 yr Rainfall=6.60"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 18
Summary for Pond 1: Pond #1
Inflow Area = 820,670 sf, 76.91 % Impervious, Inflow Depth = 5.32" for Wake 025 yr event
Inflow = 168.07 cfs @ 11.95 hrs, Volume= 363,704 cf
Outflow = 13.98 cfs @ 12.45 hrs, Volume= 363,437 cf, Atten= 92%, Lag= 29.5 min
Primary = 13.98 cfs @ 12.45 hrs, Volume= 363,437 cf
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Starting Elev= 249.50' Surf.Area= 31,946 sf Storage= 108,120 cf
Peak Elev= 254.50' @ 12.45 hrs Surf.Area= 50,619 sf Storage= 322,716 cf (214,597 cf above start)
Plug-Flow detention time= 1,118.7 min calculated for 255,275 cf (70% of inflow)
Center-of-Mass det. time= 721.8 min (1,502.6 - 780.8 )
Volume Invert Avail.Storage Storage Description
#1 245.00' 401,741 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
245.00 18,251 0 0
246.00 20,675 19,463 19,463
247.00 23,196 21,936 41,399
248.00 25,793 24,495 65,893
249.00 28,458 27,126 93,019
249.50 31,946 15,101 108,120
250.00 36,059 17,001 125,121
251.00 39,793 37,926 163,047
252.00 43,596 41,695 204,741
253.00 46,614 45,105 249,846
254.00 49,277 47,946 297,792
255.00 51,967 50,622 348,414
256.00 54,687 53,327 401,741
Device Routing Invert Outlet Devices
#1 Primary 243.50' 36.0" x 387.9' long Culvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 239.00' S= 0.0116 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean
#2 Device 1 249.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.40' 1.00'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1 254.20' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=13.88 cfs @ 12.45 hrs HW=254.50' (Free Discharge)
L1=Culvert (Passes 13.88 cfs of 100.07 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.06 cfs @ 10.49 fps)
3=Orifice/Grate (Orifice Controls 3.27 cfs @ 6.54 fps)
4=Orifice/Grate (Weir Controls 8.54 cfs @ 1.79 fps)

0002.713-Hydro-post3 Type 1124 -hr Wake 025 yr Rainfall=6.60"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 19
Pond 1: Pond #1
Hydrograph
III J I I—
❑ Inflow
180 168.07 CfS -E -E -I E: — ❑ Primary
170 _Jnf w- rea=820,6(�sf
160 _ T 1-1 7 F 1 7 l— peak Elev=254.50'_
150= �- 1 - — 1 1 — - 1 Stora e=322 716 cf
140
130-
7
120-
110— —
100
LL 80-
-
0 70-
60-
50-
40--
13.98
0 6050 4013.98 CfS
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002.713-Hydro-post3 Type 1124 -hr Wake 025 yr Rainfall=6.60"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 20
Summary for Link 1 L: Analysis Point #1
Inflow Area = 2,252,052 sf, 28.03% Impervious, Inflow Depth = 3.47" for Wake 025 yr event
Inflow = 95.03 cfs @ 12.14 hrs, Volume= 651,760 cf
Primary = 95.03 cfs @ 12.14 hrs, Volume= 651,760 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Link 1 L: Analysis Point #1
Hydrograph
95.03 cfs
-
T 11
-T
F I
1 -T
1
Inflow Area=2,252,051 Sf
❑ Inflow
❑Primary
95
90
I -T
7—
85
80-
0757065
75-
70-
65
�
1 4
+
� 4
� �
1 + � I --f 1 4
560
5
45
�
�-
� I
I �--
� I
I --i- I I F �
L°
40LT:
1 T I� t I_j t I
3530
--
25201-
1 I
I —
— I
I — I I — 1- I I — 1-
15_
-I
I -
-I
1 - — — - I— -I
10"
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002-713-Hydro-post3 Type 11 24 -hr Wake 100 yr Rainfall=8.20"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment P1: Post - Analysis 1
Runoff = 213.76 cfs @ 11.95 hrs, Volume= 470,730 cf, Depth= 6.88"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 100 yr Rainfall=8.20"
Area (ac) CN Descriotion
14.490
98 Paved parking & roofs
4.350
61 >75% Grass cover, Good, HSG B
18.840
89 Weighted Average
4.350
Pervious Area
14.490
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment P1: Post - Analysis 1
Hydrograph
2 213.76 cfs "rjllka�e
200 --T �2- 1x010 yr
190 I fi l fi l fi kainf�11��2-6
180
170 1L: 1 1 L 1 Run- ff-AweA-f8.84b 4c
150 1 � � I I � � 1 1 4 ff �Zollu_ e��jZ0;Z3Q�f
120
3130.
/ =1 1 fi�'nOffeh�tg••
Tc 5:0 in
LL 10o 1- rt 1 1 1 C N'=89
80 I-� 4 TI :4 �-1 1� T- I I
70
60 +�-I 1-1 1-4-�-1 1-44-1 1-+I I--�
50
40 I-- I— — I — — -fil - - I I-
30 —
20 7— I -T T— 1 1-T T -7-7 1 1—T-7 I
lo
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002-713-Hydro-post3 Type 11 24 -hr Wake 100 yr Rainfall=8.20"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment P3: Post - Analysis 1 (untreated)
Runoff = 131.69 cfs @ 12.13 hrs, Volume= 429,159 cf, Depth= 3.60"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Type II 24 -hr Wake 100 yr Rainfall=8.20"
Area (ac) CN Descriotion
1.900
58
Woods/grass comb., Good, HSG B
30.780
61
Pasture/grassland/range, Good, HSG B
0.180
85
Gravel roads, HSG B
32.860
61
Weighted Average
32.860
Pervious Area
Tc Length
Slope
Velocity Capacity
Description
(min) (feet)
(ft/ft)
(ft/sec) (cfs)
4.4 100
0.0200
0.38
Sheet Flow, Sheet Flow
Cultivated: Residue<=20% n= 0.060 P2= 3.60"
15.1 2,398
0.0270
2.65
Shallow Concentrated Flow, Shallow Conc.
Unpaved Kv= 16.1 fps
19.5 2,498 Total
Subcatchment P3: Post - Analysis 1 (untreated)
Hydrograph
-ALI
1 131.69 cfs II-- ■Runoff
130 _ — — —I Tlype 1 24 -hr �Va e 11010 yr
120 l l l l l l l l l l l—I kaInf�IkI26"
110 —I 4 1-1 4 —1 Rlunloff-AlIre6=32.860 a'c
100
90 F- -T F 1 -T -F gq-yolk 4�%4-59-qf
y
so — — — — � — — — — unoff - e �h=3 "
——��
70 Flow Le g�h 2,49 '
LL
60 C-19.5 �ni
40 - 1—I —1 4- 1— --4 -� —
02010 30-
20-
10
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002.713-Hydro-post3 Type 1124-hr Wake 100 yr Rainfall=8.20"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 23
Summary for Pond 1: Pond #1
Inflow Area = 820,670 sf, 76.91 % Impervious, Inflow Depth = 6.88" for Wake 100 yr event
Inflow = 213.76 cfs @ 11.95 hrs, Volume= 470,730 cf
Outflow = 58.42 cfs @ 12.09 hrs, Volume= 470,462 cf, Atten= 73%, Lag= 8.1 min
Primary = 58.42 cfs @ 12.09 hrs, Volume= 470,462 cf
Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Starting Elev= 249.50' Surf.Area= 31,946 sf Storage= 108,120 cf
Peak Elev= 255.20' @ 12.09 hrs Surf.Area= 52,511 sf Storage= 358,865 cf (250,746 cf above start)
Plug-Flow detention time= 874.7 min calculated for 362,343 cf (77% of inflow)
Center-of-Mass det. time= 594.6 min (1,368.5 - 774.0 )
Volume Invert Avail.Storage Storage Description
#1 245.00' 401,741 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
245.00 18,251 0 0
246.00 20,675 19,463 19,463
247.00 23,196 21,936 41,399
248.00 25,793 24,495 65,893
249.00 28,458 27,126 93,019
249.50 31,946 15,101 108,120
250.00 36,059 17,001 125,121
251.00 39,793 37,926 163,047
252.00 43,596 41,695 204,741
253.00 46,614 45,105 249,846
254.00 49,277 47,946 297,792
255.00 51,967 50,622 348,414
256.00 54,687 53,327 401,741
Device Routing Invert Outlet Devices
#1 Primary 243.50' 36.0" x 387.9' long Culvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 239.00' S= 0.0116 T Cc= 0.900 n= 0.013 Concrete pipe, straight & clean
#2 Device 1 249.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 252.40' 1.00'W x 0.50' H Vert. Orifice/Grate C= 0.600
#4 Device 1 254.20' 4.00'x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=57.58 cfs @ 12.09 hrs HW=255.19' (Free Discharge)
L1=Culvert (Passes 57.58 cfs of 102.80 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.21 cfs @ 11.23 fps)
3=Orifice/Grate (Orifice Controls 3.84 cfs @ 7.67 fps)
4=Orifice/Grate (Weir Controls 51.54 cfs @ 3.25 fps)

0002.713-Hydro-post3 Type 1124 -hr Wake 100 yr Rainfall=8.20"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 24
Pond 1: Pond #1
Hydrograph
-I 1 --t 1 1
_ -
❑ Inflow
230 213.76 CIS �— --+� � � I � ! �� I 1 � 7 sf � - ❑Primary
220 - Inflow Area=820,6
210- FC17LCIEIi
190- Peak Elev=255.20
180 4 1 14 1 1 Storage=358,865 cf
170 _ -
10- --1 fi — — — — — —
1550 _
140-
130.
3120
0 110
LL 100
90 E � H E C
58.42 cfs
VA--4
-k601 4 -k- 14 �- A + k- I --I -k 1 4 -�-
50
40
1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

0002.713-Hydro-post3 Type 1124 -hr Wake 100 yr Rainfall=8.20"
Prepared by Advanced Civil Design, Inc Printed 10/11/2016
HydroCAD® 8.50 s/n 005356 © 2007 HydroCAD Software Solutions LLC Page 25
Summary for Link 1 L: Analysis Point #1
Inflow Area = 2,252,052 sf, 28.03% Impervious, Inflow Depth = 4.79" for Wake 100 yr event
Inflow = 187.71 cfs @ 12.12 hrs, Volume= 899,621 cf
Primary = 187.71 cfs @ 12.12 hrs, Volume= 899,621 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs
Link 1 L: Analysis Point #1
Hydrograph
—L
210 ❑Inflow
187.71 cfs -� fl A 2 2 2 ❑Primary
-� f
1
n ow rea- , 5 505 s
180-
170
160-
—I 4-
—4
150
140-
4-
-F
+-- H
4
-4
-}-- 1-1
4
130
110
c 100-I
--1
1–
1
LL 90-
0
80-
80
70--1
--
-
-
-
-
- —i
-
-
-
500
5
-
-
-
-
— -
-
-
-
30
30-1
1
I_
1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240
Time (hours)

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APPENDIXrCr
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HodgerRoadrBusines srParkr-rBMPr#1
WaterrQualityrVolume
FirstrFlushr-tSimplerMethod
Rv=0.05+0.9*Ia
V=3630*Rd*Rv*A
Ia = 0.769
Rv = 0.742
Rd = 1 <-1 for first flush
A = 18.84
V = 50,767 cu ft
DrainagerArearData
A =
18.84 ac
Drainage Area
Ai =
14.49 ac
Impervious Area
Ap =
4.35 ac
Remaning Pervious Area
%imp =
76.93 %
Percent Impervious
CN =
89
Composite Runoff Curve Number
base on Ai CN of 98 and Ap CN of 61
FirstrFlushr-tSimplerMethod
Rv=0.05+0.9*Ia
V=3630*Rd*Rv*A
Ia = 0.769
Rv = 0.742
Rd = 1 <-1 for first flush
A = 18.84
V = 50,767 cu ft

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APPENDIXrDr
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BMPtSIZINGtCALCULATIONSr
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AVIIA
NCDENR
Project name
Contact person
Phone number
Date
Drainage area number
Permit No.
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.
919-481-6290
11 -Oct -16
Pond #1
Eastgate 540
Cameron M. Rice, PE
(to be provided by DWQ)
O�O� WATF9pG
li
y
o
II. DESIGN INFORMATION
mill
Site Characteristics
Y (Y or N)
Drainage area
820,650 ft2
Impervious area, post -development
631,302 ft2
% impervious
76.93 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required 50,767 ft3
Volume provided 114,301 ft3
Storage Volume: SA Waters
1.5" runoff volume n/a ft3
Pre -development 1 -yr, 24 -hr runoff ft3
Post -development 1 -yr, 24 -hr runoff ft3
Minimum volume required ft3
Volume provided ft3
OK, volume provided is equal to or in excess of volume required.
Peak Flow Calculations
Is the prelpost control of the lyr 24hr storm peak flow required?
Y (Y or N)
1 -yr, 24 -hr rainfall depth
3.1 in
Rational C, pre -development
(unitless)
Rational C, post -development
(unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
in/hr
Pre -development 1 -yr, 24 -hr peak flow
ft3/sec
Post -development 1 -yr, 24 -hr peak flow
ft3/sec
Pre/Post 1 -yr, 24 -hr peak flow control
ft3/sec
Elevations
Temporary pool elevation
252.40 fmsl
Permanent pool elevation
249.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
fmsl
Top of 1 Oft vegetated shelf elevation
250.00 fmsl
Bottom of 1 Oft vegetated shelf elevation
249.00 fmsl
Sediment cleanout, top elevation (bottom of pond)
245.00 fmsl
Sediment cleanout, bottom elevation
244.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state -required temp. pool?
Y (Y or N)
Elevation of the top of the additional volume
252.4 fmsl OK
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 44,803 ft2
Area REQUIRED, permanent pool 29,954 ft2
SAIDA ratio 3.65 (unitless)
Area PROVIDED, permanent pool, Aperm_pool 31,946 ft2 OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf 28,458 ft2
Area, sediment cleanout, top elevation (bottom of pond), Ayot_,nd 18,251 ft2
Volumes
Volume, temporary pool
114,301 ft3
OK
Volume, permanent pool, Vpsnpool
108,120 ft3
Volume, forebay (sum of forebays if more than one forebay)
22,461 ft3
Forebay % of permanent pool volume
20.8% %
OK
SAIDA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
N (Y or N)
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
3.65 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
N (Y or N)
Volume, permanent pool, Vpertnyool
108,120 ft3
Area provided, permanent pool, Ape._p�l
31,946 ft2
Average depth calculated
ft
Need 3 ft min.
Average depth used in SAIDA, dav, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10-2b)
Y (Y or N)
Area provided, permanent pool, Ape,m_pool
31,946 ft2
Area, bottom of 1 Oft vegetated shelf, Abot shelf
28,458 ft2
Area, sediment cleanout, top elevation (bottom of pond), Ahot_pund
18,251 ft2
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
4.00 ft
Average depth calculated
3.76 ft
OK
Average depth used in SAIDA, deV, (Round to down to nearest 0.5ft)
4.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
6.00 in
Area of orifice (if -non -circular)
int
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.44 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre -development 1 -yr, 24 -hr peak flow
ft3/sec
Post -development 1 -yr, 24 -hr peak flow
ft3 /sec
Storage volume discharge rate (through discharge orifice or weir)
ft/sec
Storage volume drawdown time
3.50 days
OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
6 :1
OK
Vegetated shelf width
6 ft
OK
Length of flowpath to width ratio
8 :1
OK
Length to width ratio
9.0 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.1 ft
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
Gravity
(to be provided by DWQ)
Form SW401-Wet Detention Basin-Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2

0002-713-Hydro-post3 Type// 24 -hr 1 -inch Rainfall=1.00"
Prepared by Advanced Civil Design, Inc. Printed 9/27/2016
HydroCADO 8.50 s/n 005356 @2007 HydroCAD Software Solutions LLC Page 1
Hydrograph for Pond 1: Pond #1
Time
Inflow
Storage
Elevation
Primary
(hours)
(Cf S)
(cubic -feet)
(feet)
(Cf S)
0.00
0.00
108,120
249.50
0.00
4.00
0.00
108,120
249.50
0.00
8.00
0.00
108,120
249.50
0.00
12.00
0.85
113,638
249.67
0.09
16.00
0.27
119,156
249.83
0.27
20.00
0.16
118,516
249.81
0.25
24.00
0.07
116,992
249.77
0.19
28.00
0.00
115,174
249.71
0.13
32.00
0.00
113,613
249.67
0.09
36.00
0.00
112,569
249.64
0.06
40.00
0.00
111,856
249.62
0.04
44.00
0.00
111,314
249.60
0.03
48.00
0.00
110,857
249.58
0.03
52.00
0.00
110,472
249.57
0.02
56.00
0.00
110,148
249.56
0.02
60.00
0.00
109,874
249.55
0.02
64.00
0.00
109,644
249.55
0.01
68.00
0.00
109,450
249.54
0.01
72.00
0.00
109,287
249.54
0.01
76.00
0.00
109,149
249.53
0.01
80.00
0.00
109,033
249.53
0.01
84.00
0.00
108,935
249.53
0.01
88.00
0.00
108,853
249.52
0.01
92.00
0.00
108,784
249.52
0.00
96.00
0.00
108,725
249.52
0.00
100.00
0.00
108,676
249.52
0.00
104.00
0.00
108,634
249.52
0.00
108.00
0.00
108,599
249.51
0.00
112.00
0.00
108,570
249.51
0.00
116.00
0.00
108,545
249.51
0.00
120.00
0.00
108,524
249.51
0.00
124.00
0.00
108,507
249.51
0.00
128.00
0.00
108,492
249.51
0.00
132.00
0.00
108,479
249.51
0.00
136.00
0.00
108,469
249.51
0.00
140.00
0.00
108,460
249.51
0.00
144.00
0.00
108,452
249.51
0.00
148.00
0.00
108,446
249.51
0.00
152.00
0.00
108,441
249.51
0.00
156.00
0.00
108,436
249.51
0.00
160.00
0.00
108,432
249.51
0.00
164.00
0.00
108,427
249.51
0.00
168.00
0.00
108,423
249.51
0.00
172.00
0.00
108,418
249.51
0.00
176.00
0.00
108,414
249.51
0.00
180.00
0.00
108,410
249.51
0.00
184.00
0.00
108,406
249.51
0.00
188.00
0.00
108,402
249.51
0.00
192.00
0.00
108,398
249.51
0.00
196.00
0.00
108,394
249.51
0.00
200.00
0.00
108,390
249.51
0.00
204.00
0.00
108,386
249.51
0.00
208.00
0.00
108,382
249.51
0.00
212.00
0.00
108,378
249.51
0.00
216.00
0.00
108,375
249.51
0.00
220.00
0.00
108,371
249.51
0.00
224.00
0.00
108,368
249.51
0.00
228.00
0.00
108,364
249.51
0.00
232.00
0.00
108,361
249.51
0.00
236.00
0.00
108,357
249.51
0.00
240.00
0.00
108,354
249.51
0.00

0002-713-Hydro-post3 Type// 24 -hr Wake 001 yr Rainfall=3.10"
Prepared by Advanced Civil Design, Inc. Printed 9/27/2016
HydroCADO 8.50 s/n 005356 @2007 HydroCAD Software Solutions LLC Page 2
Hydrograph for Pond 1: Pond #1
Time
Inflow
Storage
Elevation
Primary
(hours)
(Cf S)
(cubic -feet)
(feet)
(Cf S)
0.00
0.00
108,120
249.50
0.00
4.00
0.00
108,120
249.50
0.00
8.00
0.29
110,039
249.56
0.02
12.00
6.76
153,776
250.76
0.95
16.00
1.34
195,521
251.79
1.35
20.00
0.75
191,364
251.69
1.32
24.00
0.32
180,743
251.44
1.23
28.00
0.00
166,351
251.08
1.09
32.00
0.00
151,813
250.71
0.93
36.00
0.00
139,664
250.40
0.76
40.00
0.00
129,989
250.13
0.58
44.00
0.00
122,848
249.94
0.41
48.00
0.00
118,211
249.80
0.24
52.00
0.00
115,506
249.72
0.14
56.00
0.00
113,835
249.67
0.09
60.00
0.00
112,718
249.64
0.06
64.00
0.00
111,966
249.62
0.04
68.00
0.00
111,407
249.60
0.04
72.00
0.00
110,935
249.59
0.03
76.00
0.00
110,538
249.57
0.03
80.00
0.00
110,203
249.56
0.02
84.00
0.00
109,921
249.56
0.02
88.00
0.00
109,683
249.55
0.02
92.00
0.00
109,483
249.54
0.01
96.00
0.00
109,315
249.54
0.01
100.00
0.00
109,173
249.53
0.01
104.00
0.00
109,053
249.53
0.01
108.00
0.00
108,952
249.53
0.01
112.00
0.00
108,867
249.52
0.01
116.00
0.00
108,795
249.52
0.00
120.00
0.00
108,735
249.52
0.00
124.00
0.00
108,684
249.52
0.00
128.00
0.00
108,641
249.52
0.00
132.00
0.00
108,605
249.52
0.00
136.00
0.00
108,575
249.51
0.00
140.00
0.00
108,549
249.51
0.00
144.00
0.00
108,528
249.51
0.00
148.00
0.00
108,510
249.51
0.00
152.00
0.00
108,494
249.51
0.00
156.00
0.00
108,481
249.51
0.00
160.00
0.00
108,471
249.51
0.00
164.00
0.00
108,461
249.51
0.00
168.00
0.00
108,454
249.51
0.00
172.00
0.00
108,447
249.51
0.00
176.00
0.00
108,442
249.51
0.00
180.00
0.00
108,437
249.51
0.00
184.00
0.00
108,432
249.51
0.00
188.00
0.00
108,428
249.51
0.00
192.00
0.00
108,424
249.51
0.00
196.00
0.00
108,419
249.51
0.00
200.00
0.00
108,415
249.51
0.00
204.00
0.00
108,411
249.51
0.00
208.00
0.00
108,407
249.51
0.00
212.00
0.00
108,403
249.51
0.00
216.00
0.00
108,398
249.51
0.00
220.00
0.00
108,395
249.51
0.00
224.00
0.00
108,391
249.51
0.00
228.00
0.00
108,387
249.51
0.00
232.00
0.00
108,383
249.51
0.00
236.00
0.00
108,379
249.51
0.00
240.00
0.00
108,375
249.51
0.00

APPENDIXrEr
FEMArMAPr

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• 7Lynnwood Estates Dr �. w�/. •t rr
Oro
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35°46'30"N
35°46'0"N
35°45'30"N
2150000 FEET
78°31'0"W 78°30'30"W 78°30'0"W 740000 FEET
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FLOOD HAZARD INFORMATION
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT
HTTP://FRIS.NC.GOV/FRIS
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Without Base Flood Elevation (BFE)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
Zone A,V, A99
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.cory,
1 inch = 500 feet
With BFE or Depth zone AE, AO, AH, VE, AR
SPECIAL FLOOD
t.
Regulatory Floodway
HAZARD AREAS
Feet
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
Meters
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
0.2% Annual Chance Flood Hazard, Areas
Flood Insurance Program at 1-800-638-6620.
of 1% Annual Chance Flood with Average
PANEL LOCATOR
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
Depth Less Than One Foot or With Drainage
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
Areas of Less Than One Square Mile zone x
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
Future Conditions 1% Annual
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
Chance Flood Hazard zone x
OTHER AREAS OF
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
Area with Reduced Flood Risk due to Levee
FLOOD HAZARD
0873 0883 0893.180f81-3 1823
See Notes zone x
OTHER
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
Areas Determined to be Outside the
AREAS
DURHAM COUNTY -- ,
0.2% Annual Chance Floodplain zone x
0881 0891 1801 1811 1821 1831 1841 18
-------------
Channel, Culvert, or Storm Sewer
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
I 0,880 0890 1800 1810 1820 1830 1840 18
Accredited or Provisionally Accredited
GENERAL
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
Levee, Dike, or Floodwall
STRUCTURES
I I I I I I I I I I I I I
Non -accredited Levee, Dike, or Floodwall
0727 0737 0747 0757 0767 0777 0787 0797 1707 1717 1727 1737 1747 17
BM5510 X
North Carolina Geodetic Survey bench mark
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
BM5510®
National Geodetic Survey bench mark
0725 0735 0745 0755 0765 0775 0785 0795 1705 1715 1725 1735 1745 17
BM5510�
Contractor Est. NCFMP Survey bench mark
severe than those in the VE Zone.
0�2 1s-2—
Cross Sections with 1% Annual Chance
0713072307330743075307630773078307931703171317231733174317
4- 17
Water Surface Elevation (BFE)
s - - - - - -
Coastal Transect
— - - - - -
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
OTHER
Limit of Study
FEATURES
Jurisdiction Boundary
NOTES TO USERS
SCALE
78°30'30"W
F� 1
2-
9
If�i�_ 1r
For information and questions about this map, available products associated with this FIRM including
Map Projection:
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
North Carolina State Plane Projection Feet (Zone 3200)
please call the FEMA Map Information eXchange at 1 -877 -FEMA -MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.cory,
1 inch = 500 feet
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
0 250 500 1,000
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
Feet
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
Meters
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
0 75 150 300
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
PANEL LOCATOR
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1 -percent -annual -chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
I j GRANVILLE COUNTY %
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
` 1 1804
I <- 0874 0$84 0894 I
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
0873 0883 0893.180f81-3 1823
appears on this panel, check with your local community to obtain more information, such as the estimated level of
I i
protection provided (which may exceed the 1 -percent -annual -chance level) and Emergency Action Plan, on the
j 0872 0882 0892 1802 1812 1822 1832 1842 18
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
DURHAM COUNTY -- ,
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
0881 0891 1801 1811 1821 1831 1841 18
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
I 0,880 0890 1800 1810 1820 1830 1840 18
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
I 07590769 07-7,910789 0799 1709 1719 1729 1739 1749 17'.
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
I
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
0758 0768 0778 0788 0798 1708 1718 1728 1738 1748 17'.
Website at http://www.fema.gov/business/nfip/index.shtm.
0727 0737 0747 0757 0767 0777 0787 0797 1707 1717 1727 1737 1747 17
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
--------
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
072'6 0736 0746 0756 0766 0776 0786 0796 1706 1716 1726 1736 1746 17
landward limit of the 1.5 -foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
0725 0735 0745 0755 0765 0775 0785 0795 1705 1715 1725 1735 1745 17
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
0704
severe than those in the VE Zone.
072407340744075407640774078407941704171417241734174417
Limit of Moderate Wave Action (LiMWA)
0713072307330743075307630773078307931703171317231733174317
4- 17
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal_barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1 -800 -344 -WILD.
CBRS Area Otherwise Protected Area
!4
7"T `A
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78°30'0"W
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35°46'0"N
JWN OF 'a
EITDALE ETJ
3700141,1A
..~
" K-\•\e\d Rd
_ 35°45'30"N
141 �}
730000 FEET
2150000 FEET
FEMA'3 COOPERATING TECH"ICAL PAFF14U1
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cc FLOOD INSURANCE RATE MAS`'
NORTH CAROLINA -R
Q y.
PANEL 1743 0
-I+vo s���a
FE I` 42
01 cc Panel Contains:
aw _ COMMUNITY CID PANEL SUFFIX
r i~ KNIGHTDALE, TOWN OF 370241 1743 1
WAKE COUNTY 370368 1743 1
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a
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Z
MAP NUMBER
3720174300J
MAP REVISED
05/02/06

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EPARTMENT
F THE
'E, US GS U.S. DU S. GEOLOGICAL SURVEYERIOR
science for a changing world
78°37'30"
-"""m-
35°52'3 ,. ,.,
397200
50'
[yA
730 I
FI
35°45'
78°37'30" '" '"
Produced by the United States Geological Survey
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1 000 -meter grid: Universal Transverse Mercator, Zone 17S
10 000 -foot ticks: North Carolina Coordinate System of 1983
The National Map
USTopo
35' 32'30"
RALEIGH EAST QUADRANGLE
NORTH CAROLINA -WAKE CO.
7.5 -MINUTE SERIES
78°30'
^� 35°52'30"
Imagery ................................................... NAI P, May 2012
Roads..............................................©2006.2012 TomTom
Names.......................... ................................ GNIS, 2013
Hydrography ....................National Hydrography Dataset, 2012
Contours............................National Elevation Dataset, 2008
Boundaries ....................Census, IBWC, IBC, USGS, 1972 - 2012
35' 32'30"
* SCALE 1:24 000
1 0.5 0 KILOMETERS 1 2
9' 9'
163 MILS CiN 1000 500 0 METERS 1000 2000
V 25 • 1 0.5 0 1
25 MILS MILES
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
UTM GRID AND 2013 MAGNETIC NORTH FEET
DECLINATION AT CENTER OF SHEET
U.S. National Grid CONTOUR INTERVAL 10 FEET
00,000-m Square ID NORTH AMERICAN VERTICAL DATUM OF 1988
QV This map was produced to conform with the
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.11
Grid Zone Designation
17S
H
A
QUADRANGLE LOCATION
Bayleaf
Wake
r st
Rolew lle
Raleigh
Raleigh
Knightdale
West
East
Lake
Wheeler
Garner
Clayton
ADJOINING 7.5' QUADRANGLES
72
70 000
=ET
71
70
69
411
68
'67
'66
'65
'64
47'30"
'63
'62
'61
'60000m N
35°45'
78°30'
ROAD CLASSIFICATION
Expressway Local Connector
Secondary Hwy Local Road
Ramp 4WD
is Interstate Route US Route O State Route
RALEIGH EAST, NC
2013

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USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Wake County,
North Carolina
Hodge Road Business Park Soils
Report
September 3, 2015

3
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724100 724200 724300 724400
35° 49 59'N
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35° 45'3,V'N
724200 724300 724400 7245C
3
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Map Scale: 1:3,630 if printed on B landscape (17' x it") sheet.
Meters
N 0 50 100 200 300
Feet
0 150 300 600 900
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
Custom Soil Resource Report
Soil Map
724500 724600 724700 724800
724900 725000 725100 725200 725300
3
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725400
35° 45'59'N
724600 724700 724800 724900 725000 725100 725200 725300
E.
O
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35° 45' 34" N
725400
3
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MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:15,800.
Soil Map Unit Polygons
0
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Uo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
+�
Landfill
Lava Flow
Water Features
Marsh or swamp
Mine or Quarry
Please rely on the bar scale on each map sheet for map
Miscellaneous Water
Perennial Water
Transportation
Rock Outcrop
t++
Saline Spot
Source of Map: Natural Resources Conservation Service
Sandy Spot
Interstate Highways
Severely Eroded Spot
Sinkhole
Coordinate System: Web Mercator (EPSG:3857)
Slide or Slip
0o
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 14, 2011—May 6,
2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:15,800.
(
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
+�
Special Line Features
soils that could have been shown at a more detailed scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
t++
Rails
Source of Map: Natural Resources Conservation Service
r ,.+
Interstate Highways
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Background
Albers equal-area conic projection, should be used if more accurate
W
Aerial Photography
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 14, 2011—May 6,
2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting

Custom Soil Resource Report
Map Unit Legend
Wake County, North Carolina (NC183)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ApB
Appling sandy loam, 2 to 6
9.9
13.0%
percent slopes
ApB2
Appling sandy loam, 2 to 6
4.5
6.0%
percent slopes, moderately
eroded
ApC2
Appling sandy loam, 6 to 10
3.1
4.0%
percent slopes, moderately
eroded
CnA
Colfax sandy loam, 0 to 3
4.9
6.4%
percent slopes
DuB
Durham loamy sand, 2 to 6
14.2
18.7%
percent slopes
DuC
Durham loamy sand, 6 to 10
2.8
3.7%
percent slopes
MeA
Mantachie sandy loam, 0 to 2
2.2
2.9%
percent slopes, rarely flooded
VaB2
Vance sandy loam, 2 to 6
24.7
32.5%
percent slopes, moderately
eroded
VaC2
Vance sandy loam, 6 to 10
6.4
8.4%
percent slopes, moderately
eroded
W
Water
3.4
4.4%
Totals for Area of Interest
76.0
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
10

Custom Soil Resource Report
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
11

Custom Soil Resource Report
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Wake County, North Carolina
ApB—Appling sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 4lyz
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Appling and similar soils: 92 percent
Minor components: 4 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy loam
Bt1 - 6 to 18 inches: sandy clay loam
Bt2 - 18 to 36 inches: clay
BC - 36 to 52 inches: sandy clay loam
C - 52 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Minor Components
Vance
Percent of map unit: 3 percent
Landform: Interfluves
13

Custom Soil Resource Report
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Helena
Percent of map unit: 1 percent
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across -slope shape: Concave
Ap132—Appling sandy loam, 2 to 6 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 1vfv1
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Appling, moderately eroded, and similar soils: 83 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling, Moderately Eroded
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
Bt1 - 4 to 18 inches: sandy clay loam
Bt2 - 18 to 36 inches: clay
BC - 36 to 52 inches: sandy clay loam
C - 52 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
14

Custom Soil Resource Report
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
ApC2—Appling sandy loam, 6 to 10 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 1 vfv2
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Appling, moderately eroded, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Appling, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
Bt1 - 4 to 18 inches: sandy clay loam
Bt2 - 18 to 36 inches: clay
BC - 36 to 52 inches: sandy clay loam
C - 52 to 80 inches: sandy loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
15

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
CnA—Colfax sandy loam, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 1 vfvf
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Colfax and similar soils: 85 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Colfax
Setting
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Concave
Parentmaterial: Loamy alluvium and/or colluvium over saprolite derived from granite
and gneiss
Typical profile
Ap - 0 to 7 inches: sandy loam
E - 7 to 14 inches: sandy loam
Bt - 14 to 29 inches: sandy clay loam
Btx - 29 to 48 inches: sandy loam
C - 48 to 59 inches: sandy loam
Cr - 59 to 65 inches: weathered bedrock
R - 65 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 16 to 35 inches to fragipan; 40 to 60 inches to paralithic
bedrock; 60 to 80 inches to lithic bedrock
Natural drainage class: Somewhat poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low (0.00 to 0.00
in/hr)
Depth to water table: About 6 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.8 inches)
16

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Minor Components
Worsham, undrained
Percent of map unit: 3 percent
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Concave
Wehadkee, undrained
Percent of map unit: 2 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
DuB—Durham loamy sand, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 41zy
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Durham and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Durham
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
H1 - 0 to 16 inches:
loamy sand
H2 - 16 to 36 inches:
clay loam
H3 - 36 to 42 inches:
sandy clay
H4 - 42 to 48 inches:
sandy clay loam
H5 - 48 to 60 inches:
sandy loam
17

Custom Soil Resource Report
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
DuC—Durham loamy sand, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 4m00
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Durham and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Durham
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
H1 - 0 to 16 inches:
loamy sand
H2 - 16 to 36 inches:
clay loam
H3 - 36 to 42 inches:
sandy clay
H4 - 42 to 48 inches:
sandy clay loam
H5 - 48 to 60 inches:
sandy loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
EM

Custom Soil Resource Report
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 6.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
MeA—Mantachie sandy loam, 0 to 2 percent slopes, rarely flooded
Map Unit Setting
National map unit symbol: 1 vfyn
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Mantachie and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Mantachie
Setting
Landform: Flood plains
Landform position (two-dimensional): Toeslope
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium
Typical profile
A - 0 to 18 inches: loam
8 - 18 to 80 inches: fine sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat):
(0.57 to 5.95 in/hr)
Depth to water table: About 12 to 18 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water storage in profile: High (about 10.4 inches)
19
Moderately high to high

Custom Soil Resource Report
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: B/D
VaB2—Vance sandy loam, 2 to 6 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 1 vfy6
Elevation: 300 to 600 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Vance, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vance, Moderately Eroded
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from granite and gneiss
Typical profile
Ap - 0 to 4 inches: sandy loam
Bt - 4 to 30 inches: clay
BC - 30 to 39 inches: sandy clay
C1 - 39 to 72 inches: sandy clay loam
C2 - 72 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
20

Custom Soil Resource Report
VaC2—Vance sandy loam, 6 to 10 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 1 vfyy
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Vance, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Vance, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
Bt - 4 to 30 inches: clay
BC - 30 to 39 inches: sandy clay
C1 - 39 to 72 inches: sandy clay loam
C2 - 72 to 80 inches: sandy loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
21

Custom Soil Resource Report
W—Water
Map Unit Setting
National map unit symbol: 4m2w
Elevation: 300 to 450 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
22

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APPENDIXrHr
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STREAMrandrWETLANDrDELINEATI ONr
r
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2309 Hodge Rd. Delineation
2309 Hodge Road, Knightdale
Wake County, NC
October, 2014
69
SPANGLER
ENVIRONMENTAL, INC.
4338 Bland Road Raleigh, NC 27609
919-875-4288
Stream and Wetlands Map
map source:
2013 NC One Map orthoimagery /Wake Co. GIs

APPENDIX&
SURFACErWATERrDETERMINATI ONr

A��
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
November 4, 2014
Mary Lou Murphy
Hamilton Merritt Inc.
104 Lake Cliff Ct
Cary, NC 27513
John E. Skvarla, III
Secretary
Subject: Surface Water Determination Letter
NBRRO# 14-384
Wake County
Determination Type:
Buffer Call
Isolated or EIP Call
EI Neuse (15A NCAC 2B .0233)
Start@
❑ Tar -Pamlico (15A NCAC 2B .0259)
❑ Ephemeral/Intermittent/Perennial Determination
USGS
To o
❑ Isolated Wetland Determination
❑ Jordan (15A NCAC 2B .0267)
Project Name:
Location/Directions:
Subject Stream
2309 Hodge Road
The projected area is located at 2309 Hodge Road, in Knightdale, Wake
County
Neuse River
Determination Date: 10/17/2014
Staff: Cheng Zhang
Stream
E&P*
Not Subject
to Buffers
Subject to
Buffers
Start@
Stop@
Soil
Survey
USGS
To o
A
I
X
DWQ flag (origin
off site)
X
X
Al
Wetland
X
X
X
Pond A l
**
X
X
X
Pond A2
**
X
X
X
B
P
X
Throughout (pond was drained
and stream channel is re-
establishing)
X
X
C
E
X
*E/1/P = Ephemeral/Intermittent/Perennia!
* * Ponds were drained.
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Wake County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be a stream. Tlbere may be
NofthCarolina
71 .rt�isvr//��
North Carolina Division of Water Resources 1628 Mail Service Center Raleigh, NC 27699-1628 Phone [phone]
Internet: www.ncwaterauality.org Location: 3800 Barrett Drive Raleigh, NC 27609 Fax [phone]
An Equal Opportunity/Affirmative Action Employer -50% Recycled/10% Post Consumer Paper

2309 Hodge Road
Wake County
10/17/2014
Page 2 of 2
considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Resources
(DWR).
This on-site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that
dispute a determination made by the DWR or Delegated Local Authority may request a determination by the
Director. An appeal request must be made within sixty (60) days of date of this letter or from the date the affected
party (including downstream and/or adjacent owners) is notified of this letter. A request for a determination by the
Director shall be referred to the Director in writing c/o Karen Higgins, DWR WeBSCaPe Unit, 1650 Mail Service
Center, Raleigh, NC 27699.
This determination is final and binding unless, as detailed above, you ask for a hearing or appeal within sixty (60)
days.
The owner/future owners should notify the Division of Water Resources (including any other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the subject property (stated
above). This project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be
directed to the Division of Water Resources (Central Office) at (919)-807-6300, and the US Army Corp of Engineers
(Raleigh Regulatory Field Office) at (919)-554-4884.
This letter shall void the previous buffer determination letter for 2309 Hodge Road Project dated October
21, 2014.
If you have questions regardin
please feel free to contact Cheng Zhang at [phone].
inc ely,
;X
Danny Smi
Supervisor, Water Quality Regional Operations Center
cc: RRO DWR File Copy
James Spangler, Spangler Environmental, Inc., 4338 Bland Road, Raleigh, NC 27609

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OK
120.00 30 1.000% 0.88% 1.05
16 257.29
7.08
5.97
7.22
51.10
257.53
/
258.13
258.13 263.35
OK
120.00 36 1.000% 0.59% 0.70
15 137.29
9.03
6.18
7.22
65.23
256.70
/
256.83
256.83 263.35
OK
68.52 36 1.000% 0.96% 0.66
14 68.77
9.03
6.30
7.22
65.23
255.91
/
256.04
256.04 263.64
OK
68.77 36 1.000% 0.96% 0.66
5 0.00
9.03
6.42
7.22
65.23
254.78
/
255.25
255.25 261.95
OK
0.00 42 1.000% 0.42% 0.00
ST 5-19.xlsx 9/23/20168:01 AM

AStorm
C I I I- D E S I G N
10
Yr Design Storm
n—
0.013
' •ject:
•• No.:
By:
Sewer Design
Hodge Road C
111
JRR
D.te:
Revised:ADVANCED
•
Revised:
3/10/2016
Drainage Area
®
®®in/hr
Intensity
••
Match Tops
ST 6-11.x1s 9/23/20168:02 AM

AStorm
ADVANCED
C i v i c D E 5 1 G N
10
Yr Design Storm
Project:
Job No.:
By:
Sewer Check Sheet
Hodge Road Business Park - Phase 1
15-0002-713
JRR
Date:
Revised:
Revised:
Revised:
3/10/2016
Page 1
Struc. Station Sum CA
Sum t
Intensity Des Q
in/hr CFS
Pipe
Length
Pipe
Dia.
Des @ Sf Sf L
HGL
Slope % % ft.
OR
0.8D
HW Elev Crit Elev
11 62.00 0.14
5.00
7.22 1.01
256.73
/
257.64
257.64 263.01
OK
62.00 15 1 1.500% 0.02% 0.02 1
6 0.00 0.14
5.16
7.22 1.01
/
256.71
256.71 263.01
0.00
24
1.000% 0.00% 0.00
OK
ST 6-11.x1s 9/23/20168:02 AM

AStorm
C I I I- D E S I G N
10
Yr Design Storm
n—
0.013
' •ject:
•• No.:
By:
Sewer Design
Hodge Road C
111
JRR
D.te:
Revised:ADVANCED
•
Revised:
3/10/2016
Drainage Area
®
®®in/hr
Intensity
••
Match Tops
ST 7-10.x1s 9/23/20168:02 AM

AStorm
ADVANCED
C i v i c D E 5 1 G N
10
Yr Design Storm
Project:
Job No.:
By:
Sewer Check Sheet
Hodge Road Business Park - Phase 1
15-0002-713
JRR
Date:
Revised:
Revised:
Revised:
3/10/2016
Page 1
Struc. Station Sum CA
Sum t
Intensity Des Q
in/hr CFS
Pipe
Length
Pipe
Dia.
Des @ Sf Sf L
HGL
Slope % % ft.
OR
0.8D
HW Elev Crit Elev
10 62.00 0.19
5.00
7.22 1.39
258.39
/
259.29
259.29 264.58
OK
62.00 15 1 1.500% 0.05% 0.03 1
7 0.00 0.19
5.16
7.22 1.39
257.75
/
258.36
258.36 264.57
0.00
24
1.000% 0.00% 0.00
OK
ST 7-10.x1s 9/23/20168:02 AM

AStorm
,A,
ADVANCED
Design•
' •ject:
•• No.:
:
Sewer Design
Hodge '•.• i
111
D.te:
'- •
Revised:
3/10/2016
9/21/2016
'
Drainage Area
in/hr
MOOMM
Mil
• •
Match Toploomm
-_-
1 11
1 11
®----
� 11
®
11111
®
• �
�
®
'�
--
-_-
1 11
1 11
®----
11
�
111 1
®�m
1
• �
• 1
--
-_-
1 11
1 11
®----
� 11
�
11111
®�m
1 1
•1 1♦
•1 �
--
-_-
1 11
1 11
®----
� 11
�
1 111 1
1 •
� 11
®
1 1
11
' 1
--
ST 8-24.xls 9/23/20168:03 AM

Ak
ADVANCED
C i v i L Q E 5 1 c N
10
Yr Design Storm I
Project:
Job No.:
By:
Storm Sewer Check Sheet
Hodge Road Business Park - Phase 1
15-0002-713
JRR
Date:
Revised:
Revised:
Revised:
3/10/2016
9/21/2016
Page 1
Struc. Station Sum CA
Sum t
Intensity
in/hr
Des Q
CFS
Pipe
Length
Pipe
Dia.
Des @
Slope %
Sf Sf L
% ft.
HGL
OR
0.81)
HW Elev
Crit Elev
24 453.77
0.66
5.00
7.22
4.80
263.40
/
263.64
263.64
265.90
OK
54.00 15 1.000% 0.55% 0.30
23 399.77
1.02
5.17
7.22
7.38
262.18
/
263.10
263.10
266.21
OK
171.00 18 1.000% 0.49% 0.84
22 228.77
1.36
5.65
7.22
9.85
261.18
/
261.34
261.34
266.30
OK
54.00 18 1.000% 0.88% 0.48
21 174.77
1.66
5.80
7.22
11.99
260.32
/
260.70
260.70
266.50
OK
126.00 24 0.500% 0.28% 0.35
13 48.77
1.99
6.21
7.22
14.34
259.83
/
259.97
259.97
266.50
OK
48.77 24 0.500% 0.40% 0.20
8 0.00
1.99
6.37
7.22
14.34
259.36
/
259.63
259.63
272.17
OK
0.00 24 0.600% 0.40% 0.00
ST 8-24.x1s 9/23/20168:03 AM

APPENDIXrJr
ROADWAYiGUTTERtSPREADrCALCULATIONSr

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc.
CB #1
Combination Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n -value
All dimensions mice[
= Sag
= 3.00
= 6.00
= 3.00
= 2.00
= 3.00
= 0.040
= 0.020
_
-0-
2.00
_
-0-
-0-
G.2
2.D
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency (%)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Mar 11 2016
Known Q
= 1.34
= 1.34
= 1.34
_
-0-
2.40
= 100
= 8.00
_
-0-
-0-
-0-
All
0-
-0-
-0-

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Friday, Mar 11 2016
CB #2
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.30
Throat Height (in)
= 6.00
Grate Area (sqft)
= 3.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.30
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.30
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 2.36
Slope, Sw (ft/ft)
= 0.040
Efficiency (%)
= 100
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 7.85
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
_ -0-
Gutter Slope (%)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
All dimensions mice[
G.2
2;0 / 1 5.85

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc.
CB #3
Combination Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n -value
All dimensions mice[
= On grade
= 3.00
= 6.00
_
-0-
2.00
= 3.00
= 0.040
= 0.020
_
-0-
2.00
= 1.00
= 0.015
MW
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency (%)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
20 LL 39
Friday, Mar 11 2016
Known Q
= 0.77
= 0.77
= 0.64
= 0.13
= 1.90
= 83
= 5.90
= 1.98
= 2.50
= 1.08

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc.
CB #4
Combination Inlet
Calculations
Location
= On grade
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.040
Efficiency (%)
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
Local Depr (in)
= -0-
Gutter Vel (ft/s)
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
Gutter Slope (%)
= 1.00
Bypass Depth (in)
Gutter n -value
= 0.015
All dimensions mice[
Friday, Mar 11 2016
Known Q
= 1.11
= 0.85
= 0.26
= 2.14
= 77
= 6.90
= 2.15
= 3.50
= 1.32

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Friday, Mar 11 2016
CB #5
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.23
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.23
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.92
Q Bypass (cfs)
= 0.31
Gutter
Depth at Inlet (in)
= 2.21
Slope, Sw (ft/ft)
= 0.040
Efficiency (%)
= 75
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 7.20
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= 2.20
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 4.00
Gutter Slope (%)
= 1.00
Bypass Depth (in)
= 1.44
Gutter n -value
= 0.015
All dimensions mice[
NM
20 / 1. 52

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Friday, Mar 11 2016
CB #6
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.10
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.10
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.84
Q Bypass (cfs)
= 0.26
Gutter
Depth at Inlet (in)
= 2.12
Slope, Sw (ft/ft)
= 0.040
Efficiency (%)
= 76
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 6.85
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= 2.16
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 3.50
Gutter Slope (%)
= 1.00
Bypass Depth (in)
= 1.32
Gutter n -value
= 0.015
All dimensions mice[
W
4.85

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc.
CB #7
Combination Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n -value
All dimensions mice[
= On grade
= 3.00
= 6.00
_
-0-
2.00
= 3.00
= 0.040
= 0.020
_
-0-
2.00
= 1.40
= 0.015
NM
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency (%)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
2.- it 4.3
Friday, Mar 11 2016
Known Q
= 1.07
= 1.07
= 0.83
= 0.24
= 1.99
= 78
= 6.30
= 2.45
= 3.00
= 1.20

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc.
Combination Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n -value
All dimensions mice[
= On grade
= 3.00
= 6.00
_
-0-
2.00
= 3.00
= 0.040
= 0.020
_
-0-
2.00
= 5.00
= 0.015
20 ki 1.8
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency (%)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Mar 11 2016
Known Q
= 0.69
= 0.69
= 0.64
= 0.05
= 1.39
= 93
= 3.80
= 3.74
= 1.25
= 0.60

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc.
CB #9
Combination Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n -value
All dimensions mice[
= On grade
= 3.00
= 6.00
_
-0-
2.00
= 3.00
= 0.040
= 0.020
_
-0-
2.00
= 5.00
= 0.015
M
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency (%)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
20 ki 2.1
Friday, Mar 11 2016
Known Q
= 0.79
= 0.79
= 0.72
= 0.07
= 1.46
= 92
= 4.10
= 3.80
= 1.25
= 0.60

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Friday, Mar 11 2016
CB #10
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.18
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.18
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.90
Q Bypass (cfs)
= 0.28
Gutter
Depth at Inlet (in)
= 2.06
Slope, Sw (ft/ft)
= 0.040
Efficiency (%)
= 77
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 6.60
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= 2.48
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 3.50
Gutter Slope (%)
= 1.40
Bypass Depth (in)
= 1.32
Gutter n -value
= 0.015
All dimensions mice[

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc.
CB #11
Combination Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope (%)
Gutter n -value
All dimensions mice[
= On grade
= 3.00
= 6.00
_
-0-
2.00
= 3.00
= 0.040
= 0.020
_
-0-
2.00
= 1.00
= 0.015
W
Friday, Mar 11 2016
Calculations
Compute by: Known Q
Q (cfs) = 1.07
Highlighted
Q Total (cfs)
= 1.07
Q Capt (cfs)
= 0.83
Q Bypass (cfs)
= 0.24
Depth at Inlet (in)
= 2.11
Efficiency (%)
= 77
Gutter Spread (ft)
= 6.80
Gutter Vel (ft/s)
= 2.13
Bypass Spread (ft)
= 3.50
Bypass Depth (in)
= 1.32
2:� 1 1 4.8

Inlet Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Friday, Mar 11 2016
CB #12
Combination Inlet
Calculations
Location
= On grade
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 1.40
Throat Height (in)
= 6.00
Grate Area (sqft)
= -0-
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.40
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.01
Q Bypass (cfs)
= 0.39
Gutter
Depth at Inlet (in)
= 2.36
Slope, Sw (ft/ft)
= 0.040
Efficiency (%)
= 72
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 7.85
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= 2.13
Gutter Width (ft)
= 2.00
Bypass Spread (ft)
= 4.50
Gutter Slope (%)
= 0.85
Bypass Depth (in)
= 1.56
Gutter n -value
= 0.015
All dimensions mice[
G.2
2;0 / 1 5.85