SW3200102_Sealed Calcs_1/17/2020

EROSION CONTROL AND
STORMWATER MANAGEMENT CALCULATIONS
For
HEILIG ROAD BUILDING EXPANSION
GRANITE QUARRY, NORTH CAROLINA
Prepared For:
Synergy Resources
Attention: Mr. Roger Cook
Prepared By:
Amicus Partners, PLLC
7140 Weddington Road Ste 140
Concord, North Carolina 28027
Firm License Number: C-1191
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Original Submittal October 2018
Amicus Partners Project No: 17-18-092

SKIMMER BASIN CALCULATIONS
mc

Project No: 17-18-092 Sheet No: of
Date: 10/23/2019
Calcs Performed By: MB
Calcs Checked By: NRP
Project Name: Heilig Road Expansion
vnicus Partners, PLLC Subject: Skimmer Sediment Basins
OBJECTIVE:
Design temporary sediment control measures to contain 10-year peak runoff. The
sediment control measures shall be designed per the North Carolina Erosion and
Sediment Control Design Manual.
THEORY/DESIGN CONSIDERATIONS:
Design skimmer sediment traps that will be used during each phase of the proposed
building expansion. For Phase I, evaluate the exiting basin to the southeast of the
proposed expansion. For Phase II, evaluate the use of the proposed sand filter BMP
prior to conversion.
REFERENCES:
1. North Carolina Erosion and Sediment Control Manual, 2017.
2. "Proposed Phase I and Phase II Erosion Control Plan; Heilig Road Building
Expansion," by Amicus Partners, PLLC, 10/23/2018.
TERMS:
Qio = 10-year peak flow, (ft3/s)
QP = minimum flow through principal spillway, (ft3/s)
Qv = minimum flow through emergency spillway, (ft3/s)
cfs = cubic feet per second
C = runoff coefficient
i = rainfall intensity, (in/hr)
A = drainage area, (acres)
GIVEN/REQUIREMENTS:
Minimum design storm = 10-year
CALCULATIONS FOR EXISTING BASIN (PHASE I)
1. Basin Dimensions
Exterior embankment side slope = 2:1 > 2:1 therefore ok.
Interior embankment side slope =3:1 > 2:1 therefore ok.
Length to width ratio = 2:1 therefore ok.
Spillway side slope = 4:1
Top width of embankment = 8 ft therefore ok.
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• 032000 '
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[Ref 1 ]
[Ref: 3]
[Ref: 2]
[Ref: 1 ]
[Ref: 1 ]
2. Determine peak flow for basin drainage area
- Use rational method to determine peak flow based on conservatism and
drainage area being less than 200 acres [Ref: 1]
a. Determine time of concentration
- tc = 5 minutes
- conservative assumption

Project No: 17-18-092 Sheet No: of
Date: 10/23/2018
Calcs Performed By: MB
Calcs Checked By: NRP
Project Name: HeiIig Road Expansion
Amicus Partners, PLLC Subject: Skimmer Sediment Basins
b. Determine rainfall intensity based on t,
- i = 7.26 inches/hour
c. Determine runoff coefficient, C
- Total drainage area = 2.46 acres
- Weighted runoff coefficient, C = 0.75
d. Determine 10-year peak flow
Q, 0 = CiA
Q,0 = (0.75)(7.26in / hr)(2.46acres)=13.40cfs
3. Determine Basin Volume
Volume for Skimmer Sediment Basin SB-1
[Ref 1, Table 8.03.c]
[Ref: 1, Table 8.03b]
Elevation (ft)
Ref: 2]
Area (ft2)
Ref: 21
Height (ft)
Volume (ft3)
Cumulative
802
4,613
1
4,255
801
3,897
1
7,823
800
3,239
1
10,761
799
2,636
�
1
13,125
798
2,091
a. Total basin volume to principle spillway = 13,125 ft3
b. Determine required basin volume
Minimum required basin volume = 1,800 ft3/acre [Ref: 1]
Total volume required = (1,800 ft3/acre)(2.46 acres) = 4,428 ft3
- 4,428 ft3 < 13,125 ft3 therefore ok.
c. Determine minimum surface area of skimmer sediment trap based on drainage
area
- Minimum surface area = (325 sq. ft.) x (Qio) [Ref: 1]
- (325 sq. ft.) x (13.40 cfs) = 4,355 sq. ft.
- 4,613sq. ft. > 4,355 sq. ft. therefore ok. (802 at emergency spillway)

Amicus Partners, PLLC
Project No: 17-18-092 Sheet No: of
Date: 10/23/2018
Calcs Performed By: MB
Calcs Checked By: NRP
Project Name: Heilig Road Expansion
Subject: Skimmer Sediment Basins
4. Check emergency spillway
a. Determine required capacity for emergency spillway
- Qe = Qio = 13.40 cfs [Ref 1]
- Elevation of emergency spillway = 802.0 ft
- Length of spillway = 15 ft [Ref: 2]
- Depth of emergency spillway = 2.0 ft
- Stage = 0.83 ft < 1.0 ft therefore ok. [Ref: 1, Table 8.07c]
5. Design Skimmer for required water storage volume
a. Required water storage volume = 4,428 ft3
b. Desired dewatering time = 2 days
c. A 2.0-inch skimmer is required [Ref 3]
d. A 0.8-inch orifice radius is required [Ref: 3]
e. A 1.6-inch orifice diameter is required
CALCULATIONS FOR SKIMMER SEDIMENT BASIN SB-2 (PHASE 11)
1. Basin Dimensions
Exterior embankment side slope = 3:1 > 2:1 therefore ok. [Ref: 2]
Interior embankment side slope =3:1 > 2:1 therefore ok. [Ref: 2]
Length to width ratio = 2:1 therefore ok. [Ref: 1]
Spillway side slope = 4:1
Top width of embankment = 8 ft therefore ok. [Ref: 1 ]
2. Determine peak flow for basin drainage area
- Use rational method to determine peak flow based on conservatism and
drainage area being less than 200 acres [Ref: 1]
a. Determine time of concentration
- tc = 5 minutes
- conservative assumption
b. Determine rainfall intensity based on t,
- i = 7.26 inches/hour
c. Determine runoff coefficient, C
- Total drainage area = 3.08 acres
- Weighted runoff coefficient, C = 0.75
o Heavy Industrial Assumed
d. Determine 10-year peak flow
Q,o = DA
Q, 0 = (0.66)(7.26in / hr)(3.08acres)=14.76cfs
[Ref: 1, Table 8.03.c]
[Ref: 1, Table 8.03b]

Project No: 17-19-092 Sheet No: of
Date: 10/23/2018
Calcs Performed By: MB
Calcs Checked By: NRP
Project Name: Heilig Road Expansion
Amicus Partners, PLLc Subject: Skimmer Sediment Basins
3. Determine Basin Volume
Volume for Skimmer Sediment Basin S13-2
Elevation (ft)
[Ref: 2]
Area (ft')
[Ref: 2]
Height (ft)
Volume (ft)
812
1,828
1
2,332
813
2,837
1
5,702
814
3,903
1
10,071
815
4,835
a. Total basin volume to principle spillway = 10,071 ft3
b. Determine required basin volume
- Minimum required basin volume = 1,800 ft3/acre [Ref: 1]
Total volume required = (1,800 ft3/acre)(3.08 acres) = 5,544 ft3
- 5,544 ft3 < 10,071 ft3 therefore ok.
c. Determine minimum surface area of skimmer sediment trap based on drainage
area
- Minimum surface area = (325 sq. ft.) x (Qlo) [Ref: 1]
- (325 sq. ft.) x (14.76 cfs) = 4,797 sq. ft.
- 4,797 sq. ft. < 4,835 sq. ft. therefore ok. (815 at emergency spillway)
4. Check emergency spillway
a. Determine required capacity for emergency spillway
- Qe = Qio = 14.76 cfs [Ref 1]
- Elevation of emergency spillway = 815.0 ft
- Length of spillway = 15 ft [Ref: 2]
- Depth of emergency spillway = 2.0 ft
- Stage = 0.83 ft < 1.0 ft therefore ok. [Ref: 1, Table 8.07c]
5. Design Skimmer for required water storage volume
a. Required water storage volume = 5,544 ft3
b. Desired dewatering time = 2 days
c. A 2.0-inch skimmer is required [Ref: 3]
d. A 0.9-inch orifice radius is required [Ref: 3]
e. A 1.8-inch orifice diameter is required

0
Table 8.03b
Land Use
C
Land Use
C
Value of Runoff Coefficient
(C) for Rational Formula
Business:
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave.,
0.10-0.15
2-7%
Residential:
Sandy soil, steep,
0.15-0.20
Single-family areas
0.30-0.50
7%
Multi units, detached
0.40-0.60
Heavy soil, flat, 2%
0.13-0.17
Multi units, Attached
0.60-0.75
Heavy soil, ave.,
0.18-0.22
Suburban
0.25-0.40
2-7%
Industrial:
Heavy soil, steep,
Light areas
0.50-0.80
7%
.a
Heavy areas
0.60-0.90
Agricultural land:
Parks, cemeteries
0.10-0.25
Bare packed soil
Smooth C-.3M.60
Playgrounds 0.20-0.35 Rough 0.20-0.50
Cultivated rows
Railroad yard areas 0.20-0.40 Heavy soil no crop 0.30-0.60
Heavy soil with
Unimproved areas 0.10-0.30 crop 0.20-0.50
Streets: Sandy soil no crop 0.20-0.40
Asphalt 0.70-0.95 Sandy soil with
Concrete 0.80-0195 crop 0.10-0.25
Brick 0.70-0.85 Pasture
Heavy soil 0.15-0.45
Drives and walks 0.75-0.85 Sandy soil 0.05-0.25
Woodlands 0.05-0.25
Roofs 0.75-0.85
NOTE: The designer must use judgement to select the appropriate C
value within the range for the appropriate land use. Generally, larger
areas with permeable soils, flat slopes, and dense vegetation should
have lowest C values. Smaller areas with slowly permeable soils, steep
slopes, and sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
8.03.6
Rev. 6/Q6

Table 8.83c Intensity Duration Frequency
For use with Rational Method**
Murphy,North
Carolina
35.0961 N. 84.0239W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
4.93
3.94
3.30
2.28
1.43
0.89
0.62
0.38
0.24
0.15
10
6.78
5.42
4.57
3.31
2.16
1.29
0.92
0.55
0.34
0.21
25
7.90
6.29
5.31
3.94
2.62
1.57
1.13
0.68
0.41
0.25
100
9.62
7.64
6.44
4.93
3.40
2.06
1.50
0.90
0.53
0.33
Asheville, North Carolina 35.4358N, 82.5392W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.21
4.16
3.46
2.41
1.51
0.89
0.63
0.38
0.24
0.14
10
7.06
5.65
4.76
3.45
2.25
1.30
0.91
0.55
0.34
0.20
25
8.09
6.44
5.45
4.03
2.69
1.56
1.10
0.66
0.40
0.24
100
9.68
7.69
6.48
4.96
3.42
2.00
1.43
0.86
0.50
0.30
Boone,
North Carolina
36,2167N, 81.6667W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.71
4.57
3.83
2.64
1.66
1.00
0.72
0.48
0.31
0.18
10
7.50
6.00
5.06
3.67
2.39
1.46
1.06
0.69
0.44
0.28
25
8.59
6.85
5.78
4.28
2.85
1.77
1.29
0.83
0.52
0.34
100
10.38
8.25
6.95
5.32
3.67
2.35
1.72
1.08
0.65
0.44
Charlotte North Carolina 35.2333N
80.85W
ARI*
5 min.
10 min.
15 min.
30 min. 60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.68
4.54
3.80
2.63
1.65
0.96
0.68
0.41
0.24
0.14
10
7.26
5.80
4.89
3.55
2.31
1.36
0.98
0.59
0.35
0.20
25
8.02
6.38
5.40
4.00
2.66
1.59
1.15
0.70
0.42
0.24
100
9.00
7.15
6.03
4.62
3.18
1.93
1.43
0.87
0.53
0.30
Greensboro, North Carolina
36.975N.
79.9436W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.46
4.36
3.66
2.52
1.58
0.93
0.66
0.40
0.23
0.14
10
6.85
5.48
4.62
3.35
2.18
1.30
0.92
0.56
0.33
0.20
25
7.39
5.89
4.98
3.69
2.46
1.49
1.06
0.65
0.39
0.23
100
7.93
6.30
5.31
4.07
2.80
1.75
1.24
0.78
0.48
0.29
* ART is the Average Return Interval.
** Intensity Duration Frequency table is measured in inches per hour.
8.03.9

0
Table 8.07c
Design Table for Vegetated Spillways Excavated in Erosion Resistant Soils
(side slopes-3 horizontalA vertical)
Discharge
Q
CFS
Slope Range
Bottom
Width
Feet
Stage
Feet
Minimum
Percent
Maximum
Percent
15
3.3
12.2
8
.83
3.5
18.2
12
.69
20
3.1
8.9
8
.97
3.2
13.0
12
.81
3.3
17.3
16
.70
25
2.9
7.1
8
1.09
3.2
9.9
12
.91
3.3
13.2
16
.79
3.3
17.2
20
.70
30
2.9
6.0
8
1.20
3.0
8.2
12
1.01
3.0
10.7
16
.88
3.3
13.8
20
.78
35
2.8
5.1
8
1.30
2.9
6.9
12
1.10
3.1
9.0
16
.94
3.1
11.3
20
.85
3.2
14.1
24
.77
40
2.7
4.5
8
1.40
2.9
6.0
12
1.18
2.9
7.6
16
1.03
3.1
9.7
20
.91
3.1
11.9
24
.83
45
2.6
4.1
8
1.49
2.8
5.3
12
1.25
2.9
6.7
16
1.09
3.0
8.4
20
.98
3.0
10.4
24
.89
50
2.7
3.7
8
1.57
2.8
4.7
12
1.33
2.8
6.0
16
1.16
2.9
7.3
20
1.03
3.1
9.0
24
.94
60
2.6
3.1
8
1.73
2.7
3.9
12
1.47
2.7
4.8
16
1.28
2.9
5.9
20
1.15
2.9
7.3
24
1.05
3.0
8.6
28
.97
70
2.5
2.8
8
1.88
2.6
3.3
12
1.60
2.6
4.1
16
1.40
2.7
5.0
20
1.26
2.8
6.1
24
1.15
2.9
7.0
28
1.05
80
2.5
2.9
12
1.72
2.6
3.6
16
1.51
2.7
4.3
20
1.35
Discharge
Q
CFS
Slope Range
Bottom
Width
Feet
Stage
Feet
Minimum
Percent
Maximum
Percent
80
2.8
5.2
24
1.24
2.8
5.9
28
1.14
2.9
7.0
32
1.06
90
2.5
2.6
12
1.84
2.5
3.1
16
1.61
2.6
3.8
20
1.45
2.7
4.5
24
1.32
2.8
5.3
28
1.22
2.8
6.1
32
1.14
100
2.5
2.8
16
1.71
2.6
3.3
20
1.54
2.6
4.0
24
1.41
2.7
4.8
28
1.30
2.7
5.3
32
1.21
2.8
6.1
36
1.13
120
2.5
2.8
20
1.71
2.6
3.2
24
1.56
2.7
3.8
28
1.44
2.7
4.2
32
1.34
2.7
4.8
36
1.26
140
2.5
2.7
24
1.71
2.5
3.2
28
1.58
2.6
3.6
32
1.47
2.6
4.0
36
1.38
2.7
4.5
40
1.30
160
2.5
2.7
28
1.70
2.5
3.1
32
1.58
2.6
3.4
36
1.49
2.6
3.8
40
1.40
2.7
4.3
44
1.33
180
2.4
2.7
32
1.72
2.4
3.0
36
1.60
2.5
3.4
40
1.51
2.6
3.7
44
1.43
200
2.5
2.7
36
1.70
2.5
2.9
40
1.60
2.5
3.3
44
1.52
2.6
3.6
48
1.45
220
2.4
2.6
40
1.70
2.5
2.9
44
1.61
2.5
3.2
48
1.53
240
2.5
2.6
44
1.70
2.5
2.9
48
1.62
2.6
3.2
52
1.54
260
2.4
2.6
48
1.70
2.5
2.9
52
1.62
280
2.4
2.6
52
1.70
300
2.5
2.6
56
1.69
Example of Use
Given: Discharge, Q = 87 c.f.s. Spillway slope, Exit section (from profile) = 4%
Find: Bottom width and Stage in Spillway
Procedure: Enter table from left at 90 c.f.s. Note that Spillway slope (4%) falls within slope ranges corresponding to
bottom widths of 24, 28, and 32 ft. Use bottom width, 32 ft, to minimize velocity. State in Spillway will be
1.14 ft.
Note: Computations based on: Roughness coefficient, n = 0.40. Maximum velocity 5.50 ft. per sec.
8.07.8 Rev. 5/13

Calculate Skimmer Size
Basin Volume in Cubic Feet 4.428 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 2 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.6 Inch[es]
'In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Calculate Skimmer Size
Basin Volume in Cubic Feet 5,544 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 2 Days Orifice Radius 0.9 Inch[es]
Orifice Diameter 1.8 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

PIPE HYDRA ULICS AND CR4 TE CAPACITY

Project No: 17-18-092 Sheet No: 1 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Amicus Partners, PLLc Subject: Pipe Hydraulics and Grate Ca acit
OBJECTIVE:
Design a series of storm drainage pipes to adequately convey runoff during and after
construction. Verify the grate capacity of all catch basins and drop inlets.
REFERENCES:
1. North Carolina Erosion and Sediment Control Manual, 2018
2. "Stormwater Management Plan," by Amicus Partners PLLC, 10/23/2018_
3. FHWA Urban Drainage Design Program, HY — 22.
4. "Water Resources Engineering," by Mays, Larry W., 2001.
5. NCDOT Roadway Standards
TERMS:
Qio = 10-year peak flow, (ft3/s)
Qi = inlet capacity, (ft3/s)
C = runoff coefficient
Co = orifice coefficient
d = depth of water ponded over grate, (ft)
g = acceleration due to gravity, (ft/s2)
i = rainfall intensity, (in/hr)
A = drainage area, (acres)
a = clear opening area of a grate, (ft)
t, = time of concentration, (min)
GIVEN/REQUIREMENTS:
Minimum design storm = 10-year
�— 4I- SEAL
• 032006 =
.�G' •. GILL r�
[Ref: 1 ]

Am:cus Partners, PLLC
CALCULATIONS:
Project No: 17-18-092 Sheet No: 2
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Subject: Pipe Hydraulics and Grate Capacity
1. Determine grate capacity for catch basins and drop inlets
a. Determine maximum inflow for 10-yr storm for drop inlets and catch basins
Catch
Total Drainage
10-yr Rainfall
Weighted Runoff
10-yr
Basin/
Area (Acres), A
Intensity, i, (in/hr)
Coefficient, C
Flow, Qio
Inlet
[Ref 2]
[Ref 1,
[Ref: 1,
(cfs)
Table 8.03.10]a
Table 8.03a
DI1
0.56
7.26
0.30
1.22
1312
0.54
7.26
0.75
2.94
D14
0.44
7.26
0.90
2.87
Conservative estimate based on minimum time of concentration = 5 min.
b. Determine grate capacity for inlets
- Since inlets are in sag locations, assume orifice control and 50% clogging by
debris. The maximum ponding depth will be evaluated as 0.5 foot.
- Q; = CoA(2gd)05 [Ref: 4, Eq. 16.1.33]
- Opening ratio = 0.46 [Ref: 5, NCDOT 840.03]
- Co = 0.67 [Ref 4]
- Grate capacity for aforementioned structures
0 O;= (0.67) [(0.46) x (6sq.ft)] [(2) x (32.2 fIS2)x(0.5ft)]O5 =10.49 ft3 IS
(50%) Q; = (0.50) x (10.49 ft3 Is) = 5.25 ft3 Is
o The grate capacity far exceeds the calculated ten-year flow

Amicus Partners, PLLC
Project No: 17-18-092 Sheet No: 3 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Subject: Pipe Hydraulics and Grate Capacity
2. Determine pipe sizes for pipes PI — P8
[Ref: 3 ]
Drain
Pipe
Contributing
Drainage areas
[Ref 2]
Flow,
Q
(cfs)
P 1
DI1
1.22
EX. P2
DI1, EX. P2
2.88
P3
DI I, EX. P2, D12
5.82
P4
DI I, EX. P2, D12
5.82
P5
DI1, EX. P2, D12, SF 1
6.31
EX. P6
DI I, EX. P2, D12, SF1,
TD2
14.04
P7
D14
2.87
P8
D14
2.87
Drain
Pipe
Flow,
Q
(cfs)
Slope, S
(ft/ft)
[Ref 2]
Manning's
Coefficient, C
Required
Diameter (in)
[Ref: 3]
Actual
Diameter
(in)
Velocity
(ft/s)a
[Ref: 3]
P1
1.22
0.030
0.012
15
15
5.40
EX. P2
2.88
0.005
0.012
24
24
3.48
P3
5.82
0.007
0.012
24
24
4.78
P4
5.82
0.007
0.012
24
24
4.78
P5
6.31
0.013
0.012
24
24
6.12
EX. P6
14.04
0.006
0.012
30
30
5.64
P7
2.87
0.010
0.012
15
15
4.59
P8
2.87
0.048
0.012
15
15
8.16

Hydraulic Analysis Report
Project Data
Project Title:
Designer:
Project Date: Wednesday, October 24, 2018
Project Units: U.S. Customary Units
Notes:
Channel Analysis: Pipe P1
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 1.2500 ft
Longitudinal Slope: 0.0300 ft/ft
Manning's n: 0.0150
Flow: 1.2200 cfs
Result Parameters
Depth: 0.2994 ft
Area of Flow: 0.2259 ft^2
Wetted Perimeter: 1.2786 ft
Hydraulic Radius: 0.1766 ft
Average Velocity: 5.4018 ft/s
Top Width: 1.0670 ft
Froude Number: 2.0691
Critical Depth: 0.4355 ft
Critical Velocity: 3.2073 ft/s
Critical Slope: 0.0070 ft/ft
Critical Top Width: 1.19 ft
Calculated Max Shear Stress: 0.5605 Ib/ft^2
Calculated Avg Shear Stress: 0.3307 Ib/ft^2

Channel Analysis: Ex. Pipe P2
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 2.0000 ft
Longitudinal Slope: 0.0050 ft/ft
Manning's n: 0.0150
Flow: 2.8800 cfs
Result Parameters
Depth: 0.6186 ft
Area of Flow: 0.8269 ft^2
Wetted Perimeter: 2.3590 ft
Hydraulic Radius: 0.3505 ft
Average Velocity: 3.4829 ft/s
Top Width: 1.8488 ft
Froude Number: 0.9178
Critical Depth: 0.5918 ft
Critical Velocity: 3.7034 ft/s
Critical Slope: 0.0059 ft/ft
Critical Top Width: 1.83 ft
Calculated Max Shear Stress: 0.1930 Ib/ft^2
Calculated Avg Shear Stress: 0.1094 Ib/ft^2

Channel Analysis: Pipe P3
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 2.0000 ft
Longitudinal Slope: 0.0070 ft/ft
Manning's n: 0.0150
Flow: 5.8200 cfs
Result Parameters
Depth: 0.8229 ft
Area of Flow: 1.2185 ft^2
Wetted Perimeter: 2.7855 ft
Hydraulic Radius: 0.4374 ft
Average Velocity: 4.7765 ft/s
Top Width: 1.9684 ft
Froude Number: 1.0699
Critical Depth: 0.8525 ft
Critical Velocity: 4.5577 ft/s
Critical Slope: 0.0062 ft/ft
Critical Top Width: 1.98 ft
Calculated Max Shear Stress: 0.3594 Ib/ft^2
Calculated Avg Shear Stress: 0.1911 Ib/ft^2

Channel Analysis: Pipe P4
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 2.0000 ft
Longitudinal Slope: 0.0070 ft/ft
Manning's n: 0.0150
Flow: 5.8200 cfs
Result Parameters
Depth: 0.8229 ft
Area of Flow: 1.2185 ft^2
Wetted Perimeter: 2.7855 ft
Hydraulic Radius: 0.4374 ft
Average Velocity: 4.7765 ft/s
Top Width: 1.9684 ft
Froude Number: 1.0699
Critical Depth: 0.8525 ft
Critical Velocity: 4.5577 ft/s
Critical Slope: 0.0062 ft/ft
Critical Top Width: 1.98 ft
Calculated Max Shear Stress: 0.3594 Ib/ft^2
Calculated Avg Shear Stress: 0.1911 Ib/ft^2

Channel Analysis: Pipe P5
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 2.0000 ft
Longitudinal Slope: 0.0130 ft/ft
Manning's n: 0.0150
Flow: 6.3100 cfs
Result Parameters
Depth: 0.7269 ft
Area of Flow: 1.0315 ft^2
Wetted Perimeter: 2.5884 ft
Hydraulic Radius: 0.3985 ft
Average Velocity: 6.1171 ft/s
Top Width: 1.9240 ft
Froude Number: 1.4722
Critical Depth: 0.8892 ft
Critical Velocity: 4.6756 ft/s
Critical Slope: 0.0062 ft/ft
Critical Top Width: 1.99 ft
Calculated Max Shear Stress: 0.5897 lb/ft^2
Calculated Avg Shear Stress: 0.3233 Ib/ft"2

Channel Analysis: Pipe P6
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 2.5000 ft
Longitudinal Slope: 0.0060 ft/ft
Manning's n: 0.0150
Flow: 14.0400 cfs
Result Parameters
Depth: 1.2646 ft
Area of Flow: 2.4908 ft^2
Wetted Perimeter: 3.9561 ft
Hydraulic Radius: 0.6296 ft
Average Velocity: 5.6368 ft/s
Top Width: 2.4998 ft
Froude Number: 0.9952
Critical Depth: 1.2610 ft
Critical Velocity: 5.6571 ft/s
Critical Slope: 0.0061 ft/ft
Critical Top Width: 2.50 ft
Calculated Max Shear Stress: 0.4735 Ib/ft"2
Calculated Avg Shear Stress: 0.2357 Ib/ft^2

Channel Analysis: Pipe P7
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 1.2500 ft
Longitudinal Slope: 0.0100 ft/ft
Manning's n: 0.0150
Flow: 2.8700 cfs
Result Parameters
Depth: 0.6343 ft
Area of Flow: 0.6252 ft^2
Wetted Perimeter: 1.9820 ft
Hydraulic Radius: 0.3154 ft
Average Velocity: 4.5907 ft/s
Top Width: 1.2499 ft
Froude Number: 1.1439
Critical Depth: 0.6805 ft
Critical Velocity: 4.2025 ft/s
Critical Slope: 0.0079 ft/ft
Critical Top Width: 1.25 ft
Calculated Max Shear Stress: 0.3958 Ib/ft^2
Calculated Avg Shear Stress: 0.1968 Ib/ft^2

Channel Analysis: Pipe P8
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 1.2500 ft
Longitudinal Slope: 0.0480 ft/ft
Manning's n: 0.0150
Flow: 2.8700 cfs
Result Parameters
Depth: 0.4114 ft
Area of Flow: 0.3519 ft^2
Wetted Perimeter: 1.5275 ft
Hydraulic Radius: 0.2304 ft
Average Velocity: 8.1563 ft/s
Top Width: 1.1747 ft
Froude Number: 2.6263
Critical Depth: 0.6805 ft
Critical Velocity: 4.2025 ft/s
Critical Slope: 0.0079 ft/ft
Critical Top Wdth: 1.25 ft
Calculated Max Shear Stress: 1.2322 Ib/ft^2
Calculated Avg Shear Stress: 0.6900 Ib/ft^2

OPEN CHANNEL HYDRA UL ICS

Project No: 17-18-092 Sheet No: 1 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
°uS Partners, PLLC Subject: Open Channel Hydraulics _
OBJECTIVE:
Design ditchline(s) to adequately convey runoff from various drainage basins.
REFERENCES:
1. NCDEQ Erosion Control Manual, 2017.
2. "Storm Water Management Plan," by Amicus Partners, PLLC, 10/23/2018.
3. Erosion Control Materials Design Software, Ver. 5.0, by North American Green.
4. "Pipe Hydraulics and Grate Capacity," by Amicus Partners, PLLC, 10/23/2018.
TERMS:
Qio = 10-year peak flow, (ft3/s)
Q; = inlet capacity, (ft3/s)
C = runoff coefficient--
i = rainfall intensity, (in/hr)
�� o'. CSSr ' •?�'�
4y�
`�•
A = drainage area, (acres)
= cs-�
4 SEAL f
tc = time of concentration' (min)
.
032006 q
GIVEN/REQUIREMENTS:
`��' 0ry ��`:; �
�,C,. GfPd�.
Minimum design storm = 10-year
%�� �, ; p�`' [Ref 1 ]
CHANNEL TD1:
a. Determine time of concentration
- tc = 5 minutes
- conservative assumption
b. Determine rainfall intensity based
on tc. [Ref: 1, Table 8.03.c]
- i = 7.26 inches/hour
c. Determine runoff coefficient, C
- Total drainage area = 0.56 acres
- Weighted runoff coefficient, C = 0.30 [Ref 1, Table 8.03b]
d. Determine 10-year peak flow
Q10 = CiA
Q,o = (0.30)(7.26in / hr)(0.56acres)=1.22cfs
See attached print outs for velocity and safety factor for shear stress

'owners, PLLc
CHANNEL TD2:
Project No: 17-18-092 Sheet No: 2 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Subject: Open Channel Hydraulics
a. Determine time of concentration
- tc = 5 minutes
- conservative assumption
b. Determine rainfall intensity based on tr.
i = 7.26 inches/hour
c. Total flow = 14.04 cfs
[Ref: 1, Table 8.03.c]
See attached print outs for velocity and safety factor for shear stress
[Ref: 4]

Table 8.03c Intensity Duration Frequency
For use with Rational Method**
Murphy.
North Carolina
35.0961 N. 84.0239W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
4.93
3.94
3.30
2.28
1.43
0.89
0.62
0.38
0.24
0.15
10
6.78
5.42
4.57
3.31
2.16
1.29
0.92
0.55
0.34
0.21
25
7.90
6.29
5.31
3.94
2.62
1.57
1.13
0.68
0.41
0.25
100
9.62
7.64
6.44
4.93
3.40
2.06
1.50
0.90
0.53
0.33
Asheville North Carolina 35.4358N 82.5392W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.21
4.16
3.46
2.41
1.51
0.89
0.63
0.38
0.24
0.14
10
7.06
5.65
4.76
3.45
2.25
1.30
0.91
0.55
0.34
0.20
25
8.09
6.44
5.45
4.03
2.69
1.56
1.10
0.66
0.40
0.24
100
9.68
7.69
6.48
4.96
3.42
2.00
1.43
0.86
0.50
0.30
Boone,
North Carolina
36.2167N, 81.6667W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.71
4.57
3.83
2.64
1.66
1.00
0.72
0.48
0.31
0.18
10
7.50
6.00
5.06
3.67
2.39
1.46
1.06
0.69
0.44
0.28
25
8.59
6.85
5.78
4.28
2.85
1.77
1.29
0.83
0.52
0.34
100
10.38
8.25
6.95
5.32
3.67
2.35
1.72
1.08
0.65
0.44
Charlotte, North Carolina, 35.2333N,
80.85W
ARI*
5 min.
10 min.
15 min.
30 min. 60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.68
4.54
3.80
2.63
1.65
0.96
0.68
0.41
0.24
0.14
10
7.2
5.80
4.89
3.55
2.31
1.36
0.98
0.59
0.35
0.20
25
8.02
6.38
5.40
4.00
2.66
1.59
1.15
0.70
0.42
0.24
100
9.00
7.15
6.03
4.62
3.18
1.93
1.43
0.87
0.53
0.30
Greensboro.
North Carolina
36.975N,
79.9436W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
5.46
4.36
3.66
2.52
1.58
0.93
0.66
0.40
0.23
0.14
10
6.85
5.48
4.62
3.35
2.18
1.30
0.92
0.56
0.33
0.20
25
7.39
5.89
4.98
3.69
2.46
1.49
1.06
0.65
0.39
0.23
100
7.93
6.30
5.31
4.07
2.80
1.75
1.24
0.78
0.48
0.29
* ART is the Average Return interval.
** Intensity Duration Frequency table is measured in inches per hour.
8.03.9

0
Table 8.03b
Value of Runoff Coefficient
(C) for Rational Formula
Land Use
C Land Use
C
Business:
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave.,
0.10-0.15
2-7%
Residential:
Sandy soil, steep,
0.15-0.20
Single-family areas
0.30-0.50
7%
Multi units, detached
0.40-0.60
Heavy soil, flat, 2%
0.13-0.17
Multi units, Attached
0.60-0.75
Heavy soil, ave.,
0.18-0.22
Suburban
0.25-0.40
2-7%
Industrial:
--p Heavy soil, steep,
0
0.25-0.35
Light areas
0.50-0.80
0.30
Heavy areas
0.60-0.90
Agricultural land:
Parks, cemeteries
0.10-0.25
Bare packed soil
Smooth
0.30-0.60
i Playgrounds
0.20-0.35
Rough
0.20-0.50
Cultivated rows
Railroad yard areas
0.20-0.40
Heavy soil no crop
0.30-0.60
Heavy soil with
Unimproved areas
0.10-0.30
crop
0.20-0.50
Streets:
Sandy soil no crop
0.20-0.40
Asphalt
0.70-0.95
Sandy soil with
Concrete
0.80-0.95
crop
0.10-0.25
Brick
0.70-0.85
Pasture
Heavy soil
0.15-0.45
Drives and walks
0.75-0.85
Sandy soil
0.05-0.25
Woodlands
0.05-0.25
Roofs
0.75-0.85
NOTE: The designer must use judgement to select the appropriate C
value within the range for the appropriate land use. Generally, larger
areas with permeable soils, flat slopes, and dense vegetation should
have lowest C values. Smaller areas with slowly permeable soils, steep
slopes, and sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
8.03.6 Rev. 6/06

10/24/2018
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TD-1
ECMDS 6.0
Name
TD-1
Discharge
1.22
Peak Flow Period
1
Channel Slope
0.023
Channel Bottom Width
1
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
D 2-6 in
Vegetation Type
Bunch Type
Vegetation Density
Good 75-95%
Soil Type
Clay Loam
Unreinforced Vegetation - Class D - Bunch Type - Good 75-95%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Depth
Mannings N
Permissable
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks
Staple
Pattern
Unreinforced
Straight 1.22 cfs 0.88 ft/s
0.54 ft
0.12 3.33 Ibs/ft2
0.77 Ibs/ft2
4.34 STABLE
Vegetation
Underlying
Straight 1.22 cfs 0.88 ft/s
0.54 ft
-- 0.05 Ibs/ft2
0.01 Ibs/ft2
7.7 STABLE
Substrate
S75BN
Phase Reach
Discharge
I Velocity
Normal Mannings N
Permissable
Calculated
Safety
Remarks
Staple
II
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 1.22 cfs 0.88 ft/s 0.54 ft 0.12 1.6 Ibs/ft2 0.77 Ibs/ft2 2.08 STABLE D
Unvegetated
https://eemds.com/project/I 38090/channel-analysis/1 52235/show 1 /1

10/24/2018
NORTH
AMERICAN
GREEN'
CHANNEL ANALYSIS
> > > TD-2
ECMDS 6.0
Name
TD-2
Discharge
14.04
Peak Flow Period
1
Channel Slope
0.01
Channel Bottom Width
2
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardence Class
C 6-12 in
Vegetation Type
Mix (Sod and Bunch)
Vegetation Density
Good 75-95%
Soil Type
Clay Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Good 75-95%
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
> Fax [phone]
www.nagreen.com
ECMDS v6.0
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
I Factor
Pattern
unreintorcea Straight 14.04 cts 1.19 ft/s 1.68 ft 0.12 4.2 Ibs/ft2 1.05 Ibs/ft2 4 STABLE --
Vegetation
Underlying Straight 14.04 cfs 1.19 ft/s 1.68 ft -- 0.05 Ibs/ft2 0 Ibs/ft2 11.28 STABLE --
Substrate
S75BN
Phase
Reach
Discharge
Velocity
Normal
Mannings N
Permissable
Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN Straight 14.04 cfs 1.19 ft/s 1.68 ft 0.12 1.6 Ibs/ft2 1.05 Ibs/ft2 1.53 STABLE D
Unvegetated
https:/fecmds.com/projecUl 38090/channel-analysis/152243/show 1 /1

HYDROLOGIC EVALUATION

Project No: 17-18-092 Sheet No: 1 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Ex ansion
Am!cus Partners, PLLC Subject: Hydrologic Evaluation _
OBJECTIVE:
Design a sand filtration system to detain post -developed runoff for the equivalent net -
increase in impervious area. Based on the proposed building expansion, the total net -
increase in impervious area is 18,279 square feet. For the basis on this evaluation, 0.5-acres
was used.
DESIGN CONSIDERATIONS:
The sand filtration system shall be designed according to the standards and requirements set
forth in the North Carolina Manual of Storm Water Best Management Practices. The sand
filters shall be designed to treat the 1-inch storm event while also maintaining pre -developed
flow rates for the 2-yr, 24-hr, and 10-yr, 24-hr SCS storm events as well as safely pass the
25-yr, 24-hr SCS storm event. City of Charlotte storm Frequencies will be used as they are
greater than those of Greensboro.
REFERENCES:
1. "Manual of Storm Water Best Management Practices," by NCDEQ 2017.
2. NCDEQ Erosion and Sediment Control Manual, 2017.
3. "Stormwater Management Plan," by Amicus Partners, PLLC, 10/23/2018.
4. Design Hydrology and Sedimentology for Small Catchments, by C.T. Haan, 1994.
5. HEC-HMS version 4.1, Developed by the Army Corps of Engineers, 2009.
6. United States Department of Agriculture — Web Soil Survey
7. "Pipe Hydraulics and Grate Capacity," by Amicus Partners, PLLC, 10/23/2018. ,
TERMS:
P,; = x-year 24-hour rainfall, (in)
A = drainage area, (acres)
n = manning's coefficient
L = flow length, (ft)
S = slope, (ft)
v = velocity, (ft/s)
tL = SCS lag time, (hrs)
CN = SCS curve number
Q% = x-year flow, W/s)
a = surface flow coefficient
SEAL yr;
032006
4 �
t, = time of concentration, (hrs) ��I 11 � 111 `"
/a•Z3.Za!>
GIVEN/REQUIREMENTS:
Maintain pre -developed runoff rates for 1-yr, 24-hr, and
10-yr, 24-hr storm events
Safely pass the 50-yr, 24-hour storm event
Treat the first inch of runoff up to 85% Total Suspended Solids (TSS) [Ref: 1]
P2 = 3.37 inches [Ref: 2]
Pio = 4.90 inches [Ref: 2]
P25 = 5.82 inches [Ref: 2]
Soil type = CeB2 [Ref 7]
Soil Hydrologic Group = B [Ref: 7]

Project No: 17-18-092 Sheet No: 2 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion _
Amcus Pons, PLLc Subject: Hydrologic Evaluation
I. PRE -DEVELOPED FLOW CALCULATIONS:
1. Calculate composite Curve Number and Time of Concentration for pre -developed
conditions
It will be assumed that the site was primarily wooded prior to development and that the
existing slope of the site was similar to that of post -developed conditions.
Subbasin 1= 0.5 acres
a. Comoosite curve number for Subbasin 1
Soil Type
Ref: 7
Land
Cover
Area (acres)
Ref 3
% Total
Drainage Area
Curve Number
Ref 2, Table 8.03
B
Woods
0.5
100
60
Pre -developed CN = 76
b. Determine physical properties of various flow segments
Sheet
flow
Coefficient Ref: 4, Tables 3.20, 3.21
0.40
Slope ft/ft Ref: 3]
0.023
Length (ft) Ref: 3]
172
c. Determine tc associated with sheet flow.
t _ 0.007(nL)08 _ 0.007[(0.40)(172 ft)�=O.Slhrs
1 ]p°s (I.a 4 A
LJ (3.37in)n 5 (0.023)
d. Determine total pre -developed time of concentration
t, = ti = 0.51 hrs
tL = 0.6(t,�) = 0.6(0.51 hrs) = 0.31 hrs
Total Pre -Developed Runoff from Site
Subbasin 1
Storm Event
Peak Outflow
cfs
2- r
0.14
10- r
0.49
[Ref: 3]
[Ref: 4, Eq. 3.50]
[Ref: 4, Eq. 3.52]
[Ref: 5]

Project No: 17-18-092 Sheet No: 3 of
Date: 10/23/2018
Calcs Performed, By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
c"S Partners, PLLc Subject: Hydrologic Evaluation
H. POST -DEVELOPED FLOW CALCULATIONS:
1. Calculate composite Curve Number and Time of Concentration for post -developed
conditions
Subbasin 1 = 0.5 acres
a. Composite curve number for Subbasin 1
Soil Type
Land
Area
% Total
Curve Number
[Ref: 7]
Cover
(acres)
Drainage Area
[Ref: 1, Table 2-10]
Ref: 6
B
Grass/Lawn
0.11
22 1
61
B
Impervious
1 0.39
1 78
98
Post -developed weighted CN = 90
b. Determine phvsical
Coefficient
4, Tables 3.20
Slope (ft/ft) [1
Leneth (ft) H
erties of various flow seame
Sheet
Shallow
flow
flow
, 3.21
0.24
20.3
Zef 3
0.023
0.023
Zef 31
45
127
[Ref: 61
c. Determine tc associated with sheet flow.
0.007 (nL)o s 0.0.07 [(0.2.4) (45fit)]" S —
tl = os o.�+ _ �� 5 ,i.� — 0.12hrs [Ref: 4, Eq. 3.50]
PZ S (3.37in) (0.023)
d. Determine t, associated with 2°1 segment shallow concentrated flow.
v = aSo 5 = (20.3) (0.023)"' = 3.08 ft / s [Ref 4, Eq. 3.48]
_ L _ 127 ft _
tz O.Olhrs
3600v ^ 3600 (3.08 ft / s)
e. Determine total post -developed time of concentration
to = tl + t2 = 0.12 hrs + 0.01 hrs = 0.13 hrs
tL = 0.6(te) = 0.6(0.13 hrs) = 0.08 hrs [Ref: 4, Eq. 3.52]
*Use a minimum t, of 5 min.

Project No: 17-18-092 Sheet No: 4 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Amicus Partners, PLLC Subject: Hydrologic Evaluation
M. Determine storage volume available in proposed sand filter area
Sand Filter SF-1 [Includes Sediment Forebay and Sand Filter]
Elevation (ft)
Ref: 2
Area (ft')
Ref: 2
Height (ft)
Volume (ft3)
812
473
1
1,109
813
1,744
1
3,260
814
2,559
1
6,268
815
3,456
1
10,212
816
4,433
a. Total volume available in SF-1 (elev. 816.00 ft) = 10,268 ft3
b. Total volume available to emergency spillway (elev. 815.00 ft) = 6,268 ft3
IV. POST -DEVELOPED HYDROLOGIC CONDITIONS:
1. Proposed SAND FILTER Area SF-1
Storm Event
Peak Inflow
(cfs)
Peak Outflow
(cfs)
Peak Storage
(acre-ft)
Peak Elev.
ft
1' Inch
0.29
0.00
0.01
812.43
2- r
1.74
0.12
0.06
813.64
10- r
2.76
0.39
0.08
814.14
25- r
3.37
0.49
0.10
814.40
2. Total Post -Developed Runoff Flowing Off Site
Storm Event
Peak Outflow cfs
2- r
0.12
10- r
0.39
3. Check Regulatory Requirements for Subbasin 1
Q2(p.9) = 0.12 cfs < Q2(pre) = 0.14 therefore ok.
Qio(post) = 0.39 cfs < Qlo(pra) = 0.49 therefore ok.
4. For SF-1
Peak elev. For 25-year storm = 814.40 ft < 816.00 ft
Free board = 1.60 feet > 0.50 feet therefore ok.
[Ref: 6]
[Ref: 7]

Appendices
, Table 8.03e Runoff curve numbers of urban areas'
Curve number for
--- _-_-------------------------- __-Cover Description ------------------------- ---------hydrologic soil group--------
Covertype and hydrologic condition Average percent A B C D
impervious area
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) 3:
Poor condition (grass cover < 50%) .............................
Fair condition (grass cover 50% to 75%) .....................
Good condition (grass cover > 75%) ............................
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way) ........................... ;..... ..........
:..,
I Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way).............. .............. ...- ............... ---- .........
Paved; open ditches (including right-of-way) .............,..
Gravel (including right-of-way) ......................................
Dirt (including right-of-way) ...........................................
Urban districts:
Commercial and business .......................................:........
Industrial...........................................................................
Residential districts by average lot size:
1 /8 acre or less (town houses) .........................................
1 /4 acre............................................................................
1 /3 acre.............................................................................
1 /2 acre.............................................................................
1 acre............................................................................:..
2 acres..............................................................................
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation) 4 ..............................
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
68
79
86
89
49
69
79
84
39
61
74
80
98
98 /
98
98
98
98
98
98
83
89
92
93
76
85
89
91
72
82
87
89
85
89
92
94
95
72
81
88
91
93
65
77
85
90
92
38
61
75
83
87
30
57
72
81
86
25
54
70
80
85
20
51
68
79
84
12
46
65
77
82
77
86
91
94
1. Average runoff condition, and la = 0.2S.
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
Rev. 6/06 8.03.17

Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve numbers for
---------------------------Cover description ------------------------------- --------------hydrologic soil groups-----------
HydrologicCover type conditions3 A B C D
Pasture, grassland, or range— Poor 68 79 86 89
continuous forage for grazing. 2
Meadow --continuous grass, protected
from grazing and generally mowed for
hay.
Brush —brush -weed -grass mixture with
brush the major element. 3
Woods —grass combination (orchard or
tree farm). 5
Woods. 6
Farmsteads —buildings, lanes,
driveways, and surrounding lots.
Fair
49
69
79
84
Good
39
61
74
80
—
30
58
71
78
Poor
48
67
77
83
Fair
35
56
70
77
Good
304
48
65
73
Poor
57
73
82
86
Fair
43
65
76
82
Good
32
58
72
79
Poor
45
66
77
83
Fair
36
60
73
79
Good
301
55
70
77
—
59
74
82
86
1 Average runoff condition, and la = 0.2S.
2 Poor: <50% ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Good. > 75% ground cover and lightly or only occasionally grazed.
3 Poor: <50% ground cover.
Fair: 50 to 75% ground cover.
Good: >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 For runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair. Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
Rev. 6/06 8.03.19

0
Table 8.08j Precipitation Frequency Estimates
For use with NRCS Method**
Murpby,
North C
rolina
35.0961N 84.0239W
ARI*
5 min. 10
min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
0.41
0.66
0.83
1.14
1.43
1.71
1.85
2.29
2.90
3.48
10
0.56
0.90
1.14
1.66
2.16
2.57
2.76
3.32
4.14
6.08
25
0.66
1.05
1.33
1.97
2.62
3.14
3.38
4.05
4.95
6.08
100
0.80
1.27
1.61
2.47
3.40
4.13
4.50
5.38
6.33
7.93
AaKeville, North Carolina 35.4358N. 82.5392W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
0.43
0.69
0.87
1.21
1.51
1.77
1.88
2.30
2.91
3.47
10
0.59
0.94
1.19
1.72
2.25
2.60
2.74
3.29
4.10
4.91
25
0.67
1.07
1.36
2.02
2.69
3.13
3.31
3.96
4.83
5.79
100
0.81
1.28
1.62
2.48
3.42
4.00
4.29
5.12
6.04
7.24
Bonne,
North Carolina
36.2167N, 81.6667W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
0.48
0.76
0.96
1.32
1.66
2.00
2.18
2.85
3.77
4.39
10
0.62
1.00
1.26
1.83
2.39
2.92
3.18
4.10
5.28
6.61
25
0.72
1.14
1.45
2.14
2.85
3.55
3.87
4.94
6.21
8.07
100
0.86
1.38
1.74
2.66
3.67
4.69
5.15
6.47
7.82
10.65
Charlotte, North
Carolina. 35.2333N. 80.85W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr. 24 hr.
(years)
;10 2
0.47
0.76
0.95
1.31
1.65
1.92
2.04
2.46
2.91 7
410
0.60
0.97
1.22
1.77
2.31
2.72
2.93
3.55
4.23
i 25
0.67
1.06
1.35
2.00
2.66
3.17
3.46
4.19
5.04 5.8
100
0.75
1.19
1.51
2.31
3.18
3.85
4.29
5.22
6.36 7.30
Greensboro, North Carolina 36.975N,
79.9436W
ARI*
5 min.
10 min.
15 min.
30 min.
60 min.
120 min.
3 hr.
6 hr.
12 hr.
24 hr.
(years)
2
0.46
0.73
0.91
1.26
1.58
1.85
1.98
2.36
2.81
3.31
10
0.57
0.91
1.16
1.68
2.18
2.60
2.77
3.37
4.02
4.76
25
0.62
0.98
1.25
1.84
2.46
2.98
3.17
3.90
4.71
5.26
100
0.66
1.05
1.33
2.03
2.80
3.46
3.72
4.68
5.81
7.00
* ART is the Average Return Interval.
**Precipitation Frequency Estimates are measured in inches.
8.03.36
Rev. 6/06

Runoff Estimation
Table 3.19 15-min Unit Hydrograph from S-Curve
Time
(min)
S-curve
(cfs)
Smoothed
S-curve
Displaced
S-curve,
UHh
(cfs)
UH
smoothed
0
0
0
0
0
0
15
29
29
0
58
58
30
68
68
29
78
78
45
122
122
68
108
112
60
168
168
122
92
100
75
217
217
168
98
96
90
251
251
217
68
85
105
285
285
251
68
64
120
305
305
285
40
44
135
331
331
305
52
36
150
337
342
331
22
28
165
359
355
342
26
20
180
353
360
355
10
14
195
372
368
360
16
12
210
361
375
368
14
10
225
379
377
375
4
6
240
366
378
377
2
4
255
383
379
378
2
2
270
369
382
379
6
0
285
385
383
382
2
0
300
370
383
383
0
0
315
386
383
383
0
0
330
370
383
383
0
0
345
386
383
383
0
0
360
370
383
383
0
0
k
[
Sum
769
S(t—D')
t eu(t) = [S(t) — S(t—D')1D/D' = [S(t) — S(t-15)130/15.
Kne extensive and generally prevent direct derivation of
it hydrographs for small catchments. Unit hydro -
graphs represent direct stormwater runoff. Baseflow
and/or ground water discharges to streams must be
rernoved from the flow record before unit hydrographs
can be defined from the record. Linsley et al. (1982)
cars be consulted or details. For small catchments,
tynthetic unit hydrographs are generally used. Syn-
thetic unit hydrographs are discussed in detail in the
following sections of this chapter. Several synthetic
unit hydrograph models have been proposed. Gener-
ally theY provide the ordinates of the unit hydrograph
as a function of the time to peak, tF, peak flow rate,
L.
a mathematical or empirical shape description.
75
After presenting procedures for estimating these at-
tributes, several unit hydrograph models are presented.
Estimation of Time Parameters
This section deals with the estimation of the time
parameters D, tL, tp, and tb as shown in Fig. 3.22 and
the time of concentration, tc. Several methods for
estimating these parameters are available. The method
that produces results consistent with good engineering
judgement should be selected for a particular study
area.
The time of concentration is the time it takes for
flow to reach the basin outlet from the hydraulically
most remote point on the watershed. For some areas,
this parameter can be estimated by summing the flow
time for the various flow segments as the water travels
toward the watershed outlet. These segments generally
are overland flow, shallow channel flow toward larger
channels, and flow in open channels, both natural and
improved. The travel time in these various flow seg-
ments depends on the length of travel and the flow
velocity.
Once the velocity in each flow segment is deter-
mined, the time of concentration is determined from
„ Li
tc _ — , (3.47)
—1 Ui
where r1 is the number of flow segments and L, is the
length and vi the flow velocity for the ith segment.
Flow velocity of overland flow and shallow channel
flow can be estimated using results such as those of
lzzard (1946). Regan and Duru (1972), Overton and
Meadows (1976), or from the relationship
u = aS1i' (3.48)
based on information in SCS (1975), where S is in ft/ft
and v is in fps. The coefficient a is contained in Table
3.20.
Regan and Duru (1972) present a method for esti-
mating travel time, tt, over a plane surface based on
the kinematic wave equation [Eq. (3.40)], The equation
is valid for turbulent flow or when the product of the
rainfall excess intensity, ie, in iph and the flow length,
L. in feet is greater than 500. The equation is
0.0155 (nL)"'
tt =. i° :1Sa 3 (3.49)
e
where t, is in hours, n is Manning's n, L is in feet, ie
is in iph, and S is'the slope in ft/ft. Table 3.21
presents some values for it for overland flow surfaces.
The Soil Conservation Service (1986) presents a rela-
tionship attributed to Overton and Meadows (1976) for

76
Table 3.20 Coefficient a for Eq. (3.48)"
Surface
a
Overland flow Ai
Forest with heavy ground litter
2.5
Hay; meadow
2.5
Trash fallow; minimum tillage
5.1
Contour; strip cropped
5.1
Woodland
5.1
Short grass
7.0
Straight row cultivation
8.6
Bare; untilled
10.1
Paved
20.3
Shallow concentrated flow
Alluvial fans 10.1
Grassed waterways 16.1
Small upland gullies 20.3
'Results in fps; multiply by 0.305 to get m/sec
Table 3.21 Manning°s n for Travel Time Computations for
Flow over Plane Surfaces (Soil Conservation Service, 1986)
Chapter 3. Rainfall -Runoff Estimation in Storm Water Computations
Surface description
n"
Smooth surfaces (concrete, asphalt,
gravel, or bare soil
0.011
Fallow (no residue)
0.05
Cultivated soils
Residue cover S20%
0.06
Residue cover >20%
0.17
Grass
Short grass prairie
0.15
Dense grassesh
0.24
Bermudagrass
0.41
Range (natural)
0.13
Woods`
Light underbrush
0.40
Dense underbrush
0.80
"The n values are a composite of information compiled by Engman
(1986).
hIncludes species such as weeping lovegrass, bluegrass, buffalo grass,
blue grama grass, and native grass mixtures.
`When selecting n, consider cover to a height of about 0.1 ft. This is the
only part of the plant cover that will obstruct sheet flow.
travel time for sheet flow over plane surfaces based on
Manning's equation and a kinematic approximation to
the flow equations. The equation is for flow lengths of
less than 300 ft. The friction value or Manning's n is
an effective roughness coefficient that includes the
effect of raindrop impact; drag over plane surfaces;
obstacles such as litter, crop residue, ridges, and rocks;
and the erosion and transport of sediment. These f1
values are for very shallow flow depths of about 0.1 ft
or so. Table 3.21 gives Manning's n values for those
conditions. The relationship for travel time is
D.�07(rrL } a.8
T, - p2u.sso.a (3.50)
where PZ is the 2-year, 24-hr rainfall in inches and the
other terms are as defined for Eq. (3.49). This relation-
ship is based on shallow, steady, uniform flow; a con-
stant rainfall excess intensity; and minor effects from
infiltration.
In urban areas, the travel time may have to be based
on a travel time to a storm drain inlet plus the travel
time through the storm drain itself. Inlet travel time
can generally be computed as the sum of overland flow
and shallow channel flow travel times. Flow in storm
drains would be considered as open channel flow with
the storm drain pipe flowing full. Often large storms
produce runoff rates that exceed the capacity of the
storm drains and some of the runoff bypasses the
drains in the form of concentrated surface flow as open
channel flaw. Such flow should be considered in com-
puting the time of concentration.
Undersized culverts and bridge openings can cause
ponding of flow and a reduction in the average flow
velocity. For small ponds and situations where water is
passing through the pond with little or no storage build
up, the actual travel time through the pond may be
very smalt. If significant storage results, the travel time
is lengthened over that for normal channel flow, and
flow routing as discussed in Chapter 6 must be used_
Flow velocity for open channels can be estimated
from Manning's equation, which is treated in detail in
Chapter 4.
Other methods are available in the form of empirical
equations for estimating t, One such relationship that
is widely used but based on limited data is expressed by
Kirpich (1940)
tc = 0.0078L07(L/H)0.385, (3.51)
where t, is in minutes, L is the maximum length of
flow in feet, and H is the difference in elevation in feet
between the outlet of the watershed and the hydrauli-
cally most remote point in the watershed. Obviously,
Eq. (3.51) does not consider flaw resistance in the form
of overland flow and channel roughness.
Several methods for estimating the lag time of a
watershed are available. One simple method for lag
s

Project: Heilig Road Simulation Run: Pre-Dev 2-yr,24-hr
Start of Run: 170ct2018, 00:00
End of Run: 190ct2018, 00:00
Compute Time: 240ct2018, 11.21:23
Basin Model: Pre -Developed
Meteorologic Model: 2-yr, 24-hr
Control Specifications: Control 1
Hydrologic
Element
Drainage Area
(M12)
Peak Dischar
(CFS)
eTime of Peak
Volume
(AC -FT)
' Subbasin-1
.00078125
0.14
170ct2018, 12:16
0.02
Sink-1
.00078125
0.14
170ct2018, 12:16
0.02

Project: Heilig Road Simulation Run: Pre-Dev 10-yr,24-hr
Start of Run: 170ct2018, 00:00 Basin Model: Pre -Developed
End of Run: 190ct2018, 00.00 Meteorologic Model: 10-yr, 24-hr
Compute Time: 240ct2018, 11:21:28 Control Specifications: Control 1
Hydrologic
Element
Drainage Area
(M12)
Peak Dischar
(CFS)
eTime of Peak
Volume
(AC -FT)
Subbasin-1
.00078125
0.49
170ct2018, 12:13
0.05
Sink-1
.00078125
0.49
170ct2018, 12:13
0.05

Project: Heilig Road
Simulation Run: Post-Dev, 1st Inch Reservoir:
Start of Run: 17Oct2018, 00:00 Basin Model:
End of Run: 19Oct2018, 00:00 Meteorologic Model:
Compute Time: 24Oct2018, 11:34:32 Control Specifications:
Volume Units: AC -FT
Computed Results
Peak Inflow:
0.29 (CFS)
Date/Time of Peak Inflow
Peak Outflow:
0.00 (CFS)
Date/Time of Peak Outflow
Total Inflow :
0.01 (AC -FT)
Peak Storage :
Total Outflow:
0.00 (AC -FT)
Peak Elevation
SF-1
Post -Developed
1st Inch
Control 1
17Oct2018, 04:37
17Oct2018, 00:00
0.01 (AC -FT)
812.43 (FT)

U
U
v
0
LL
Reservoir "SF-1" Results for Run "Post-Dev,1st Inch"
812.450
812,367
812,283
812.200 m
w
[OffiI►iIIIIIIIIIII
812.033
811.950
,.0
0.9
0.8
0.7
0.B
0.5
0.4
0.3
0.2
I
0.1
I
0.0
002 12:00 00.00 12:00 00:00
I 17OcO18 I 180cf2018
Run:Post-Dev, lst Inch Element:SF-1 Rewh:Storage Run:Post-Dev, lst Inch Element:SF-1 Result:Pool Elevation
Run:Post-Dev,lst Inch Element:SF-1 Result:0uttlow --- Run:Post-Dev,1st Inch Element:SF-1 Result:Combined Flow

Project: Heilig Road
Simulation Run: Post-Dev 2-yr,24-hr Reservoir:
Start of Run: 17Oct2018, 00:00 Basin Model:
End of Run: 19Oct2018, 00:00 Meteorologic Model:
Compute Time. 24Oct2018, 11:34:40 Control Specifications:
Volume Units: AC -FT
Computed Results
Peak Inflow : 1.74 (CFS) Date/Time of Peak Inflow:
Peak Outflow : 0.12 (CFS) Date/Time of Peak Outflow
Total Inflow : 0.10 (AC -FT) Peak Storage :
Total Outflow 0.08 (AC -FT) Peak Elevation
SF-1
Post -Developed
2-yr, 24-hr
Control 1
17Oct2018, 11:58
17Oct2018, 12:49
0.06 (AC -FT)
813.64 (FT)

a
U
Q
0
0
0
00:00 12:00
17Oct2018
Run:Post-Dev 2-yr,24-hr Element:SF-1 Result:Storage
— Run:Post-Dev 2-yr,24-hr Element:SF-1 Result:OuMow
Reservoir "SF-1" Results for Run "Post-Dev 2-yr,24-hr"
813.47
813.13
812.80 m
w
4PI,yM
812.13
00:00 12.00 00;00
18Ocf2018
Run:Post-Dev 2-yr,24-hr Element:SF-1 Result:Pool Elevation
--- Run:Post-Dev 2-yr,24-hr Element:SF-1 Result:Comdned Flow

Project: Heilig Road
Simulation Run: Post-Dev 10-yr,24-hr Reservoir:
Start of Run: 17Oct2018, 00:00 Basin Model:
End of Run: 19Oct2018, 00:00 Meteorologic Model:
Compute Time: 24Oct2018, 11:34:49 Control Specifications
Volume Units: AC -FT
Computed Results
Peak Inflow:
2.76 (CFS)
Date/Time of Peak Inflow:
Peak Outflow:
0.39 (CFS)
Date/Time of Peak Outflow
Total Inflow :
0.16 (AC -FT)
Peak Storage :
Total Outflow:
0.15 (AC -FT)
Peak Elevation
SF-1
Post -Developed
10-yr, 24-hr
Control 1
17Oct2018, 11:58
17Oct2018, 12:18
0.08 (AC -FT)
814.14 (FT)

I
u-
,y
v
0
N
3
0
IL
2.5
2.0
a,D
00:00
12.00
170ct2018
Reservoir "SF-1" Results for Run "Post-Dev 10-yr,24-hr"
00:00
12 00
180ct2018
Run:Post-Dev 10-yr,24hr Element:SF-1 Result:Storage Run:Post-Dev tayr,24-hr Element:SF-1 Result:Pool Elevation
Run:PW-Dev 10-yr,24-hr Element:SF-1 Result:0utflow --- Run:Post-Dev 10-yr,24-hr Element:SF-1 Resufl:Combined Flow
814.20
813.93
813.67
813.40
813.13
812.87 w
812.60
812.33
812.07
811.80

Project: Heilig Road
Simulation Run. Post-Dev 25-yr,24-hr Reservoir:
Start of Run: 17Oct2018, 00:00 Basin Model:
End of Run: 19Oct2018, 00:00 Meteorologic Model:
Compute Time 24Oct2018, 11:34:22 Control Specifications:
Volume Units: AC -FT
Computed Results
Peak Inflow :
3.37 (CFS)
Date/Time of Peak Inflow:
Peak Outflow:
0.49 (CFS)
Date/Time of Peak Outflow
Total Inflow :
0.19 (AC -FT)
Peak Storage :
Total Outflow :
0.18 (AC -FT)
Peak Elevation
SF-1
Post -Developed
25-yr, 24-hr
Control 1
17Oct2018, 11:58
17Oct2018, 12:17
0.10 (AC -FT)
814.40 (FT)

0.10-
F 0,08-
L
0
Q 0.06 n�
v
w
0
N 0.04-
00:00 12:00
1 17Oc12018
Reservoir "SF-1" Results for Run "Post-Dev 25-yr,24-hr"
0000
1200
18O018
Run:Post-Dev 25yr,24-hr Element:SF-1 Result:Storage Run:Post-Dev 25-yr,24-hr Element:SF-1 Result:Pool Elevation
Run:Post-Dev 25•yr,24-hr Element:SF-1 ResultAtIlow --- Run:Post-Dev 25•yr,24hr Element:SF-1 Result:Combined Flow
814.13
813.67
813,20 m
w
4PAAM
[-1i UM
00.00

35" 37 30' N
35° 37 14"N
Hydrologic Soil Group —Rowan County, North Carolina
3 3
Map Scale: 1:2,450 T printed on A portrait (8.5" x 11'D sheet
N Mctcrs
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Map projection: Web Mervtor Coaw coordinates: WGS84 Edge tics: UiM Zone 17N WGS84
3S° 3730"N
35° 37 14" N
usnA Natural Resources Web Soil Survey 10/22/2018
Conservation Service National Cooperative Soil Survey Page 1 of 4

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Hydrologic Soil Group —Rowan County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ArA Armenia loam, 0 to 2 C/D 3.0 17.3%
percent slopes,
frequently flooded
CeB2 Cecil sandy clay loam, 2 B 14.1 82.0%
to 8 percent slopes,
moderately eroded
SeS Sedgefield fine sandy C/D 0.1 i0.7%
loam, 1 to 6 percent
slopes
Totals for Area of Interest 17.2 100.0%
USDA Natural Resources Web Soil Survey 10/22/2018
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Rowan County, North Carolina
USDA
2iillliiM
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
Natural Resources Web Soil Survey 10/22/2018
Conservation Service National Cooperative Soil Survey Page 4 of 4

SAND FILTRATION CALCULATIONS

Amicus PaMers, PLLC
OBJECTIVE:
Project No: 17-1.8-092
Date: 10/23/2018
Sheet No: 1 of
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Subject: Sand Filtration System _
Design a proposed sand filtration system to treat the required water quality volume
and provide necessary volume control
DESIGN CONSIDERATIONS:
The following design is for a single sand filtration and sediment forebay facility
designed to treat the 1 st-inch of runoff.
REFERENCES:
"NCDEQ Storm Water BMP Manual," Revised 2017.
2. "Stormwater Management PLan," by Amicus Partners, PLLC, 10/23/2018.
3. NCDEQ Erosion and Sediment Control Manual, 2017.
4. "Hydrologic Evaluation," by Amicus Partners, PLLC, 10/23/2018.
5. FHWA Urban Drainage Design Program, HY-22.
TERMS:f
WQv = water quality volume, (ft) �SS1� • ; °►�
P = rainfall, (in) �Q
AD = drainage area to sand filter, (ft) SE
AL �-
R,, = Volumetric runoff coefficient, (unitless) _ 032006
ha = average head, (ft) G[ms
••`�v
. c • .
hMaxFiher = maximum head on the sand filter, (ft) g 'QZ•4S
AS = surface area of the sedimentation basin, (ft2) '/� r , , ,
I� • tl • z +r �
Af = surface area of the sand filter bed, (ft2 )
Qo = Average rate of outflow from sedimentation chamber, (ft'/sec)
E = trap efficiency of chamber = 0.9, (unitless)
w = settling velocity of particle, (ft/sec)
dF = Depth of the sand filter bed, (ft)
k = coefficient of permeability for the sand filter bed, (ft/day)
t = time required to draw down the WQV through the sand filter bed, (day)
ha = Average head, (ft)
WQP = Water Quality Peak Flow
CPS = Channel Protection Volume
CN = Curve Number
Qa = total runoff for the 1-year, 24-hour storm event
CS, = watershed runoff
hf = average height of water above filter bed (ft)
tf= design filter bed drain time (days)

Project No: 17-18-092 Sheet No: 2 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Amicus Partners, PLLc Subject: Sand Filtration System
GIVEN/REQUIREMENTS FOR SAND FILTERS: [Ref: 11
1. Design Requirements for Sand Filters
a. The sand filtration systems shall meet or exceed 85% removal efficiency of Total
Suspended Solids (TSS).
b. A sediment chamber is required as a pretreatment device for all sand filters. The
sedimentation chamber storage area above the filter media must be sized to hold
50 percent of the water quality volume.
c. Sand filters require a sand filter media with a gravel and perforated pipe
underdrain system. The underdrain system must not limit outflow more than the
filter media and must be designed so that runoff exits the facility within the design
duration. The underdrain system (pipe capacity and orifice capacity) must be
designed assuming that 50 percent of the capacity is lost due to clogging.
d. The underdrain collection system should be equipped with 6-inch minimum
perforated Schedule 40 or stronger PVC pipe or double wall HDPE pipe.
Perforations shall be per AASHTO M278 for PVC pipe, AASHTO M252 for
double wall HDPE pipe, or be 3/8-inch in diameter spaced 3 inches on center
along 4 longitudinal rows that are spaced 90' apart. The pipes shall have a
minimum slope of 0.5% and a maximum spacing of 10 feet on center.
e. An internal water storage (IWS) system is allowed, provided that the filter media
and underdrain system are designed per requirements, specifications and
calculations for infiltration provided in Chapter 18 of the NCDENR Stormwater
BMP Manual. If IWS is used, the WQv should infiltrate the soil within 48 hours.
f. Cleanouts of 6-inch solid PVC must be provided for every 50 linear feet of
underdrain, at all bends, and ends of the system for maintenance purposes. The
top of the cleanouts should extend 6 inches above the top of filter and have a
watertight, vandal proof cap. At least one cleanout shall be installed as an
emergency drain that is flush with the top of filter and have a 6-inch threaded
extension pipe. The furthest cleanout from the outlet must have the minimum
required filter media depth.
g. Underdrain pipes must be placed in the bottom of a 12-inch minimum gravel
layer. The gravel shall be #57 washed stone and must provide a minimum of 4
inches of cover over the pipe(s).
h. The top of the sand filter media must be protected. Washed sod, filter fabric with
number 2 stone on top, or a 1-inch thick debris screen should be used to prevent
large floatables from clogging the system.

Project No: 17-18-092 Sheet No: 3 of
Date: 10/2312018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
icus Portners, PLLc Subject: Sand Filtration System
i. The maximum contributing drainage area for a surface sand filter is 10 acres. The
maximum drainage area for a perimeter sand filter is 2 acres. The maximum
drainage area for an underground sand filter is 5 acres.
j. Sand filter systems are designed for intermittent flow and must be allowed to
drain and re -aerate between rainfall events. They must not be used on sites with a
continuous flow from groundwater, sump pumps, or other sources.
k. No runoff should enter the filter's sand bed until the upstream drainage area is
completely stabilized and site construction if completed. Any disturbed areas
within the drainage area must be identified and stabilized. Filtration controls must
only be constructed after the construction site is stabilized.
1. The filtration media surface area should be sized using Darcy's equation using an
average filtration rate of 1.75 inches/hour.
m. Maximum ponding depth for the water quality storm event is 24 inches with an
additional 36 inches for more severe storm events.
n. All embankments shall be designed per the North Carolina Dam Safety Law of
1967, if applicable, and designed according to the requirements in Section 4.0.6 of
this manual.
o. The top of a sand filter must be flat.

Project No: 17-18-092 Sheet No: 4 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Amlcus Portmt Subject: Sand Filtration System
CALCULATIONS for SAND FILTER SF-1
1. Sand Filter SF-1 (Includes Sediment Foreba;y and Sand Filter)
Elevation (ft)
[Ref: 2]
Area (ft2)
Ref: 2
Height (ft)
Volume (ft3)
812
473
1
1,109
813
1,744
1
3,260
814
2,559
1
6,268
815
3,456
1
10,212
816
4,433
a. Total volume available in SF-1 (elev. 816.00 ft) = 10,212 ft3
b. Total volume available to emergency spillway (elev. 815.00 ft) = 6,268 ft3
Ia. Sand Filter SF-1
Elevation (ft)
[Ref: 2]
Area (ft2)
[Ref: 2
Height (ft)
Volume (ft3)
812
473
1
638
813
803
1
1,612
814
1,145
1
2,975
815
1,580
1
4,740
816
1,950
a. Total volume available in SF-1 (elev. 816.00 ft) = 4,740 ft3
lb. Sand Filter FB-1
Elevation (ft)
Ref: 2]
Area (ft2) 1 Height (ft)
Ref: 2]
Volume (ft3)
812
0
1
471
813
941
1
1,648
814
1,414
1
3,293
815
1,876
1
5,472
816
2,483
a. Total volume available in FB-1 (elev. 816.00 ft) = 5,472 ft3

Project No: 17-18-092 Sheet No: 5 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
'cus Port rs, PL Subject: Sand Filtration System
2. Compute Water Quality Volume (WQv) for area draining to SF-1
a. Compute Runoff Coefficient, Rv, using (Schueler's Method)
i. Rv = 0.05 + 0.009(I) = 0.05 + 0.009(94) = 0.90 [Ref 1 ]
b. Compute Water Quality Volume, WQv [Ref: 1]
i. WQv = 1.0 RvA/12 = (1.0 inches)(0.90)(21,780 ft2)(1 foot/12 inches)
ii. WQv = 1,634 ft3 = 0.038 ac-ft
c. Compute Adjusted Water Quality Volume
i. WQvadj = 0.75(WQv) = (0.75)( 1,634 ft3) = 1,226 ft3 [Ref: 1]
ii. Volume Available SF-1 = 10,212 ft3 > 1,226 ft3 therefore ok
3. Determine the minimum surface area of sediment forebay FB-1
a. AS = 2° x In (1— E) [Ref: 1 ]
w
; QmV lhr
As — 24hr 3600 sec x In (1— 0.9)
0.004(ft/s)
AS=0.066WQV= O.66(1,634ft3)=107ft2
Minimum surface area of FB-I = 107 ft2 < 941 ft2 therefore ok.
4. Determine the minimum surface area of the sand filter
The available head is 4-feet and it will be assumed that the average head is 1-
foot.
(WQI')(dr)
a. A = [Ref: 1 ]
(k)(t)(hu +dr)
— (1,634ft3)(2.Oft) =156� (3.5ft/day)(2.Odays)(lft+2.Oft)
A
A f =156 ft2 < 473 ft2 therefore ok.

Project No: 17-18-092 Sheet No: 6 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
a„ icus Partners, PLLc Subject: Sand Filtration System
6. Determine the maximum allowable head
a. AS(FB-1) = 941 ft' [Ref: 2]
b. Af(SF-1) = 473 ft2
[Ref: 2]
WOL i r 1 226,f 3
c. hM.,, ,1,,, _ `"' _= 0.87 ft [Ref: 1 ]
At. + A1, (941 ft') +(473 ft' )
d. The maximum allowable head is 0.87 ft < 4.0 ft therefore ok. [Ref: 2]
7. Design Inlets and Underdrain System
a. Compute minimum drawdown discharge
i. Water Quality volume = 1,634 ft3
Drawdown = 1,634 ft3/[(40 hours)(3,600sec/hour)]
= 0.011 cfs
b. Compute perforation capacity
i. Number of Perforations = (50 lf)(1 rows/ft)(4 holes/row) = 200 holes
50 percent of perforations = 100 holes
Capacity of one hole = CA(2gh)o.s
=(0.6)(3.1416)[(3/8in)(1/24)]2[(64.4)(3.2ft)]o.s
= 0.017 cfs
Total capacity = (0.017 cfs)(100) = 1.7 cfs
ii. 1.7 cfs > 0.011 cfs therefore ok.
c. Compute underdrain pipe capacity
i. For 6-inch PVC underdrain pipe at 0.005 ft/ft slope:
Capacity of pipe = 0.43 cfs [Ref: 5]
Fifty percent assuming clogging = 0.22 cfs
ii. 0.22 cfs > 0.011 cfs therefore ok

NCDEQ Stormwater BMP Manual
C-6. Sand Filter
NZ
_i
A sand filter is a surface or subsurface device that percolates stormwater down through a
sand media where pollutants are filtered out. Sand filter effluent is usually discharged. Sand
filters are capable of removing a wide variety of pollutant concentrations in stormwater via
settling, filtering, and adsorption processes. Sand filters have been a proven technology for
drinking water treatment for many years and now have been demonstrated to be effective in
removing urban stormwater pollutants including TSS, BOD, fecal coliform, hydrocarbons and
metals. Since sand filters can be located underground, they can also be used in areas with
limited surface space.
Sand filters, as explained below, are designed to treat 0.75 times the design volume. This
"discount" in their sizing is allowed because the water drains through the sand media so
quickly that the stormwater is being treated by the sand filter concurrently with the storm
event.
Rule 15A NCAC 2H .1056. MDC for Sand Filters
SCM Credit Document, C-6. Credit for Sand Filters
C-6. Sand Filter 'I Revised: 1-3-2017

NCDEQ Starmwater BMP Manual
Figure 1: Open Bottom Sand Filter Example: Cross -Section
-- OPTIONAL FLOW DIVERSION - TEMPORARY WATER SURFACE GRAVEL/STONE SURFACE
STRUCTURE r
CLEANOUT ' SAND FILTER MEDIA PROPOSED GRADE
SEDIMENT - (PROVIDE AT T (ASTM C-33 SAND OR
INFLOW CHAMBER f LEAST ONE) EQUIVALENT) OVERFLOW
�r (FOREBAY) 1
3:1
SLOPE L + +
1
PERFORATED STANDPIPE - i
3:1
DETENTION STRUCTURE m z
- • J SLOPE
r
IN -SITU SOIL i OUTFLOW -
PERFORATED PIPE 1 SOLID PIPE
SEASONAL HIGH r
WATER TABLE
NOTES: —_
THE MINIMUM COMBINED VOLUME OF SEDIMENT CHAMBER AND STORAGE ABOVE SAND
FILTER MEDIA IS 0.75 TIMES THE TREATMENT VOLUME.
MAINTAIN SAND FILTER MEDIA SUCH THAT THE INFILTRATION RATE IS GREATER THAN OR
EQUAL TO 2 INCHES PER HOUR (2"MR).
Figure 2: Closed Bottom Sand Filter Example: Cross -Section
OVERFLOW WEIR TRENCH COVER
(SOLID)
TRENCH GRATE
Ol�E�PlfJHO '� • ,
ORIFICE
WATER QUALITY TEMPORARY.POOL
VOLUME
PERMANENT POOL V
- SAND FILTER MEDIA
(ASTM C-33 OR EQUIVALENT)
SEDIMENT SAND FILTER
CHAMBER CHAMBER
(FOREBAY) PERFORATED PIPE
NOTES:
THE MINIMUM COMBINED VOLUME OF SEDIMENT CHAMBER AND STORAGE ABOVE SAND
FILTER MEDIA IS 0.75 TIMES THE TREATMENT VOLUME.
MAINTAIN SAND FILTER MEDIA SUCH THAT THE INFILTRATION RATE IS GREATER THAN OR
EQUAL TO 2 INCHES PER HOUR (2"IHR).
C-6. Sand Filter 2 Revised: 1-3-2017

NCDEQ Stormwater BMP Manual
SAND FILTER MDC 3. SEDIMENT/SAND CHAMBER SIZING.
The volume of water that can be stored in the sediment chamber and the sand chamber
above the sand surface combined shall be 0.75 times the treatment volume. The elevation
of bypass devices shall be set above the ponding depth associated with this volume. The
bypass device may be designed to attenuate peak flows.
The area required for a sand filter device is calculated similarly to many other SCMs:
1. Calculate the design volume.
2. Multiply the design volume by 0.75, a "discount" that is allowed because stormwater
infiltrates so rapidly through the sand media that the stormwater is treated throughout
the storm event. By the end of the storm, the runoff from the beginning of the storm has
already been treated and has exited the sand filter.
3. Divide the discounted design volume by the ponding depth, this will be the minimum
surface area of the sand filter.
There are no MDC related to the shape of the sand filter. One of the biggest advantages of
sand filters is how easily they can be fit to the site. Open -bottom sand filters can be rectangular,
square, circular or irregular. Closed bottom sand filters are usually rectangular.
SAND FILTER MDC 4. MAXIMUM PONDING DEPTH.
The maximum ponding depth from the top of the sand to the bypass device shall be six feet.
The ponding depth is limited to six feet in order to avoid overloading the sand chamber. The
designer is allowed to design the sand filter for peak flow attenuation as long as the six-foot
ponding depth is not exceeded.
SAND FILTER MDC 5. FLOW DISTRIBUTION.
Incoming stormwater shall be evenly distributed over the surface of the sand chamber.
Stormwater flow may be distributed over the surface of the sand chamber via a level spreader, a
pipe distribution system, or a series of weirs.
SAND FILTER MDC 6. SAND MEDIA SPECIFICATION.
Sand media shall meet ASTM C33 or the equivalent.
The media in the sand filter shall be cleaned, washed, course masonry sand such as ASTM
C33 or the equivalent. The sand particles shall be less than 2 mm average diameter.
SAND FILTER MDC 7. MEDIA DEPTH.
The filter bed shall have a minimum depth of 18 inches
the underdrain pipe shall be 12 inches.
The minimum depth of sand above
The filter bed shall have a minimum depth of 18 inches, with a minimum depth of sand above
the drainage pipe of 12 inches.
C-6. Sand Filter
Revised: 1-3-2017

NCDEQ Stormwater BMP Manual
SAND FILTER MDC 8. MAINTENANCE OF MEDIA.
The sand filter shall be maintained in a manner that results in a drawdown of at least two
inches per hour at the sand surface.
The easiest way to determine if the sand media is infiltrating adequately is to divide the depth of
sand by two inches per hour (the minimum allowed infiltration rate) to determine the maximum
number of hours that stormwater should take to drain through the sand chamber. For example,
if the sand is 18 inches deep, the sand chamber should drain in 9 hours or less. When the
filtering capacity has diminished below this level, then remedial actions shall be taken. The first
step is to remove the top few inches of media replace it with fresh media. The removed
sediments should be disposed of in an acceptable manner (e.g., landfill). If the problem still
persists, then all of the sand media may need to be replaced.
SAND FILTER MDC 9. CLEAN -OUT PIPES.
At least one clean -out pipe shall be provided at the low point of each underdrain line. Clean
out pipes shall be capped.
For the clean -out, it is recommended to specify a PVC pipe that has glued clean -out fittings
with screw type caps. It is crucial that the cap be secure so that the stormwater will not leave
the sand filter via the pipe rather than passing through the sand media as intended. In
addition, the ends of each underdrain pipe should be capped to prevent clogging of the
underdrain system.
Recommendations
SAND FILTER RECOMMENDATION 1. DRAINAGE AREA.
It is recommended to grade pervious areas to drain away from sand filters and to limit the
drainage area of a sand filter to five acres or less.
Sand filters will function much better when the drainage area is highly built -upon because this
will greatly reduce the amount of fines that reach the sand filter and potentially cause clogging.
It is particularly important to grade pervious surfaces to drain away from the sand filter in areas
with C and D soils. There is no maximum drainage area for sand filters; however, sand filters
with smaller drainage areas (less than five acres) usually have fewer maintenance issues.
Multiple sand filters can be used throughout a development to provide treatment for larger sites.
SAND FILTER RECOMMENDATION 2. ACCESS TO UNDERGROUND SAND FILTERS.
It is recommended to provide access to underground sand filters that applies with OSHA
regulations.
If a sand filter is to be located underground, safe access must be provided to facilitate cleaning
and maintenance. It is recommended to consult OSHA standards for confined space entry.
C-6. Sand Filter 6 Revised: 1-3-2017

WA Y

Project No: 17-18-092 Sheet No: 1 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion _
Amicus Poorers, PLLC Subject: Concrete Spillway Design
OBJECTIVE:
Determine thickness of concrete spillway and reinforcement requirements for the riser
and foundation/anti-flotation block.
THEORY/DESIGN CONSIDERATIONS:
The riser will be considered as four separate simply supported concrete slabs
designed for the expected hydrostatic loads.
REFERENCES:
1. "Hydrologic Evaluation" by Amicus Partners, PLLC, 10/23/18.
2. "Stormwater Management Plan' by Amicus Partners, PLLC, 10/23/18.
3. American Concrete Institute — Building Code Req. for Reinforced Concrete.
4. "Reinforced Concrete — Mechanics & Design," by McGregor, 1992.
TERMS:
H' = effective height of pressure distribution, (ft)
1= clear span for positive moment, (ft)
P = factored net soil pressure, (lb/ft2)
H = hydrostatic load, (lb/ft)
Wu = factored hydrostatic load, (lb/ft)
WW = weight of displaced water, (lb)
WR = weight of riser, (lb)
WF = weight of spread footing, (lb)
W,: = weight of concrete riser and footing, (lb)
Mu = Design moment, (ft-lb)
Mcap = moment capacity of reinforcement, (ft-lb)
AS = area of steel, (in2)
a = depth of rectangular stress distribution, (in)
D = depth of footing, (ft)
d = effective depth of concrete, (in)
b = width of critical section, (in)
Vu = allowable shear force, (kips)
V,� = shear capacity of concrete, (lb)
fr = 28-day compressive strength of concrete, (lb/in)
fy = yield strength of steel, (kips/in2)
0 = reduction factor
psi
= pounds per square inch
plf
= pounds per linear foot
psf
= pounds per square foot
ksi
= kips per square inch
AF
= area of footing, (ft2)
Fs =
factor of safety
SF -AL ter;
0312006
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Project No: 17-18-092 Sheet No: 2 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Partners, PLLC Subject: Concrete SpillwaySpillw4y Design
GIVEN/REQUIREMENTS — RISER IN SF-1:
Exterior Dimensions of riser = 4.00-ft x 4.00-ft
[Ref: 1]
Bottom of sand filter = 812.00 feet
[Ref: 1]
Bottom Elevation of Riser = 810.50 feet
[Ref: 2]
Top of Riser = 815.00 feet
[Ref: 2]
Maximum Water Elevation = 814.40 feet
[Ref 1]
Diameter of Outlet Pipe = 24-inch
[Ref 1]
fe, = 3,500 psi
fy = 60 ksi
I. RISER CALCULATIONS:
1. Determine effective depth of concrete
l (4.00 ft) (12in / ft)
a. Minimum thickness = t = 20 — 20 2.40in [Ref: 3, Table 9.5(a)]
b. Use a thickness of 6-inches
c. Assume #5 rebar
d. Minimum cover for reinforcement = 1.5-inches
(Assume rebar mat will be located in middle of slab.)
e. d = 6in — 3in — 6 in = 2.69in
2. Determine factored hydrostatic load
a. H'=(814.40ft-410.50ft)=3.90ft
b. H = yH' = (62.4yft3 )(3.90ft) = 243 p1f / ft
c. W„ =1.6H =1.6 (243 plf) = 3 89 plf / ft
3. Determine design moment
a. M. =W„(1)"—(389p1f)(3.00ft)2 = 438lb/
8 8 ft ft
[Ref: 3, 7.7.1]
[Ref: 3, Eq. 9-6]

Project No: 17-18-092 Sheet No: 3 of
Date: 10/23/2018
Calcs Performed By: CAM
Calcs Checked By: NRP
Project Name; Heilig Road Building Expansion
�cus Partners, PLLC Subject: Concrete Spillway Design
4. Determine flexural reinforcement based on moment capacity
a. Assume #5 rebar @ 12-in on center (A = 0.31 in2)
b. Determine depth of rectangular stress distribution of slab
0.85 fab = AS fy
0.85(3,500psi)(a)(12in)=(0.31in2)(60,000psi) [Ref 4, Eq. 4-11]
a = 0.52in
c. Determine moment capacity of reinforcement
M,,=AOf,(d—a2)
Map=(0.31in2)(0.85)(60ksi)(2.69in-0.52inl lft 12irt [Ref: 4, Eq. 4-12b]
2
Map = 3, 202 ft — lb
d. 3,202 ft-lb/ft > 438 ft-lb/ft therefore ok.
5. Determine minimum reinforcement required for flexure
200bd 200( 12in)(2.69in) —
a. AS(�) _ _ — 0.1 lint [Ref: 3, Eq. 10-3]
fy 60000 psi
b. Use #5 @ 12-in on center = 0.31 in
6. Determine minimum reinforcement required in perpendicular direction
a. Shrinkage and temperature reinforcement shall be provided in the direction
perpendicular to the flexural reinforcement.
b. As(.,;.) = 0.0018bt = 0. 00 18 (12in) (6in) = 0.13in2 [Ref: 3, 7.12.2.1]
c. Use #5 @ 12-in on center = 0.31 in

Project No: 17-18-092 Sheet No: 4 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Am�cus Pam-ers, PLLc Subject: Concrete pillway Design
7. Check for shear at the bottom of the riser
a. Determine factored shear strength
V„ =1.15 W'Z =1.15 (438plf l ft)(3.00ft)=7561b/ ft [Ref: 3, 8.3.3]
b. Determine nominal shear strength of concrete [Ref: 3, 7.12.2.11
Vn = 2 f,'bd = 2 ( 3, 500p,ri) (12in) (2.69in) = 3, 819lb / ft [Ref: 3, Eq. 11-3]
c. OVn > Vu —> (0.85) 3, 8191b / ft = 3, 2471b / ft > 43 81b / ft [Ref: 3, Eq. 11-1 ]
therefore ok.
H. FOOTING CALCULATIONS:
1. Determine required area of footing
a. Required area of footing based on buoyancy.
b. Weight of water displaced at maximum pool elevation.
H' = (814.40ft — 810.5ft) = 3.90ft
W,, _ (4.00 ft) (4.00 ft) (3.90 ft) (62.4lb1 ft3) = 3, 8941b
c. Weight of riser walls
WR=[(4.00ft)(2)+(3.00ft)(2)]�12 ft)(4.50ft)(150lbl ft3)=6,3001b
d. Size of footing required
AF = FS (W„, —WR)=1.5(3, 8941b — 6, 3001b) � Olb
e. Use 5.0-ft by 5.0-ft by 1.0-ft foundation for riser
WF=(5. Oft) (5. Oft) (1.Oft) (1501bIft3)=3,7501b>—Olb, therefore o.k.
2. Determine factored net soil pressure
a. Weight of footing
WF=(5.Oft) (5.Oft) (1.Oft) (1501bI ft3)=3,7501b
b. Total weight of riser and footing
Wc =WF+WR=3,7501b+6,3301b=10,0801b

Project No: 17-18-092 Sheet No: 5 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Amicus Partners, PLLC Subject: Concrete Spillway Design
c. Factored net soil pressure
P — FWD — (1.7)(10.08k) = 0.69ksf
AF 25, l
3. Determine effective depth of concrete
a. Minimum cover for reinforcement = 3-inches [Ref: 3, 7.7.1]
b. Assume #5 rebar
c. d =12in — 3in — (1) = 8in
4. Check footing for one-way shear
a. V„ = (0.69ksf)(5.O ft) (2.5
ft — 2.112 f i — 0.67 ft) � Ok
b OV° =02 f°bd [Ref: 3, Eq. 11-3]
= (0.85) ` 3.500psi (60in) (Sin) = 56.8k
c. K, > Vu therefore ok. [Ref: 3, Eq. 11-1]
5. Check footing for two-way shear
a. V„ = 0.69ksf 125ft2 — 4.00 ft + 12
= 3.28k
b OV, = 04 f� bd
[Ref: 4, Eq. 11-35]
= (0.85) 4 3, 500psi (160in) (8in) = 257k
c. �V. > Vu therefore ok. [Ref: 4, Eq. 11-1]
6. Design reinforcement for footing
a. M,, = 0.69kyf 5.fi x 2 = 0.77k— ft
A _ M. — (0.77k— ft)(12in/ft)
b Of,. (d—�/2) (0.85)(60ksi)(8in-0.52in,. [Ref: 4, Eq. 4-12b]
AS 0.Oin2

Project No: 17-19-092 Sheet No: 6 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Amic'S Pon-ers, PLLc Subject: Concrete Spillway Desi
c. Check minimum reinforcement requirements for temperature and shrinkage
A,(..) = 0.0018bd = 0.0018(60in) (8in) = 0.86in2 [Ref: 3, 7.12.2.1]
d. AS = 0.86in2 therefore use two mats of #5 at 12" on center in each direction

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RIP RAP CALCULATIONS

Am�'cus Portrers, PLLC
Project No: 17-18-092 Sheet No: 1 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Subject: Rip Rap Aron
OBJECTIVE:
Design Riprap Apron to dissipate the 10-year flow discharging from FES-1
REFERENCES:
1. North Carolina Erosion and Sediment Control Manual, 2017.
2. "Hydraulics & Grate Capacity Calculations," by Amicus Partners, PLLC,
10/23/2018.
TERMS:
Qio = 10-year peak flow, (ft3/s)
do = diameter of discharge pipe, (in)
dso = median stone size in a well -graded riprap apron, (in)
dma = maximum stone diameter in riprap apron, (in)
La = length of riprap apron, (ft)
W = downstream width of riprap apron, (ft)
cfs = cubic feet per second
Tw = Tailwater
GIVEN/REQUIREMENTS:
•
-=
Minimum design storm = 10-year
= • �� SLAL�•
[Ref: 2]
Qio = 1.22 cfs
_ 032006 :
[Ref 2]
V i o = 5, 40 ft/s
'`.,:'y++*��i¢{rr�,=
[Ref 2]
do = 15
`�r; �(� PA�;,,`
[Ref: 2]
I A 2 3 tea! S
CALCULATIONS:
1. Determine median and maximum stone diameter
a. Determine median stone diameter
- dso = 4"
[Ref: 1, Fig. 8.06a]
b. Determine maximum stone size
- d..x. 1.5 x dso = 1.5(4") = 6.0"
[Ref: 1]
2. Determine dimensions of riprap apron
a. Determine minimum length of riprap apron
- La = 6 ft [Ref: 1, Fig. 8.06a]
b. Determine width of riprap apron
- Upstream width = 34 = 3(1.25 ft) = 3.75 ft [Ref: 1, Fig. 8.06a]
- Downstream width of apron
o W=do+La=1.25ft+6ft=7.25ft
Determine thickness of apron
T = 1.5(dInax) = 1.5(6.0") = 9.0" [Ref: 1]
Use T=9.0"
- Use appropriate filter fabric underneath apron.

Project No: 17-18-092 Sheet No: 2 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig ):toad Building Expansion
Amicus Portners, PLLC SubjectRip Rap Apron
OBJECTIVE:
Design Riprap Apron to dissipate the 10-year flow discharging from FES-2
REFERENCES:
3. North Carolina Erosion and Sediment Control Manual, 2017.
4. "Hydraulics & Grate Capacity Calculations," by Amicus Partners, PLLC,
10/23/2018.
TERMS:
Qio = 10-year peak flow, (ft3/s)
do = diameter of discharge pipe, (in)
dso = median stone size in a well -graded riprap apron, (in)
dma. = maximum stone diameter in riprap apron, (in)
La = length of riprap apron, (ft)
W = downstream width of riprap apron, (ft)
cfs = cubic feet per second
Tw = Tailwater
GIVEN/REQUIREMENTS:
Minimum design storm = 10-year
Qio=6.21 cfs
Vio=6.12ft/s
do = 24"
CALCULATIONS:
3. Determine median and maximum stone diameter
a. Determine median stone diameter
- dso = 6"
b. Determine maximum stone size
- dma. = 1.5 x dso = 1.5(6") = 9.0"
4. Determine dimensions of riprap apron
a. Determine minimum length of riprap apron
- La=8ft
b. Determine width of riprap apron
- Upstream width = 3do = 3(2.0 ft) = 6.0 ft
- Downstream width of apron
o W=do+La=2.0ft+8ft= l0.Oft
c. Determine thickness of apron
T = 1.5(dma.) = 1.5(9.0") = 13.5"
Use T = 15"
Use appropriate filter fabric underneath apron.
[Ref: 2]
[Ref: 2]
[Ref: 2]
[Ref: 2]
[Ref: 1, Fig. 8.06a]
[Ref: 1 ]
[Ref: 1, Fig. 8.06a]
[Ref: 1, Fig. 8.06a]
[Ref: 1 ]

Project No: 17-18-092 Sheet No: 3 of
Date: 10/23/201.8
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Amcus Portrers, PL-C Subject: Rip Rap Aron
OBJECTIVE:
Design Riprap Apron to dissipate the 10-year flow discharging from FES-3
REFERENCES:
5. North Carolina Erosion and Sediment Control Manual, 2017.
6. "Hydraulics & Grate Capacity Calculations," by Amicus Partners, PLLC,
10/23/2018.
TERMS:
Q 1 o = 10-year peak flow, (ft3/s)
do = diameter of discharge pipe, (in)
dso = median stone size in a well -graded riprap apron, (in)
dmax = maximum stone diameter in riprap apron, (in)
La = length of riprap apron, (ft)
W = downstream width of riprap apron, (ft)
cfs = cubic feet per second
Tw = Tailwater
GIVEN/REQUIREMENTS:
Minimum design storm = 10-year [Ref: 2]
Qio = 14.04 cfs [Ref: 2]
Vio = 5.64 ft/s [Ref: 2]
do = 24" [Ref: 2]
CALCULATIONS:
5. Determine median and maximum stone diameter
a. Determine median stone diameter
- dso = 6" [Ref: 1, Fig. 8.06a]
b. Determine maximum stone size
- dmax = 1.5 x dso = 1.5(6") = 9.0" [Ref: 1]
6. Determine dimensions of riprap apron
a. Determine minimum length of riprap apron
- La = 10 ft [Ref: 1, Fig. 8.06a]
b. Determine width of riprap apron
- Upstream width = 3do = 3(2.0 ft) = 6.0 ft [Ref: 1, Fig. 8.06a]
- Downstream width of apron
o W=do+La=2.Oft+l0ft=l2.Oft
c. Determine thickness of apron
T = 1.5(dmax) = 1.5(9.0") = 13.5" [Ref: 1]
Use T = 15"
Use appropriate filter fabric underneath apron.

Project No: 17-18-092 Sheet No: 4 of
Date: 10/23/2018
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Heilig Road Building Expansion
Amicus Partners, PLLC Subject: -Rip Rap Apron
OBJECTIVE:
Design Riprap Apron to dissipate the 10-year flow discharging from FES-4
REFERENCES:
7. North Carolina Erosion and Sediment Control Manual, 2017.
8. "Hydraulics & Grate Capacity Calculations," by Amicus Partners, PLLC,
10/23/2018.
TERMS:
Qio = 10-year peak flow, (ft3/s)
do = diameter of discharge pipe, (in)
dso = median stone size in a well -graded riprap apron, (in)
dm. = maximum stone diameter in riprap apron, (in)
La = length of riprap apron, (ft)
W = downstream width of riprap apron, (ft)
cfs = cubic feet per second
Tw = Tailwater
GIVEN/REQUIREMENTS:
Minimum design storm = 10-year
Q10 = 14.04 cfs
Vio = 5.64 ft/s
do = 24"
CALCULATIONS:
7. Determine median and maximum stone diameter
a. Determine median stone diameter
- dso = 6"
b. Determine maximum stone size
- dmax = 1.5 x dso = 1.5(6") = 9.0"
8. Determine dimensions of riprap apron
a. Determine minimum length of riprap apron
- La=6ft
b. Determine width of riprap apron
- Upstream width = 3do = 3(1.25 ft) = 3.75 ft
- Downstream width of apron
o W=do+La=1.25ft+6ft=7.25ft
c. Determine thickness of apron
T = 1.5(dmax) = 1.5(9.0") = 13.5"
Use T = 15"
Use appropriate filter fabric underneath apron.
[Ref: 2]
[Ref: 2]
[Ref: 2]
[Ref: 2]
[Ref: 1, Fig. 8.06a]
[Ref: 1 ]
[Ref: 1, Fig. 8.06a]
[Ref 1, Fig. 8.06a]
[Ref: 1 ]

Appendices
FE - I
3 a _
Outlet W = Do + La
Pipe I ..
diameter (Do) 1
La 80�—
T i water 0.51)o
.,\ , .i I I
o �-W 5 10 20 50 100 200 500 1000
S` L( 3
I a - Discharge (ft /sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3

Fes — z'
Appendices
1,
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Rev. 12/93 8.06.3

Appendices
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urf�yi,l�'� Ilf!
++ II II pp
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now
1
1 1 1 11 11 11 111
Rev. 12/93 8.06.3

(o )
(6
o
F-Z5 - 4
t�l
Outlet IW = Do + La
PIPe 1
diameter (Do)
T ilwater - 0.51)o
ion
,50
,;i.. .
,n `. o..
40
Appetrdices
3 5 10 20 50 100 200 500 1000
)-: Z g�"r-� Discharge (ft3/sec)
vto !9.(b �5
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 12/93 8.06.3