SW3200102_Custom Plastics Phase 1 Building Expansion Storm Water Calcs (08-28-2020)_20200909

EROSION CONTROL AND
STORMWATER MANAGEMENT CALCULATIONS
For
CUSTOM PLASTICS PHASE I BUILDING EXPANSION
GRANITE QUARRY, NORTH CAROLINA
Prepared For:
Synergy Resources
Attention: Mr. Roger Cook
Prepared By:
Amicus Partners, PLLC
30 Union Street South
Concord, North Carolina 28025
Firm License Number: C-1191
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0320M
08-28-2020
Original Submittal October 2018
2nd Revision — January 2019
3rd Revision - August 2020
Amicus Partners Project No: 17-18-092

SKIMMER BASIN CALCULATIONS

Project No: 17-18-092 Sheet No: of
Date: 01/11/2019
Calcs Performed By: MB
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus 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; Custom Plastics Phase I
Building Expansion," by Amicus Partners, PLLC, 11/01/2019.
TERMS:
Qio = 10-year peak flow, (W/s)
QP = minimum flow through principal spillway, (W/s)
Qe = minimum flow through emergency spillway, (W/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 [Ref. 1]
CALCULATIONS FOR EXISTING BASIN (PHASE I)
1. Basin Dimensions
Exterior embankment side slope = 2:1 > 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: I ]
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
- to = 5 minutes
- conservative assumption

Project No: 17-18-092 Sheet No: of
Date: 01/11/2019
Calcs Performed By: MB
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building 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 = 0.60
d. Determine 10-year peak flow
Q10 = CiA
Q,o = (0.60)(7.26in / hr)(2.46acres)=10.72cfs
3. Determine Basin Volume
Volume for Skimmer Sediment Basin S13-1
[Ref: 1, Table 8.03.c]
[Ref. 1, Table 8.03b]
Elevation (ft)
Ref. 2
Area (ft)
Ref. 2
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 = 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 (10.72 cfs) = 3,484 sq. ft.
- 4,613 sq. ft. > 3,484 sq. ft. therefore ok.

Project No: 17-18-092 Sheet No: of
Date: 01/11/2019
Calcs Performed By: MB
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Skimmer Sediment Basins
4. Check emergency spillway
a. Determine required capacity for emergency spillway
- Qe = Qio = 10.72 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 = 0.69 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 II)
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 tc.
- i = 7.26 inches/hour
c. Determine runoff coefficient, C
- Total drainage area = 4.33 acres
- Weighted runoff coefficient, C = 0.66
o Heavy Industrial Assumed
d. Determine 10-year peak flow
Q10 = CiA
Q,o = (0.66)(7.26in / hr)(4.33acres) = 20.75cfs
[Ref: 1, Table 8.03.c]
[Ref. 1, Table 8.03b]

Project No: 17-18-092 Sheet No: of
Date: 01/11/2019
Calcs Performed By: MB
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Skimmer Sediment Basins
3. Determine Basin Volume
Volume for Sediment Basin SB-2
Elevation (ft)
Ref. 2
Area (ft)
Ref: 2
Height (ft)
Volume (ft)
810
898
1
2,011
811
3,124
1
5,776
812
4,407
1
10,853
813
5,746
1
17,297
814
7,142
a. Total basin volume = 17,297 ft3
b. Determine required basin volume
- Minimum required basin volume = 1,800 ft3/acre [Ref: 1]
Total volume required = (1,800 ft3/acre)(4.33 acres) = 7,794 ft3
- 7,794 ft3 < 17,297 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 (20.75 cfs) = 6,744 sq. ft.
- 6,744 sq. ft. < 7,142 sq. ft. therefore ok.
4. Check emergency spillway
a. Determine required capacity for emergency spillway
- Qe = Qio = 20.75 cfs [Ref: 1]
- Elevation of emergency spillway = 813.0 ft
- Length of spillway = 12 ft [Ref: 2]
- Depth of emergency spillway = 1.0 ft
- Stage = 0.81 ft < 1.0 ft therefore ok. [Ref: 1, Table 8.07c]
5. Design Skimmer for required water storage volume
a. Required water storage volume = 7,794 ft3
b. Desired dewatering time = 2 days
c. A 2.5-inch skimmer is required [Ref: 3]
d. A 1.0-inch orifice radius is required [Ref: 3]
e. A 2.0-inch orifice diameter is required

0
Table 8.03b
Land Use
C
Value of Runoff Coefficient
(C) for Rational Formula i Business:
Downtown areas
0.70-0.95
Neighborhood areas
0.50-0.70
Residential:
Single-family areas
0.30-0.50
Multi units, detached
0.40-0.60
Multi units, Attached
0.60-0.75
Suburban
0.25-0.40
Industrial:
Light areas
Heavy areas
Parks, cemeteries
Playgrounds
Railroad yard areas
Unimproved areas
Streets:
Asphalt
Concrete
Brick
Land Use
.��
C
Lawns:
Sandy soil, flat, 2%
0.05-0.10
Sandy soil, ave.,
0.10-0.15
2-7%
Sandy soil, steep,
0.15-0.20
7%
Heavy soil, flat, 2%
0.13-0.17
Heavy soil, ave.,
0.18-0.22
2-7%
Heavy soil, steep,
7°/
0.50-0.80
°
0.130
0.60-0.90
Agricultural land:
0.10-0.25
Bare packed soil
Smooth
0. Q 0.60
0.20-0.35
Rough
0.20-0.50
Cultivated rows
0.20-0.40
Heavy soil no crop
0.30-0.60
Heavy soil with
0.10-0.30
crop
0.20-0.50
Sandy soil no crop
0.20-0.40
0.70-0.95
Sandy soil with
0.80-0.95
crop
0.10-0.25
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

Table 8.03c Intensity Duration Frequency
For use with Rational Method**
ARV
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
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
* ARI 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 horizontal:1 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
1 .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 7,794 Cu.Ft Skimmer Size 2.6 Inch
Days to Drain* 2 Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 2.0 Inch[es]
' i 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 GRATE C4PACITY

Project No: 17-18-092 Sheet No: I of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Pipe Hydraulics and Grate Capacity
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, 08/28/2020.
3. Hydraulic Toolbox
4. "Water Resources Engineering," by Mays, Larry W., 2001.
NCDOT Roadway Standards
TERMS:
Q10 = 10-year peak flow, (ft3/s)
Q; = 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, (ft2)
L = time of concentration, (min)
GIVEN/REQUIREMENTS:
Minimum design storm = 10-year
[Ref: 1 ]

Project No: 17-18-092 Sheet No: 2 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Pipe Hydraulics and Grate Capacity
CALCULATIONS:
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
DII
0.56
7.26
0.30
1.22
DI2
0.21
7.26
0.75
1.14
DI4
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.
- Qi=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
o Qi=(0.67)[(0.46)x(6sq.ft)][(2)x(32.2 fiIS2)x(0.5ft)105 =10.49 ft3Is
(50%)Qi= (0. 5 0) x (10.49 f3IS) =5.25 f3/s
o The grate capacity far exceeds the calculated ten-year flow

Project No: 17-18-092 Sheet No: 3 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amlous Partners, PLLc Subject: Pipe Hydraulics and Grate Capacity
2. Determine pipe sizes for pipes P1— P8
[Ref: 3]
Drain
Pipe
Contributing
Drainage areas
[Ref:2]
Flow,
Q
(cfs)
PI
DI1
1.22
EX. P2
DI I, EX. P2
2.88
P3
DI I, EX. P2, DI2
4.02
P4A
DI I, EX. P2, DI2
4.02
P413
DI I, EX. P2, DI2
4.02
P5
DI1, EX. P2, DI2, SF
7.62
EX. P6
DI1, EX. P2, DI2, SF1,
TD2
10.02
P7
DI4
2.87
P8
DI4
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
0.015
15
15
5.40
EX. P2
2.88
0.005
0.015
24
24
3.48
P3
4.02
0.007
0.015
24
24
4.32
P4A
4.02
0.007
0.015
24
24
4.00
P413
4.02
0.020
0.015
24
24
6.29
P5
7.62
0.007
0.015
24
24
5.13
EX. P6
10.02
0.006
0.015
2 15
2 15
5.05
P7
2.87
0.010
0.015
15
15
4.59
P8
2.87
0.048
0.015
15
15
8.16

Hydraulic Analysis Report
Project Data
Project Title: Custom Plastics
Designer:
Project Date: Friday, September 04, 2020
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: 4.0200 cfs
Result Parameters
Depth: 0.6744 ft
Area of Flow: 0.9314 ft"2
Wetted Perimeter: 2.4784 ft
Hydraulic Radius: 0.3758 ft
Average Velocity: 4.3163 ft/s
Top Width: 1.8910 ft
Froude Number: 1.0839
Critical Depth: 0.7031 ft
Critical Velocity: 4.0775 ft/s
Critical Slope: 0.0060 ft/ft
Critical Top Width: 1.91 ft
Calculated Max Shear Stress: 0.2946 Ib/ft"2
Calculated Avg Shear Stress: 0.1641 Ib/ft"2

Channel Analysis: Pipe NA
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 4.0200 ft
Longitudinal Slope: 0.0070 ft/ft
Manning's n: 0.0150
Flow: 4.0200 cfs
Result Parameters
Depth: 0.5360 ft
Area of Flow: 1.0060 ft"2
Wetted Perimeter: 3.0053 ft
Hydraulic Radius: 0.3348 ft
Average Velocity: 3.9959 ft/s
Top Width: 2.7331 ft
Froude Number: 1.1607
Critical Depth: 0.5781 ft
Critical Velocity: 3.5800 ft/s
Critical Slope: 0.0051 ft/ft
Critical Top Width: 2.82 ft
Calculated Max Shear Stress: 0.2341 Ib/ft"2
Calculated Avg Shear Stress: 0.1462 Ib/ft"2

Channel Analysis: Pipe P413
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 2.0000 ft
Longitudinal Slope: 0.0200 ft/ft
Manning's n: 0.0150
Flow: 4.0200 cfs
Result Parameters
Depth: 0.5146 ft
Area of Flow: 0.6395 ft"2
Wetted Perimeter: 2.1279 ft
Hydraulic Radius: 0.3006 ft
Average Velocity: 6.2858 ft/s
Top Width: 1.7485 ft
Froude Number: 1.8316
Critical Depth: 0.7031 ft
Critical Velocity: 4.0775 ft/s
Critical Slope: 0.0060 ft/ft
Critical Top Width: 1.91 ft
Calculated Max Shear Stress: 0.6422 Ib/ft"2
Calculated Avg Shear Stress: 0.3751 Ib/ft"2

Channel Analysis: Pipe P5
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 2.0000 ft
Longitudinal Slope: 0.0070 ft/ft
Manning's n: 0.0150
Flow: 7.6200 cfs
Result Parameters
Depth: 0.9580 ft
Area of Flow: 1.4867 ft"2
Wetted Perimeter: 3.0575 ft
Hydraulic Radius: 0.4863 ft
Average Velocity: 5.1253 ft/s
Top Width: 1.9982 ft
Froude Number: 1.0471
Critical Depth: 0.9814 ft
Critical Velocity: 4.9684 ft/s
Critical Slope: 0.0064 ft/ft
Critical Top Width: 2.00 ft
Calculated Max Shear Stress: 0.4184 Ib/ft"2
Calculated Avg Shear Stress: 0.2124 Ib/ft"2

Channel Analysis: Ex. Pipe P6
Notes:
Input Parameters
Channel Type: Circular
Pipe Diameter: 1.7700 ft
Longitudinal Slope: 0.0060 ft/ft
Manning's n: 0.0150
Flow: 10.0200 cfs
Result Parameters
Depth: 1.3300 ft
Area of Flow: 1.9834 ft"2
Wetted Perimeter: 3.7129 ft
Hydraulic Radius: 0.5342 ft
Average Velocity: 5.0520 ft/s
Top Width: 1.5299 ft
Froude Number: 0.7819
Critical Depth: 1.1754 ft
Critical Velocity: 5.7755 ft/s
Critical Slope: 0.0082 ft/ft
Critical Top Width: 1.67 ft
Calculated Max Shear Stress: 0.4980 Ib/ft"2
Calculated Avg Shear Stress: 0.2000 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

Hydraulic Analysis Report
Project Data
Project Title: Custom Plastics
Designer:
Project Date: Friday, September 04, 2020
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

OPEN CHANNEL HYDRA ULICS

Project No: 17-18-092 Sheet No: 1 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus 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, 01/11/2019.
3. Erosion Control Materials Design Software, Ver. 5.0, by North American Green.
4. "Pipe Hydraulics and Grate Capacity," by Amicus Partners, PLLC, 01/11/2019.
TERMS:
Qio
= 10-year peak flow, (W/s)
Q;
= inlet capacity, (ft3/s)
C =
runoff coefficient
i =
rainfall intensity, (in/hr)
A =
drainage area, (acres)
t =
time of concentration, (min)
GIVEN/REQUIREMENTS:
Minimum design storm = 10-year
CHANNEL TD1:
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 = 0.56 acres
- Weighted runoff coefficient, C = 0.30
d. Determine 10-year peak flow
Q10 = CiA
Qio = (0.30)(7.26in / hr)(0.56acres)=1.22cfs
[Ref: 1 ]
[Ref. 1, Table 8.03.c]
[Ref: 1, Table 8.03b]
See attached print outs for velocity and safety factor for shear stress

Amicus Partners, PLLC
CHANNEL TD2:
Project No: 17-18-092 Sheet No: 2 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Subject: Open Channel Hydraulics
a. Determine time of concentration
- tc = 5 minutes
- conservative assumption
b. Determine rainfall intensity based on t,..
i = 7.26 inches/hour
c. Total flow = 9.25 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 Fre uenc
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 36.97 N
7 .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 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,
0.25-0.35
Light areas
7%
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
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 I Permissable
II Shear Stress
Calculated
Shear Stress
Safety Remarks
Factor
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 Velocity
Normal Mannings N
Permissable
Calculated
1.
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
�i�nry 5traignt 1.22 cts 0.8b rt/s 0.54 ft 0.12 1.6 Ibs/ft2 0.77 Ibs/ft2 2.08 STABLE D
Unvegetated
https://ecmds.com/project/l38090/channel-analysis/152235/show 1 /1

1 /14/2019
NORTH
AMERICAN
GREEN
CHANNEL ANALYSIS
> > > TD-2
ECMDS 6.0
Name
TD-2
Discharge
9.25
Peak Flow Period
1
Channel Slope
0.0165
Channel Bottom Width
1
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
I Calculated
Safety
Remarks
I
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
unreintorced
Straight
9.25 cfs
1.72 ft/s
1.18 ft
0.082 4.2 Ibs/ft2
1.22 Ibs/ft2
3.45
STABLE
Vegetation
Underlying
Straight
9.25 cfs
1.72 ft/s
1.18 ft
-- 0.05 Ibs/ft2
0.01 Ibs/ft2
4.54
STABLE -
Substrate
S75BN
Phase
Reach
�Di.ch.�rg.�V.I.city
Normal
Mannings N
Permissable
I Calculated
Safety
Remarks
Staple
Depth
Shear Stress
Shear Stress
Factor
Pattern
S75BN
Straight
9.25 cfs
2.67 ft/s
0.92 ft
0.045 1.6 Ibs/ft2
0.95 Ibs/ft2
1.69
STABLE D
Unvegetated
https://ecmds.com/projecVl 38090/channel-analysis/155734/show 1 /1

HYDROLOGIC EVALUATION

Project No: 17-18-092 Sheet No: 1 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Hydrologic Evaluation
OBJECTIVE:
Design a sand filtration system to detain the runoff for the equivalent net -increase in
impervious area. Based on the proposed building expansion, the total net -increase in
impervious area is 65,687 square feet.
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 for the net -increase in impervious area
while also maintaining existing flow rates for the 2-yr, 24-hr, and 10-yr, 24-hr SCS storm
events as well as safely pass the 50-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, 08/28/2020.
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, 08/28/2020.
8. "Existing Conditions Sheet," by Amicus Partners, PLLC, 08/28/2020.
TERMS:
PX = 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)
GIVEN/REQUIREMENTS:
tL = SCS lag time, (hrs)
CN = SCS curve number
QX = x-year flow, (W/s)
a = surface flow coefficient
L = time of concentration, (hrs)
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]
Pz = 3.37 inches [Ref: 2]
Pio = 4.90 inches [Ref: 2]
Pso = 6.40 inches [Ref: 2]
Soil type = CeB2, ArA, SeB [Ref: 6]
Soil Hydrologic Group = B, C/D [Ref: 6]

Project No: 17-18-092 Sheet No: 2 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Hydrologic Evaluation
I. EXISTING CONDITION FLOW CALCULATIONS:
1. Calculate composite Curve Number and Time of Concentration for pre -developed
conditions
Subbasin 1 = 7.0 acres
a. Combosite curve number for Subbasin 1
Soil Type
[Ref: 6]
Land
Cover
Area (acres)
[Ref: 8]
% Total
Drainage Area
Curve Number
[Ref: 2, Table 8.03 ]
C/D
Imp.
0.46
7
98
B
Imp.
1.87
27
98
B
Lawn
0.83
12
61
B
Woods
3.84
54
60
Pre -developed CN = 73
b. Assume a time of concentration of 5-minutes for a developed site.
c. Runoff for Subbasin 1
Storm Event
Peak Outflow
cfs
2- r
11.51
10- r
23.70
Subbasin 2 = 3.1 acres
a. Combosite curve number for Subbasin 2
Soil Type
[Ref: 6]
Land
Cover
Area (acres)
[Ref: 8]
% Total
Draina e Area
Curve Number
[Ref: 2, Table 8.03 ]
C/D
Imp.
0.43
14
98
B
Imp.
1.71
55
98
C/D
Lawn
0.96
31
61
Pre -developed CN = 87
b. Assume a time of concentration of5-minutes for a developed site.
c. Runoff for Subbasin 2
Storm Event
Peak Outflow
cfs
2- r
9.73
10- r
16.04
[Ref: 8]
[Ref: 5]
[Ref: 8]
[Ref: 5]

Project No: 17-18-092 Sheet No: 3 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Hydrologic Evaluation
Subbasin 3 = 7.9 acres
a. Composite curve number for Subbasin 3
Soil Type
Ref: 6
Land
Cover
Area (acres)
Ref: 8
% Total
Draina e Area
Curve Number
Ref: 2, Table 8.03
B
Imp.
3.3
42
98
B
Lawn
4.6
58
61
Pre -developed CN = 77
b. Assume a time of concentration of 5-minutes for a developed site.
c. Runoff for Subbasin 3
Storm Event
Peak Outflow
(cfs)
2- r
16.23
10- r
30.94
2. Total Existing Runoff Flowing Off Site
Storm Event
Peak Outflow cfs
2- r
37.47
10- r
70.68
[Ref: 8]
[Ref: 5]
[Ref: 7]
II. POST -DEVELOPED FLOW CALCULATIONS:
1. Calculate composite Curve Number and Time of Concentration for post -developed
conditions
Subbasin 1A = 2.5 acres
a. Composite curve number for Subbasin IA
Soil Type
Land
Area
% Total
Curve Number
[Ref: 6]
Cover
(acres)
Drainage Area
[Ref: 1, Table 2-10]
[Ref: 3]
B
Lawn
0.89
36
61
B
Imp.
1.60
64
98
Post -developed weighted CN = 84
b. Assume a time of concentration of 5 minutes
c. Runoff for Subbasin IA
Storm Event
Peak Outflow
(cfs)
2- r
7.3
10- r
12.3
[Ref: 3]
[Ref: 5]

Project No: 17-18-092 Sheet No: 4 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Hydrologic Evaluation
Subbasin 1B = 3.6 acres [Ref: 3]
a. Composite curve number for Subbasin 1B
Soil Type
[Ref: 6]
Land
Cover
Area
(acres)
Ref: 3
% Total
Drainage Area
Curve Number
[Ref: 1, Table 2-10]
C/D
Imp.
0.46
13
98
B
Imp.
0.21
6
98
B
Woods
0.82
23
60
B
Lawn
2.07
58
61
Post -developed weighted CN = 68
b. Assume a time of concentration of 5 minutes
c. Runoff for Subbasin 1B
Storm Event
Peak Outflow
cfs
2- r
4.9
10- r
10.8
Subbasin 2 = 3.5 acres
a. Composite curve number for Subbasin 2
Soil Type
[Ref: 6]
Land
Cover
Area
(acres)
[Ref: 3]
% Total
Drainage Area
Curve Number
[Ref: 1, Table 2-10]
C/D
Imp.
0.82
23
98
B
Imp.
2.15
61
98
B
Lawn
1 0.57
16
61
Post -developed weighted CN = 92
b. Assume a time of concentration of 5 minutes
c. Runoff for Subbasin 2
Storm Event
Peak Outflow
cfs
2- r
13.1
10- r
20.3
[Ref: 5]
[Ref: 3]
[Ref: 5]

Project No: 17-18-092 Sheet No: 5 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Hydrologic Evaluation
Subbasin 3 = 8.4 acres [Ref: 3]
a. Composite curve number for Subbasin 3
Soil Type
Land
Area
% Total
Curve Number
[Ref: 6]
Cover
(acres)
Drainage Area
[Ref: 1, Table 2-10]
Ref: 3
B
Imp.
3.71
44
98
B
Lawn
4.68
1 56
61
Post -developed weighted CN = 77
b. Assume a time of concentration of 5 minutes
c. Runoff for Subbasin 3
Storm Event
Peak Outflow
cfs
2- r
17.2
10- r
32.7
III. Determine storage volume available in proposed sand filter area
CALCULATIONS for SAND FILTER SF-1
1. Sand Filter SF-1 (Includes Sediment Forebay and Sand Filter)
[Ref: 5]
Elevation (ft)
Ref: 2
Area (ft2)
Ref: 2
Height (ft)
Volume (ft3)
810
1,250
1
2,667
811
4,084
1
4,905
812
5,726
1
6,576
813
7,425
1
8,303
814
9,180
a. Total volume available in SF-1 (elev. 814.00 ft) = 22,451 ft3
b. Total volume available to emergency spillway (elev. 813.00 ft) = 14,148 ft'
IV. POST -DEVELOPED HYDROLOGIC CONDITIONS:
1. Proposed SAND FILTER Area SF-1 [Ref: 6]
Storm Event
Peak Inflow
cfs)
Peak Outflow
(cfs)
Peak Storage
(acre-ft
Peak Elev.
ft
1 st Inch
2.4
0.1
0.1
811.2
2- r
7.3
1.0
0.2
812.2
10- r
12.3
3.6
0.3
813.0
50- r
17.4
8.4
0.4
813.4

Project No: 17-18-092 Sheet No: 6 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: hydrologic Evaluation
2. Total Post -Developed Runoff Flowing Off Site
Storm Event
Peak Outflow (cfs)
2- r
35.7
10- r
65.2
3. Check Regulatory Requirements for Watershed
Q2(post) = 35.7 cfs < Q2(p,e) = 37.5 therefore ok.
Qio(post) = 65.2 cfs < Qio(pre) = 70.7 therefore ok.
4. For SF-1
Peak elev. For 50-year storm = 813.4 ft < 814.00 ft
Free board = 0.60 feet > 0.50 feet therefore ok.
5. Stage/Storage Chart Summary for SF-1
[Ref: 7]
Elevation /
Orifice 1
Weir 1
Weir 2/Em.
Outlet
Total Q
Stage (ft)
6 In.
(Controlled by
Spillway
Control Pipe
(cfs)
811.2 Inv.
outlet pipe/struct)
Controlled b
( y
24" Dia.
.196 Area (ft)
6 Ft.
outlet pipe/struct)
40 Length
812.25 Inv.
12 Ft.
Co= 0.62
808.50 Inv.
Cw= 0.62
813 Inv.
Co-_0.62
Cw= 0.62
811.2
0.10
0.00
0.00
0.10
0.10
812.2
1.0
0.00
0.00
1.0
1.0
813.0
1.1
2.5
0.00
3.6
3.6
813.4
1.2
2.8
4.4
8.4
8.4
Stage Discharge
Co = Orifice Coefficient; Cw = Weir Coefficient. Orifice Area unit shall be square feet (sf).

Appendices
Table 8.03e Runoff curve numbers of urban areas' I
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) ...............................................
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 ..............................
lIdle 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
t)8
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
Fair
49
69 79
84
Good
39
61 74
80
Meadow —continuous grass, protected
—
30
58 71
78
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). s
Woods. B
Poor
48
67
77
Fair
35
56
70
Good
30 4
48
65
Poor
57
73
82
Fair
43
65
76
Good
32
58
72
Poor
45
66
77
Fair
36
60
73
Good
30 4
55
70
Farmsteads —buildings, lanes, — 59 74 82
driveways, and surrounding lots.
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.
,3
7
3
,6
,2
9
,3
9
-7
86
Rev. 6/06 8.03.19

0
Table 8.03j Precipitation Frequency Estimates
For use with NRCS Method**
Murphy,
North Carolina
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
Asheville,
North
Caroling
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
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
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)
2
0.47
0.76
0.95
1.31
1.65
1.92
2.04
2.46
2.91 7
10
0.60
0.97
1.22
1.77
2.31
2.72
2.93
3.55
4.23
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
(years)
2
0.46
0.73
0.91
1.26
1.58
1.85
10
0.57
0.91
1.16
1.68
2.18
2.60
25
0.62
0.98
1.25
1.84
2.46
2.98
100
0.66
1.05
1.33
2.03
2.80
3.46
* ART is the Average Return Tnterval.
**Precipitation Frequency Estimates are measured in inches.
8.03.36
3 hr. 6 hr. 12 hr. 24 hr.
1.98
2.36
2.81
3.31
2.77
3.37
4.02
4.76
3.17
3.90
4.71
5.26
3.72
4.68
5.81
7.00
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
f80
353
360
355
10
14
195
372
368
360
16
12
210
361
375
368
14
10
2-15
379
377
375
4
6
240
366
378
377
2
4
B.5
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
F
Sum
769
S(t-D')
bu(t) _ [S(t) - S(t-D')]D/D' _ [S(t) - S(t-15)130/15
are extensive and generally prevent direct derivation of
unit hydrographs for small catchments. Unit hydro -
graphs represent direct stormwater runoff. Baseflow
and/or ground water discharges to streams must be
removed from the flow record before unit hydrographs
can be defined from the record. Linsley et al. (1982)
can be consulted or details. For small catchments,
synthetic 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-
lY they provide the ordinates of the unit hydrograph
a function of the time to peak, tp, peak flow rate,
and 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, te. 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
n L.
to = E ` , (3.47)
i-1 U1
where n is the number of flow segments and Li is the
length and ui 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 = aS1/2 (3.48)
based on information in SCS (1975), where S is in ft/ft
and u 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)O"
tt — io.4So.3 (3.49)
e
where tt 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 n 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)a
Surface
a
Overland flow At
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 Computatloh$
Surface description
na
Smooth surfaces (concrete, asphalt,
gravel, or bare soil
0.011
Fallow (no residue)
0.05
Cultivated soils
Residue cover 520%
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).
hlneludes species such as weeping lovegrass, bluegrass, buffalo grass,
blue grams grass, and native gtass 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 30.0 [t. 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 rooks;
and the erosion and transport of sediment. 'These rt
values are for very shallow flow depths of about 0.1 ft
or so. Table 3.21 gives Manning's ►t values for these
conditions. The relationship for travel time is
0.007(nL)('- i
Tt = p2.55.0.4 (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 flow. Such flow should be considered in corn-
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 small. 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
Mrpich (1940)
tc = 0.0078Lo.77(LIH)0.385, (3.51)
where tc 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 flow 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

Project: Heilig Road Simulation Run: Pre-Dev 2-yr,24-hr
Start of Run: 17Oct2018, 00-00 Basin Model:
End of Run: 19Oct2018, 00:00 Meteorologic Model:
Compute Time: 09Jan2019, 11:19:39 Control Specifications
Pre -Developed
2-yr, 24-hr
Control 1
Hydrologic
Element
Drainage Area
(M12)
Peak Dischar
(CFS)
eTime of Peak
Volume
(AC -FT)
Subbasin-3
0.0124062
16.23
17Oct2018, 11:59
0.88
Subbasin-1
0.0109375
11.51
17Oct2018, 11 59
0.64
Subbasin-2
0.0048438
9.73
17Oct2018, 11:58
1 0.53
Sink-1
0.0281875
37.44
17Oct2018, 11:59 12.05

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: 09Jan2019, 11:19:53 Control Specifications: Control 1
Hydrologic
Element
Drainage Area
(M12)
Peak Dischar
(CFS)
eTime of Peak
Volume
(AC -FT)
Subbasin-3
0.0124062
30.94
170ct2018, 11:59
1.68
Subbasin-1
0.0109375
23.70
170ct2018, 11:59
1.28
Subbasin-2
0.0048438
16.04
170ct2018, 11:58
0.90
Sink-1
0.0281875
70.56
170ct2018, 11:59
3.86

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: 10Jan2019, 14:22:30 Control Specifications
Volume Units: AC -FT
Computed Results
Peak Inflow : 1.97 (CFS) Date/Time of Peak Inflow:
Peak Outflow 0.00 (CFS) Date/Time of Peak Outflow
Total Inflow : 0.07 (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
0.07 (AC -FT)
811.29 (FT)

Reservoir "SF-1" Results for Run "Post-Dev, 1st Inch"
0.08 --
007-
0.0U ._
0.05
U
0.04
rn
o 0.03
U
v
0
FL
0.01
0.00
Z.0
1.8
1.6
1.4 II
1.2
if
1:Q `
0.8
0.6 jI
0.4
I
0.2
0,01----)— ' I F
- 811.40
811.20
811.00
810.80
810.60
w
810.40
810.20
- 810.00
- 809.80
00:00 12:00 00:00 12:00 00:00
170ct2018 180ct2018
------ Run:Post-Dev, 1st Inch Element:SF-1 Result:Storage Run:Post-Dev,1st Inch Element:SF-1 Result:Pool Elevation
Run:Post-Dev, 1st Inch Element:SF-1 Result:0utflow --- Run:Post-Dev, 1st Inch Element:SF-1 Result:Combined Flow

Project: Heilig Road Simulation Run: Post-Dev 2-yr,24-hr
Start of Run: 170ct2018, 00.00 Basin Model: Post -Developed
End of Run: 190ct2018, 00:00 Meteorologic Model: 2-yr, 24-hr
Compute Time: 10Jan2019, 14:23:16 Control Specifications: Control 1
Hydrologic
Element
Drainage Area
(M12)
Peak Dischar
(CFS)
eTime of Peak
Volume
(AC -FT)
Subbasin-3
0.0131094
17.15
170ct2018, 11:59
0.93
Subbasin-1 B
0.0063281
5.53
170ct2018, 12:00
0.31
Subbasin-1A
0.0032188
4.21
170ct2018, 11:59
0.23
SF-1
0.0032188
0.43
170ct2018, 12:34
0.14
Junction-1
0.0095469
5.53
170ct2018, 12:00
0.45
Subbasin-2
0.0055312
13.11
170ct2018, 11:58
0.74
Sink-1
0.0281875
135.64
170ct2018, 11:59
2.13

L.VV
4.5
4.0
3.5
3.0
2.5
N
w
U
3 2.0
0
1.5
1.0
0.5
0.0
00:00
Reservoir "SF-1" Results for Run "Post-Dev 2-yr,24-hr'
811.80
811.47
811.13
F-11111EIrm
810.13
809.80
12:00 00:00 12:00 00:00
170ct2018 I 180ct2018
------ Run:POST-DEV 2-YR,24-HR Element:SF-1 Result:Storage — — Run:POST-DEV 2-YR,24-HR Element:SF-1 Result:Pool Elevation
Run:Post-Dev 2-yr,24-hr Element:SF-1 Result:Outflow --- Run:POST-DEV 2-YR,24-HR 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 Times
10Jan2019, 14:23:16 Control Specifications:
Volume Units: AC -FT
Computed Results
Peak Inflow:
4.21 (CFS) Date/Time of Peak Inflow:
Peak Outflow :
0.43 (CFS) Date/Time of Peak Outflow
Total Inflow :
0.23 (AC -FT) Peak Storage :
Total Outflow :
0.14 (AC -FT) Peak Elevation
SF-1
Post -Developed
2-yr, 24-hr
Control 1
17Oct2018, 11:59
17Oct2018, 12:34
0.11 (AC -FT)
811.74 (FT)

Project: Heilig Road Simulation Run: Post-Dev 10-yr,24-hr
Start of Run: 170ct2018, 00:00
End of Run: 190ct2018, 00.00
Compute Time: 10Jan2019, 14:23:24
Basin Model: Post -Developed
Meteorologic Model: 10-yr, 24-hr
Control Specifications: Control 1
Hydrologic
Element
Drainage Area
(M12)
Peak Dischar
(CFS)
eTime of Peak
Volume
(AC -FT)
Subbasin-3
0.0131094
32.70
170ct2018, 11:59
1.78
Subbasin-1 B
0.0063281
112.18
170ct2018, 11:59
0.66
Subbasin-1A
0.0032188
8.03
17Oct2018, 11:59
0.44
SF-1
0.0032188
1.03
170ct2018.12:23
0.34
Junction-1
0.0095469
12.88
170ct2018, 11:59
1.01
Subbasin-2
0.0055312
20.27
170ct2018, 11:58
1.18
Sink-1
0.0281875
65.59
170ct2018, 11:59
3.96

Reservoir "SP" Results for Run "Post-Dev 10-yr,24-hr'
0.20
P 0.15
LL
U
Q
rn 0.10
L
0
y
N
0
LL
0.05
0.00
812.68
811.89
811.09 w
810.30
809.50
00:00 12:00 00:00 12:00 00:00
110ct2018 1 180ct2018
------ Run:POST-DEV 10-YR,24-HR Element:SF-1 Result Storage
Run:POST-DEV 10-YR,24-HR Element:SF-1 Result:Pool Elevation
Run:Post-Dev 10-yr,24-hr Element:SF-1 Result:Outflow --- Run:POST-DEV 10-YR,24-HR Element:SF-1 Result:Combined 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: 10Jan2019, 14:23:24 Control Specifications:
Volume Units: AC -FT
Computed Results
Peak Inflow :
8.03 (CFS)
Date/Time of Peak Inflow:
Peak Outflow :
1.03 (CFS)
Date/Time of Peak Outflow
Total Inflow :
0.44 (AC -FT)
Peak Storage :
Total Outflow:
0.34 (AC -FT)
Peak Elevation
SF-1
Post -Developed
10-yr, 24-hr
Control 1
17Oct2018, 11:59
17Oct2018, 12:23
0.21 (AC -FT)
812.65 (FT)

Project: Heilig Road Simulation Run: Post-Dev. 50-yr,24-hr
Start of Run: 170ct2018, 00:00 Basin Model: Post -Developed
End of Run: 190ct2018, 00:00 Meteorologic Model: 50-yr, 24-hr
Compute Time: 10Jan2019, 14:23:29 Control Specifications: Control 1
Hydrologic
Element
Drainage Area
(M12)
Peak Dischar
(CFS)
eTime of Peak
Volume
(AC -FT)
Subbasin-3
0.0131094
48.94
170U2018, 11:58
2.68
Subbasin-1 B
0.0063281
19.46
170ct2018, 11:59
1.05
Subbasin-1 A
0.0032188
12.02
170ct2018, 11:58
0.66
SF-1
0.0032188
3.10
170U2018, 12:09
0.57
Junction-1
0.0095469
20.55
170ct2018, 11:59
1.62
Subbasin-2
0.0055312
27.22
1170ct2018, 11:58
11.61
Sink-1
0.0281875
96.56 1
170ct2018, 11:58
5.91

Project: Heilig Road
Simulation Run: Post-Dev. 50-yr,24-hr Reservoir:
Start of Run: 17Oct2018, 00:00 Basin Model:
End of Run: 19Oct2018, 00:00 Meteorologic Model:
Compute Time: 10Jan2019, 14:23:29 Control Specifications:
Volume Units: AC -FT
Computed Results
Peak Inflow :
12.02 (CFS)
Date/Time of Peak Inflow:
Peak Outflow:
3.10 (CFS)
Date/Time of Peak Outflow
Total Inflow :
0.66 (AC -FT)
Peak Storage :
Total Outflow :
0.57 (AC -FT)
Peak Elevation
SF-1
Post -Developed
50-yr, 24-hr
Control 1
17Oct2018, 11:58
17Oct2018, 12:09
0.30 (AC -FT)
813.39 (FT)

0
�0
u-
QO
0
0
0
r
(D0
0
f]
Reservoir "SP" Results for Run "Post-Dev. 50-yr,24-hr"
813.50
812.93
812.36
811.79
a�
811.21 w
810.64
810.07
809.50
00.00 12:00 00:00 12:00 00:00
170ct2018 180ct2018
Run:Post-Dev. 50-yr,24-hr Element:SF-1 Result:Storage Run:Post-Dev. 50-yr,24-hr Element:SF-1 Result:Pool Elevation
Run:Post-Dev. 50-yr,24-hr Element:SF-1 Result;0utflow --- Run:Post-Dev. 50-yr,24-hr Element:SF-1 Result:Combined Flow

W 37YrN
35" 3714" N
Hydrologic Soil Group —Rowan County, North Carolina 3.
P
5471(0 547160 547220 517m 547MG
3
Map Scale: 1:2,450 if printed on A portrait (8.5" x 11") sheet
Metes
N
0 35 70 140 210
Fec�
!) 100 200 400 600
Map projection: Web Mercator Comer morclinates: WGS84 Edge tics: UiM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
35° 37 30" N
35° 3714" N
547400 547460
3
10/22/2018
Page 1 of 4

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Hydrologic Soil Group —Rowan County, North Carolina
Hydrologic Soil Group
Map unit symbol Map Rating Acres in AOI Percent AOI
unit name of
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
SeB Sedgefield fine sandy C/D
0.1
0.7%
loam, 1 to 6 percent
slopes
Totals for Area of Interest
17.2
100.0%
USDA Natural Resources
i Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/22/2018
Page 3 of 4

Hydrologic Soil Group —Rowan County, North Carolina
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 F'ILTR,4 TIQN CAL CULA TIONS

Project No: 17-18-092 Sheet No: I of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Sand Filtration System
OBJECTIVE:
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:
1. "NCDEQ Storm Water BMP Manual," Revised 2017.
2. "Stormwater Management PLan," by Amicus Partners, PLLC, 08/28/2020.
3. NCDEQ Erosion and Sediment Control Manual, 2017.
4. "Hydrologic Evaluation," by Amicus Partners, PLLC, 08/28/2020.
5. FHWA Urban Drainage Design Program, HY-22.
TERMS:
D,, = design volume, (W)
DD,, = discounted design volume, (W)
I = Impervious fraction, (unitless)
A = drainage area, (acres)
R, = Volumetric runoff coefficient, (unitless)
Rd = design storm depth, (inches)
Af = surface area of the sand filter bed, (ff)
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)
hf = depth of water above filter bed for design volume (ft)
Qm = media capacity, (cfs)
Qd = underdrain design flow, (cfs)
n = roughness factor, (unitless)
S = underdrain slope, (ft/ft)
D = required diameter of underdrain pipe, (inches)

Project No: 17-18-092 Sheet No: 2 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Sand Filtration System
GIVEN/REQUIREMENTS FOR SAND FILTERS: [Ref: 11
1. Design Requirements for Sand Filters
a. 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.
b. Sand Filters shall be sized to treat the 1st -inch of runoff.
c. The sand filtration systems shall meet or exceed 85% removal efficiency of Total
Suspended Solids (TSS).
d. The minimum separation between the lowest point of the sand filter system and
SHWT shall be 2-feet for open -bottom designs.
e. If the sand filter is designed to attenuate peak flows, additional surface area may
be added in the sediment forebay only. The sand filter must be designed so that
50% of the treatment volume can be stored in the sand chamber below the first
bypass device.
f. The maximum ponding depth is limited to six feet.
g. Sand media shall meet ASTM C33. The sand particles shall be less than 2 mm
average diameter.
h. The filter bed shall have a minimum depth of 18-inches. The minimum depth of
sand above the underdrain pipe shall be 12-inches.
i. The sand filter shall be maintained in a manner that results in a drawdown of at
least 2-inches per hour at the sand surface.
j. At least one clean -out pipe shall be provided at the low point of each underdrain
line.

Project No: 17-18-092 Sheet No: 3 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Sand Filtration System
CALCULATIONS for SAND FILTER SF-1
1. Sand Filter SF-1 (Includes Sediment Forebav and Sand Filterl
Elevation (ft)
[Ref: 2]
Area (ft2)
[Ref: 2]
Height (ft)
Volume (W)
810
1,250
1
2,667
811
4,084
1
4,905
812
5,726
1
6,576
813
7,425
1
8,303
814
9,180
a. Total volume available in SF-1 (elev. 814.00 ft) = 22,451 ft'
b. Total volume available to emergency spillway (elev. 813.00 ft) = 14,148 ft'
la. Sand Filter SF-1
Elevation (ft)
[Ref: 2]
Area (ff)
[Ref: 2]
Height (ft)
Volume (W)
810
1,225
1
1,634
811
2,042
1
2,452
812
2,863
1
3,288
813
3,713
1
1 4.151
814
1 4,590
a. Total volume available in SF-1 (elev. 814.00 ft) = 11,525 ft'
lb. Forebav FB-I
Elevation (ft)
[Ref: 2]
Area (ft2)
[Ref: 2]
Height (ft)
Volume (W)
810
0
1
1,021
811
2,042
1
2,453
812
2,863
1
3,288
813
3,713
1
1 4.152
814
1 4,590
a. Total volume available in FB-1 (elev. 814.00 ft) = 10,914 ft'

Project No: 17-18-092 Sheet No: 4 of
Date: 08/28/2020
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Sand Filtration System
2. Compute Design Volume (Dv) for area draining to SF-1
a. Compute Runoff Coefficient, Rv, using (Schueler's Method)
i. I = (1.60-acres Imp.)/(2.50-acres total) = 0.64
ii. Rv = 0.05 + 0.009(I) = 0.05 + 0.009(64) = 0.63
b. Compute Design Volume, Dv
i. Dv = 3,630(RD)( (Rv)(A) = 3,630(1.0)(0.63)(2.5)
ii. Dv = 5,717 ft3 or 0.13 ac-ft
iii. DDv = 0.75Dv = 0.75(5,717 ft) = 4,288 ft3
3. Size Filtration Bed Chamber
a. Assume Max Ponding Depth of 3.5-feet
b. Minimum surface area required (Af) = DDV/hf
c. Af = (DDv)/(hf) = 4,288 ft3/3.5 ft = 1,225 ft2
d. Length to Width Ratio > 2:1
e. Use 125' x 10' = 1,250 ft2 > 1.225 ff
4. Compute Filter Media Capacity
[Ref: 1 ]
[Ref: 1 ]
[Ref: 1 ]
i. Media Capacity = (Af)(k)(hf+df)/df
ii. k = 2in/hour = 0.0000463 ft/sec
iii. Media Capacity = (1,225 ft2)(0.0000463 ft/s)(3.5-ft + 1.5-ft)/(1.5 ft)
iv. Media Capacity = 0.19 cfs
5. Design Inlets and Underdrain System [Ref: 1]
a. Apply fact or of safety of 10
Qd = IOQm = 10(0.19 cfs) = 1.9 cfs
3Qd)�3)
(1.9cfs)0.011 8
b. D =16( =16 = 4.3inches
So.s
(0.5)
c. 4.3 inches < 5.13 inches therefore use two 4" pipes.

NCDEQ Stormwater BMP Manual
C-6. Sand Filter
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 1 Revised: 1-3-2017

NCDEQ Stormwater BMP Manual
Figure 1: Open Bottom Sand Filter Example: Cross -Section
- OPTIONAL FLOW DIVERSION �� TEMPORARY WATER SURFACE - GRAVELISTONE SURFACE
r STRUCTURE CLEANOUT
� f SAND FILTER MEDIA PROPOSED GRADE
SEDIMENT -7 (PROVIDE AT f (ASTM C-33 SAND OR
INFLOW CHAMBER LEAST ONE) EQUIVALENT) OVERFLOW
—� � (FOREBAY) r
3:1
SLOPE
PERFORATED STANDPIPE
2SLOPE
.1
DETENTION STRUCTURE co z g a
IN -SITU SOIL OUTFLOW
PERFORATED PIPE - SOLID PIPE
z
SEASONAL HIGH
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"iHR).
Figure 2: Closed Bottom Sand Filter Example: Cross -Section
OVERFLOW WEIR TRENCH COVER
TRENCH GRATE - (SOLID)
ORIFICE
WATER QUALITY TEMPORARY PgOL
VOLUME
PERMANENT POOL
F
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'YHR).
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 minimum depth of sand above
the underdrain pipe shall be 12 inches.
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
5
Revised: 1-3-2017

NCDEQ Stormwater BMP Manual
KZ
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.
Kecommendations
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

CONCRETE ,SPILL WA Y

Project No: 17-18-092 Sheet No: I of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, 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, 01/11/19.
2. "Stormwater Management Plan" by Amicus Partners, PLLC, 01/11/19.
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/ft)
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)
Wc = 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)
V„ = allowable shear force, (kips)
Vc = shear capacity of concrete, (lb)
f c = 28-day compressive strength of concrete, (lb/in2)
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, (ft)
Fs =
factor of safety

Project No: 17-18-092 Sheet No: 2 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Concrete Spillway Design
GIVEN/REQUIREMENTS — RISER IN SF-1:
Exterior Dimensions of riser = 4.00-ft x 4.00-ft
[Ref. 1]
Bottom of sand filter = 810.00 feet
[Ref. 1]
Bottom Elevation of Riser = 808.50 feet
[Ref. 2]
Top of Riser = 813.00 feet
[Ref. 2]
Maximum Water Elevation = 813.39 feet
[Ref. 1]
Diameter of Outlet Pipe = 24-inch
[Ref. 1]
f � = 3,500 psi
fy=60ksi
I. RISER CALCULATIONS:
1. Determine effective depth of concrete
a. Minimum thickness = t = Z I = 20(4.00ft)(12in1 ft) = 2.40in [Ref. 3, Table 9.5(a)]
b. Use a thickness of 6-inches
c. Assume 95 rebar
d. Minimum cover for reinforcement = 1.5-inches
(Assume rebar mat will be located in middle of slab.)
e. d = 6in — 3in — 5in = 2.69in
(16)
2. Determine factored hydrostatic load
a. H'=(813.39ft-808.50ft)=4.89ft
b. H=yH'=(62.41b/ft3) (4.89fl) = 3 05p1f / fi
c. W„ =1.6H=1.6(305p1f) = 488p1f / ft
3. Determine design moment
Wu (1)Z — (488p1f)(3.00ft)2
a. M = — 8=549ft — lb/ ft
8
[Ref. 3, 7.7.1 ]
[Ref. 3, Eq. 9-6]

Project No: 17-18-092 Sheet No: 3 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Concrete Spillway Design
4. Determine flexural reinforcement based on moment capacity
a. Assume 95 rebar @ 12-in on center (As = 0.31 in2)
b. Determine depth of rectangular stress distribution of slab
0.85fab=ASfy
0.85(3,500psi)(a)(12in)=(0.31iII2)(60,000psi) [Ref:4,Eq. 4-11]
a = 0.52in
c. Determine moment capacity of reinforcement
M�=Asofy(d—a2)
Mom, =(0.3lin2)(0.85)(60ksi)(2.69in-0.52in2)� 1in
2[Ref. 4, Eq. 4-12b]
Mom,=3,202ft—lb
d. 3,202 ft-lb/ft > 549 ft-lb/ft therefore ok.
5. Determine minimum reinforcement required for flexure
200bd 200 (12in) (2.69in) —
a. A _ _ — 0.1 lin2 [Ref: 3, Eq. 10-3]
fy 60000psi
b. Use 45 @ 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 = 0.0018(12in)(6in) = 0.13in2 [Ref. 3, 7.12.2.1]
c. Use 95 @ 12-in on center = 0.31 in

Project No: 17-18-092 Sheet No: 4 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Concrete Spillway Design
7. Check for shear at the bottom of the riser
a. Determine factored shear strength
V, =1.15 Wul =1.15 (488 plf / 2) (3.00 ft) = 8421b / ft
b. Determine nominal shear strength of concrete
V„ = 2 f bd = 2( 3,500psi)(12in)(2.69in) = 3,8191b/ ft
c. OVn > V, —>(0.85) 3, 8191b / f = 3, 2471b / f > 8421b / f
therefore ok.
II. 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' _ (813.39 ft — 808.50 ft) = 4.89 ft
W,„ _ (4.00 ft) (4.00 ft) (4.89 ft) (62.4lbl f 3) = 4, 882/b
c. Weight of riser walls
[Ref. 3, 8.3.3]
[Ref. 3, 7.12.2.1]
[Ref. 3, Eq. 11-3]
[Ref. 3, Eq. 11-1 ]
WR=[(4.00ft)(2)+(3.00ft)(2)]� 2 ftJ(4.50ft)(1401b/ft3)—
(2 — f)z z f) (140lb/f 3) = 3, 9701b
d. Size of footing required
AF = T (W,„ — WR)=1.5(4, 882/b — 3, 9701b) =1, 092/b
e. Use 5.0-ft by 5.0-ft by 1.0-ft foundation for riser
WF = (5.0 f) (5.0 f) (1.0 f) (140lbl f 3) = 3, 5001b >-1, 0921b , therefore o.k.
2. Determine factored net soil pressure
a. Weight of footing
WF=(5.Oft)(5.Off)(1.Off)(1401bI ft3)=3,5001b

Project No: 17-18-092 Sheet No: 5 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Concrete Spillway Design
b. Total weight of riser and footing
Wc = WF + WR = 3, 5001b + 3, 9701b = 7, 4701b
c. Factored net soil pressure
P —FWD — (1.7)(7.47k) = 0.51ksf
AF 25f 2
3. Determine effective depth of concrete
a. Minimum cover for reinforcement = 3-inches [Ref: 3, 7.7.1]
b. Assume 45 rebar
c. d =12in — 3in — (1) = 8in
4. Check footing for one-way shear
a. Vu = (0.5Iksf)(5.o ft) (2.s ft — 2.172ft — 0.67 ft) & ok
b. OV, = 02 f bd [Ref: 3, Eq. 11-3]
_ (0.85)2 3,500psi (60in)(Sin) = 56.8k
c. �Vc > Vu therefore ok. [Ref: 3, Eq. 11-1]
5. Check footing for two-way shear
z
a. Vu = 0.51ksf 25 ft2 — 4.00 ft + 12
= 3.17k
b OV, = 04 f bd [Ref. 4, Eq. 11-35]
= (0.85)4 3,500psi (160in)(8in) = 257k
c. �Vc > Vu therefore ok. [Ref. 4, Eq. 11-1]

Project No: 17-18-092 Sheet No: 6 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Concrete Spillway Design
6. Design reinforcement for footing
a. Al = 0.51ksf 5 fix 2 = 0.57k — ft
M (0.57k— ft)(12in1 ft)
b. fy (d — �) �0.85) �60ksi� (bin — 0.52i�) [Ref: 4, Eq. 4-12b]
AS = 0.02in2
c. Check minimum reinforcement requirements for temperature and shrinkage
AS(,,,;,,) = 0.0018bd = 0.0018(60in)(8in) = 0.86in2 [Ref: 3, 7.12.2.1]
d. As = 0.86in2 therefore use two mats of 95 at 12" on center in each direction

318/31 O R-74
CHAPTER 7 Far1-3
CODE
7.7 -- Concrete protection for reinforcement
7.7.1 — Cast -in -place concrete (nonprestressed)
The it}llctvinr; n;inirriurr1 concrete cover shall be
pro-vided for reinforcement, but shall not be less than
required by 7.7.5 and 7.7.7:
Minimum
cover, in.
(a) Concrete cast against and
permanently exposed to earth ..�..._......
(b) Concrete exposed to earth or weather:
No. 6 through No. 16 bars ... 2
No. 5 bar, W31 or Day wire,
and smaller ............... ...1-112
(c) Concrete not exposed to weather
or in contact with ground:
Slabs, walls, joists:
No. 14 and No. 18 bars..... . ................1-112
No- 11 bar and smaller........... ....... 3/4
Beams, columns:
Primary reinforcement, ties,
stirrups, spirals ................. ...1-112
Shells, folded Plate 'members:
No. 6 bar and larger .............................. 3/4
No. 5 i�zr, W31 or D31 wire,
and smaller..._. 112
7.7.2 — Cast -in -place concrete (prestressed)
The following minimum concrete cover shall be pro-
vided for prestressed and nanprestressed reinforue-
meM duels, and errd fittings, but shall not be less than
required by 7.7.5, 7.7.5.1, and 7.7.7:
Minimum
cover, in.
(a) Concrete cast against and
Permanently exposed to earth .............. ....
(b) Concrete exposed to earth or weather.
Wall panels, slabs, joists..-..... . 1
Other rrie......
(c) Concrete not exposed to
weather or in contact with ground:
Slabs, walls, joists
Beas .............................. 3/4
r» , columns:
Primary reinforcement......___•-......
Ties, stirrups, s ..•.....--1-1/2
P pirals ...... ......................... 1
COACVIE' NTAR17
R7.7 — Concrete protection for reitzig� r_ernGt
Concrete cover as protection of reinforcement 4
h.gruu�i
weather and other effects is measured from the concrcue
face to the outermost surface of the steel to which the rUy'
requirement applies. Where minimum cover - ]7racjbc�i
for a class of structural member, it is measured to the opt
edge of stirrups, ties, or spirals if transverse rt tniori r�eAi'
encloses main bars; to the outermost layer of bars if mule
than one layer is used without stirrups or ties; or to Iha mom;
end fitting or duct on post tensioned prestressing steel.
The condition "concrete surfaces exposed to earth urL
weather" refers to direct exposure tp moisture*cbaogeS and'+
not just to tempeaature chances. Slab or thin sbell soffits xm: i
not usually considered directly exposed unless subject Ip s;
alternate wetting and drying, including that due to cond
sation conditions or direct leakage from exposed top sue
face, run off, or similar effects.
Altgnative methods of prowznna the reinfranceat fon .
weather may be provided if they are equivalent to the adck-..
tuna) concrete cover required by the code. When approval ,
by the building official imder the provisions of 1.4. tin.•'
fomcment with alternative pro[cction from the weatber may
have emcmte cover not less then the cover required for rein-
fc mmm, not exposed to wewhm.
The develoP-U=t ieatR-th &ven = Chapter 12 is now a AXIC,
lion of the baz cover. As a result, it may be desirable to usx
Urger than HdDimitm cover in scene cases.
ACI 318 Building Code and Commentary

CHAPTER 7 318131 BR-81
CODE
1g.1.2 — Where shrinkage and temperature
are significantly restrained, the require -
of 8.2.4 and 9.2.3 shall be considered.
r,J,2.2 — Deformed reinforcement conforming to 3.5.3
Iced for shrinkage and temperature reinforcement
.} 911 be provided in accordance with the following:
r7.122.1 —Area of shrinkage and temperature reln-
)memanl shall provide at least the following ratios of
inforcemenl area to gross concrete area, but not less
ion 0.0014:
Slabs where Grade .40 or 50
''• deformed bars are used ------------------ ____ n nngn
(b) Slabs where Grade 60
deformed bars or melded wire
fabric (plain or deformed) are used ................ 0.0018
(c) Slabs where reinforcement
with yield stress exceeding 60,000
psi measured at a yield strain
of 0.35 percent is used ....................0.0018 x 60,000
ty
7.122.2 — Shrinkage and temperature reinforce-
ment shall be spaced not farther apart than five times
the slab thickness, nor farther apart than 18 in.
7.122.3 —At all sections where required, reinforce-
ment for shrinkage and temperature stresses shall
develop the specified yield strength fy in tension in
accordance with Chapter 12
7,123 — Prestressing steel conforming to 3.5.5 used
for shrinkage and temperature reirrforeement shall be
provided in accordance with the following:
7.12.3-1 — Tendons shall be proportioned to pro-
vide a minimum average compressive stress of 100
Psi on gross concrete area using effective prestress,
after losses, in accordance with I sx.
7.12.32 — Spacing of tendons shall not exceed 6 ft.
.2.3-3 • When spacing of tendons exceeds 54
In., addWl naf bvndwd whrrnkx96 and temperature reln-
foroement confuting to 7.12.2 shall be provided
COMMENITARY
R7.12.12 — The area of shrinkage and temperature reSn-
forcrn�vt required by 7.12 has been satisfactory where
s1riu}:uiga and temperature movements are permitted to
occur. For cases where structural walls or large columns
provide significant restraint to Oaiukage and am4=-Rr ,r
movements, it may be necessary to increase the amount of
reasforc=mT normal to the flexural retuforcemeut in
�- 7.12.1.2 (sea Retercuce 7.16). Top and bottom reinforcement
are both effective in controlling cracks. Control strips during
the construction peiod, whim permit initial shrink -age to
orxur without ==y an increase in stresses, *are also effeo•
Live III reducing crag caused by restraint
R7..12.2 — The amounts Wxafied given for deformed bars
and welded wire fabric are emlrirical but have beep used sat-
isfactorily fbr many years. Splices and end anchorages of
sluinlisoe and temperaum 3 cinfmccimmi am to be. designed
for the full specified yield strength in accordance with 12.1,
12.15,12.18, and 12.19.
R7.123 — Pmst weed reinforcement requirements have
been selected to provide as eff6mve. force on the slab
apprmimately equal to the yield strength fore for nonpre-
stressed shrnkage and Lmmpeaawre minforcement This
amount of prestressing, 100 psi on the gross concrete area,
bas been suomsfully used on a iargenumber-of-projects.
f When the spacing of tendons used for i;b nk and tem-
perature re nforument exceeds 54 iin., additional bonded
reinfomtment is required at slab edges wherc the prwt=s-
ing fazcea are applied in other to adeq=Wy reinforce the
area between the slab edge and the point where r4ag rssive
stresses behind individual anchorages have -cprrad suffi-
mently such that the slab is uniformly in compression-
•AGI 318 Buildinq Code and Commentary

318/31BR-88 CHAPTER 8
CODE
Negative moment at face of all
supports for
Slabs with spans not exceeding
10 tt; and beams where ratio of
SUM of column sfiffnesses to
beam stiffness exceeds eight at
each end of the span ........................ w�t:,,2/12
'Negative moment at interior tace
of exterior support for members
built integrally with supports
Where support is spandrel beam .... w„ 1,2/24
Where support is a column___. w„1„2116
Shear in end members at face of
first interior support ..................
........... 1.15 wu Ln 12
Shear at face of all other
supports..... ................................................ w. [„ 12
8.3.4 — Strut-and-tle models shall be permitted to be
used in the design of structural concrete. See Appen-
dix A.
8.4 -- Redistribution of negative moments in -
continuous flexural members
8.4.1 — Except where approximate values for
moments are used, it shall be permitted to increase or
decrease negative moments calculated by elastic the-
ory at supports of contirtuarls flexural members for any
assumed loading arrangement by not more than
1Q00E-i percent, with a maximum of 20 percent.
8.4.2—The modified negative mornerrtsshall be used
for calculating moments at sections within the spans.
B-4.3 — Redistribution of negative moments shall be
Imade only when er is equal to ar greater -than 0.0075
at the seCtion at which moment is reduced.
COMMENTARY
R8.3.4 — The strut -and -tic model in Appendix A is based
bn the assumption that portions of concrete structures can
be analyzed and designed using hypotbetical pin jointed
trusses consisting of struts and ties connected at nodes. This
desi g-a method can be used in the design of regions wlrtre
the basic assumptions of flexure theory am not applicaue,
such as regions near force discQntinumes arising from con-
centrated forces or reactions, and regions near geometric
discontinuities, such as abrupt changes in cross section_
I R8.4 — Redistribution of negative moments in
continuous flexural members
Moment redistribution is dependent on adequate ductility in
Plastic hinge regions. These plastic hinge regions develop at
points of maximum moment and cause a shift in tale elastic
moment diagram. The usual result is a reduction in the val-
ues of negative moments in the plastic hinge region and an
iararase in the values of positive moments from those com-
puted by elastic analysis. Because negative momenLs are
determined for one loading arrangement and positive
moments for another, each section has a reserve capacity
that is not fully utilized for any one loading condition. The
plastic hinges permit the utilization of the fin capacity of
more cross sections of a flexural member at ultimate loads.
Using conservative values of limiting concrete strains and
lengths of plastic hinges derived from extensive tests, flex-
ural members with small rotation• capacity were analyzed
for moment xedistnbution up to 20 percent, depending on
the reinforcement ratio. The results were found to be con-
scrvative (see Fig. REA). Studies by Cohn8-2 and Mattoc0-I
support. this conclusion and indicate that cracking and
ACI 318 Building Code and Commentary

CHAPTER 9
CODE
1.2 — Members also shall meet all other require-
onts of this code to ensure adequate performance al
�c r�rl�iCC �C�C! iF•1rE'IS.
g,1.3 — Design of slruclures and structural members
using the. load facloi combinations and strength reduc-
tion faclors of Appendix C shall be permitted. Use of
load factor combinations from this chapter in conjunc-
tion with strength reduction factors of Appendix C shall
not be permitted -
— Required strength
1
2.1 — Required strength 1lshall be at least equal to
he effects of factored loads in Eq. (9-1) through (9-7.).
he effect of one or more loads not acting simulta-
ieously shall be investigated.
U =1.4(D + F) (9-1)
U= 1.2(D+ F+ T) + 1-6(L + H) (9-2)
+ 05(Lror Sor R)
U =1.2D + 1.6(Lr or S or R) + (1.OL or O.8 W) (9-3)
U=1.2D+1.6W+1.0L+0.5(Lror Sor R) (9-4)
U_1.2D+1.0E+1.0L+02S (9-5)
U c 0.9D + 1.6 W + 1.6H (9-6)
U=0.9D+1.0E+1.6H (9-7)
:cept as follows:
(a) The load factor on Lin Eq. (9-3) to (9-5) shall be
--mitted to be reduoed to 0-5 except for garages
occupied as places of public assembly, and ali
arcds where the live load L is greater than 100 lbe.
318131 t1Fi-97
COMMENTARY
The changes were made to further unify the design profes-
sion on one set of load factors and combinations, and to
facilitate the proportioning of concrete building structures
that include members of materials other than concrete.
When used with the strengib reduction factors in 9.3, the
designs for gravity loadf will be comparable to t]rose
Obtained using the strengtb mducdon and load factors of the
1999 and earlier codes. For cornbjnations withlateral loads,
some designs will be different, but the results of either set of
load factors are considered acceptable.
Chapter 9 defines the basic strength and serviceability con-
ditions for proportioning structural concrete members.
The basic requirement for strength design may be expressed
as follows:
Design Strength k Required Strength
P (Nominal Strength) Z U
In the strength design procedure, the margin of safety is pro-
vided by multiplying the service load by a load factor and
the nominal strength by a strength reduction factor.
R9.2 — Regnired strength
The required strength U is expressed in terms of factored
loads, or related inten,al moments and farces. Factored
loads are the loads specified in the genc-j building code
multiplied by appropriate load facwrs-
The factor assigned to each load is influenced by the degree
of accuracy to which thh load effect usually can be calcu-
laced and the variation that might be expected in the load
during the lifetime of the structure: Dead loads, because
they are more accurately determined and less variable, are
assigned a lower load factor than live loads. Load factors
also account for variability in the structural analysis used to
compute moments and shears.
The code gives load factors for specific combinations of
loads. In assigning factors to combinations of loading, some
consideration is given to the probability of simultaneous
occurrence. While most of the usual combinations of load-
ings are included, the designer should not assume that al]
cases are covered:
Due regard is to be given to sign in det mmining U for corn-
binations of loadings, as one -type of loading may produce
effects of opposite sense to that produced by another type.
The load combinations with 0.9D are specifically included
for the case wbere a higher dead load• reduces the effects of
other loads. The loading case may also be critical for tension -
controlled column sections. In such a case, a reduction in
axial load —d sea ie jms i- moicsant may --Ult in a - bear
load combination.
Aral -'41R Ramilrtino Code and Commentary

318/31OR•102 JIV J 3)
CODE
9.5 — Contra) of deflections
CHAPTER 9
9.5.1 — Reinforced concrete members subjected to
flexure shall be designed to have adequate stiffness to
limit deflections or ahy deformations that adversely
affect strength or serviceability of a structure.
9.6.2 — One-wey construction (nonprestressed)
9.5.2.1 — Minimum thickness s0pulated in Table
9.5(a) shall apply for one-way construvtion nol sup-
porting Of attachsd to pardons or other consrructon
likely to be damaged by Iarge doecbons, unless com-
putstion of dafiectan indicates a tesssr thickness can
be used withmit adverse of eM.
TABLE 9S(a)---MJN1NIUM THIOMESS OF
HaNPRE MESSED BEAMS OR ONE-WAY SLABS
ONLESS Dt FLEcmoris ARI` COMPUTED
Nrni nut ttdrtatess, h
sr �Y�„F,. �s,e e'd sae ends
+ Ttr ,►s continuous C ftlever
■nemtwrs rroZ supportlna or attad+ad to partltims or
W-I 05t"mbon Vtruly to be dam&gad by lerge
Member CWI&ctions.
E
112o W4 t' n the)
Lnti c/18.5 tf27 e/a
t
11 apse lerr}7tli L is in lr ,ems
{ u 145 RA( ) _Id Brad, W MiMor q*M Fcr ntrnci midi mars
values all b rnndifiRd ac IDVOWUl.
�1 EtnrAurnl 60111.rebliq oorxavm W 6VV unh Wde=n h The mnpe sip-12p
R111t', IIIE vahIes eivsC Lc mvilipliet3 hy,(IX[,, — u DCr�wrj W W las, [lean
,.09,'KImre w 4s Vw unh wfthl in UA ,
b; rcy rym,e,-rran Gopooiks; V- va>va0ar t,r „+enrol by fo.A + rIhoopoo).
CONIlIfNTARRY
R9.5 — Control of -deflectibns
R9S.1 — The provisions of 9.5 are concerned "only
deflections or deformations that may occur at service
levels. When long-term deflections are computed, only
dead load and that portion of the live load that is susta
need be considered.
Two methods are given for controlling dcflectcn_,.9-13
panprestmssed beams and oge-way;slabs andforcnmp
members, provision of a minimum overall thickaw
required by Table 9-5(a) will satisfy the requiinments o
code for mt wben not supporting or attached to parhtio
other construction likely to be damaged by large deflect
For no1pzestressed two-way construction, minimum tl
ness as required by 9-53.1, 9.53.2, and 9533 will a
the zcquiit:m a -of the code.
For uonpmstressed membrds that do not meet these mini
thickness requnwacuta, ou tt= support err am attaubcd to:
tines or othx vonxln-ohon Mwly to ha damaged by
deflations, and for all prestressed conmrte fleamal mra
de9ections should be calculated by the In D, n-es desc
or nteaed to in the apprapriatc sections of the code, an
timitEd to the values in Table 9.5(b).
1R9.3.2—fine-way cons rac ion (nonpreguissed)
B9�-d) I — The minimum UcImesses of Table !
apply for nonprestressed beams and one-way slabs
9-52), and for conipositt members (see 9.55). These
mum ihirimesses apply only to members not euppord
sita'hod to partitions and afar construction h-AWly
dan;8,-ad by deflection.
Values of minimum thicimess Should be modified if
than normalweight ooac mte. and Grade 60 rtbiforeemv-
used. The notes beneath the table ate essential to its n.
mi forcad conc w manbers constructed with stru,
lightweight concrete or with rziafarceenZ having a
strength other than 60.000 psi. N both of these can dibm,,
the conw6ons in foomDfis (a) and (b) should both be q4
Thee modi5estion for ligbtweight concrete in footnote
based on studies of the results and discussions in Rerfe
9.12. No correction is; given for concrctes weighing bel
120 and 145 lbfR3 besauw the cotrccaon term won
Close to unity in this range.
TLe modification for yield strength in footnote (
approte but should yield conservative results fc
type of (members considered in the table, for typical
forcemeat ratios, and for values of fr between 40.00
80.000 psi.

CHAPTER 1 o 318/318A-117
CODE COABIENTAR17
10.4 — Distance between lateral supports R14A—Distamce between lateral supports
of flexural members of flexural members
10.4.1 — Spacing of lateral supports for a beam shall
not exceed 50 times the least width b of compression
flange or face.
10.4.2 -- Effects of lateral eccentricity of load shall be
taken into account in determining spacing of lateral
supporls.
10.5 - Minimum reinforcement of flexural
members
10.5.1 — At every sealibn of a flexural 1nrornber v4wre
tensile teinloresrnaht is required by analysis, except as
provided in Iti.5.2, 10.5.3,•and Io.5.4, the area As
provided shall not be less -titan that given by
3
As',min = f o br,,d
y
and not less than 200b,,,dffy
10.5-2 — 'For statically determ -Fnate meMLMM w&., a
flange in tension, the area As min shall be equal to or
greater than the value glvsn by Fq. (I") vVltl'1 bw
f9placed by either 2b,,, or the v4dth of time flange,
whichever is smaller.
t0.5.3 -- The requirements of 10.5.1 and 10.5.2 need
IN be appbed If at e,•ery section the area of (ensile
efnfomerrient Frovicfed is at least one-third greater
Zan that required by analysis-
D-5-4 — F,4r stfuctural slabs and fogtings of uniform
'ss the minimum area of tensile reinforcement in
. ea6on of the span shall be. the sarne as that
Tesislo-""o.» have shown that laterally unbraced rein-
forced concrete beams of any reasonable dimensions, even
wben vary deep and narrow, will not fail prernaulmly by lat-
eral buckling provided the beams are loaded without lateral
eccentricity that causes torsion.
Uterally unbraced beams are frequently loaded off center
(lateral eccentricity) or with slight inclination. Stresses and
deformations set up by such loading become d`etzimcntal for
narrow, deep beams, the more so as the unsupported length
increases. i_,etEnd supports spaced closer than 506 may it
ruluired by loading conditions.
RItt].5 —Minimum reinforcement of flexural
members
71e provision for a minimum amount of reinforrpEIMt
applies to flexural members, which for architectuW or other
reasons, are larger m cuss section than required for stxeugfbs
With a very anal amount of tensile minftnrrmP„t The com-
puted moment strength as a reinforced concrete section using
cracked section analysis becomes less than that of the eonm -
spondin_- mmnrclnfarcai concrete section computed from its
modulus of rupture. Failure in such a case can be sudden.
To prevent such a failure, a minimum amount of tensile
reinforcement is rrquirtd by 10.51 i-o both positive and neg-
ative moment regions. When concrete streaxglL kdghcr than
shout 50M psi is used, the 2001jr value prrvRondy pre-
sonbM may not be suffid t Fquation (l g-3) gives the
semn amount of teinforcemeat as' 200 b,,,,fff Whew fr` equals
4440 psi. When the flange of a. section is in tension, the
amount of itusile. mnfoaccment needed to inn the
strength of the reinforced section equal that of the unrein-
fa-ed section is about t'a4ca that for a rrc--tangmular section or
that of a flamed section with the Rm.Bz iz compressioa- A
higbtr amount of minimum jc4djc reinfutnt nt is pardcu-
lnxfy necrssary m cantilevers and other ctatirally detcmmi-
naiP m.embess where there is no possibility for redisfti.bution
of moments-
J U75.3 — 'lbe minimum reinfOrc-MuNal "Uity d by Eq,
(20 3) is to be provzi&A s'h='cvca rnisaforcem= is new
e7-112it where such reinforcement is at least one-third greutr
tlan that requited by analysis. TLis.txctption providrs.sufC-
citm ndditioW reitifprccmrnt itt large member: Where tbm
amomt required by 1 a.5-1 or 10.5.2 would be excessive:.
RIO.5.4 -•- The av❑imum rYsnforcctnr nt "uired for slabs
RbOuld be equal to the same amount as that requimd by 7.17
far sbrunkagc and temperatum. reinforcement_
ACI 318 Buildinu Code and (nrmmc *e.-..

318131 B R-142
CHAPTER 11
CODE
Y, = distance from centroidal axis of gross section,
neglecting reinforcement, to extreme fiber in
tension, in.
a = angle between inclined stirrups and longiiudi-
nai axis of member
ar = angle between shear -friction reinforcement
and shear plane
a5 = constant used to compute V, in slabs and
footings
a, = ratio of flexural stiffness of shearhead arm to
that of the surrounding composite slab seq-
tion. See 11.12.4.5
= ratio of long side to short side of concentrated
load or reaction area
�P = constant used to compute Ve in prestressed
slabs
y, = fraction of unbalanced moment transferred by
flexure at slab -column connections. See
13.5.3.2
y,, fraction of unbalanced moment transferred by
ectientricity of shear at slab -column connec-
tions. See 11.12.6.1
7 = number of identical anus of spearhead
B = angle of compression diagonals in truss anal-
ogy for torsion
,•
= correction factor related to unit weight of con-
crete
p = coefficient of friction. See 11.7.4.3
p = ratio of nonprestressed tension reinforcement
= Aslbd
ph = ratio of horizontal shear reinforcement area to
gross concrete area of vertical section
p„ = ratio of vertical shear reinforcement area to
gross concrete area of horizontal section
pw = As/bd
= strength reduction factor. See 9.3
11.1 — Shear strength
11.1.1 — Except for members designed in accordance
with Appendix A, design of cross sections subject to
shear shall be based on:
t Vn Z Vu
(11-1)
where V„ is the factored shear force at the section
considered and V„ is nominal shear strength com-
puted by:
V„ = V. + Vs
where V, Is nominal shear strength provided by con-
-ete in accordance with 11.3, 11.4, or 11.12, and VS
nominal shear strength provided by shear reinforce-
, merit in accordance with I1.s.g, 11.10.9. or 11.12_
COMMEN TART'
Rll.l — Shear strength
The shear strength is based on an average shear stress on tL"
full effective cross section b,,d. In a member without &M
reinforcement, shear is assumed to be' carried by the rug'
cre web. In a member with shear reinforcement, a pdrfo
of the shear strength is assumed to be provided by the rrnrr'
crete and the remainder by the shear reinforcement_ w
The sbesr a=gt provided by concrete Y,: is assnrnod t►1 �'5'
same for beams with and without sbftar minforceumt °A
talc,, as the shrar causing 69n ficant inrlinrd cracking•'@
assrnnptions are discussed in Refaces 11.1.11.2, and 119,
Appendix A allows the use of strut -and -tie models iP
shear design of disturbed regions. The traditional A,design procedures, which ignore D-regions, are a -10
in shear spans that include B-regions.
ACI 318 Building Code and Commentary
M

318/31 a R-146
CODE
CHAPTER 11
11.1.3-2 — For prestressed members, sections
located less than a distance h12 from lace of support
shall be permitted to be designed for the same shear
t;, as that computed at a distance h 12.
11.1A --- For deep beams, brackets and corbels,
walls, and slabs and footings, the special provisions of
11.8 through 11.12 shall apply,
11.2 — Lightweight concrete
11.2.1 — Provisions for shear and torsion strength
apply to normalweight concrete. When lightweight
aggregate concrete Is used, one of the following modi-
fications shaft apply to f�' throughout Chapter 11,
except 11.5.4.3, 11.5.6.9, 11.6.3.1, 11.12.32, and
11.12.4.8
11.2.1.1 — When fa is specified and concrete is
proportioned in accordance with 5.2, f t 16.7 shall be
subsfituted for f.', but the value of f,,�16.7 shall not
exceed Jf .
11.2.1.2 — When f`y Is not specified, ail values of
fc' shall be multlpUed by 0_75 for all -lightweight con-
crete and O 5 for sand -lightweight concrete. Linear
intetMiation shall be }permitted when partial sand
replacement is used.
Shear strength provided by concrete
for nonprestressed members
11-3.1 —Shear strength V.shall be computed by pro-
visions of 11.3.1.1 through 11.Z.AA unless a more
detailed calculation is made in a[GODIdance with 11.3.2.
11.3.1.1 — For members subject to shear and flex-
ure only,
V, = 2 fc, bwd
11.3.1-2 For members subject to a)dal compression,
Ve = 2(1 +2llt)OAg) fe bwd (11-4)
Quantity iv,,/A. shall be expressed in psi.
11-3.1.3 — For members subject to significant axial
tension, shear reinforcement shall be designed to
—riy total ehoar unla�c n •none cleWl.d sn�fy ;g is
made using 11 3.2.3.
COMAMNTARY
R11.13.2 — Because d frequently varies in prestressed
members, the location of the critical section has arbitrarily
been taken as 112 from the face of the support_
R11.2 — Lightweigght concrete
Two alternative procedures we provided to modify the provi-
sions for shear and torsion when hgbtweigbt nggreg$te conazu
h uaed- Trio 1ightwd&( wnr rctt modification applies only to
the leims tionuining �,'r JD the ecfuations Of Oapter i I_
R11.2.1.1— The first alternative bases the modificElion
on laboratory tests to detenmine the relationship between
splitting tensile strength f't and the compressive strength ft'
for the ligbtweight coucrete being used. For norntalweight
concrete, tha'Fstensile strength fd is approximnWy
NUal 10 6.'7
'
t
R11.2-1.2 — The second alternative bases the modifica-
tion on the assumption that the, tensile strength of ligbi-
weigbt con►7rete is a fixed fraction of the tensile strength of
>zarivalmrigi conc,cte.tl_ls Ttu multipliers are based on
data from tests13-3' on many types of structural lightweight
aegate concrete.
R11.3 — Shear strength provided by concrete
for xuonpmstressed members
R113.1.1-,—See R11.3.2.1.
R113.12 and R113.13 — See R11.3.22.
IN
AC) 318 Building Code and Commentary

A
IIn.oSr�
an
c s = ��c _ '�"� C
Neutral axis d — B42
(Axis of zero r•Irain3
a T
(a) Cross section. (b) Actual stress (c) Equivalent rectangular
distribution. stress dlstrlbution.
Fia. 4-17
Stresses amd forces in a rectangular beam
Analysis of Reetangaular Beams with Tension
Reinforcement only
Equations for M„ and OM,,: Tension Steel Yielding
In the preceding section, equilibrium and strain compatibility were used to compute the mo-
ment capacity of aparticular beam cross section For the particular case of a rectangular beam
the same procedure; ran be used to darive equations for r_ompuang the mameait capacity.
Consider d3c beam sho" in ft 4 -17. 7'he compressive force, C, in the concrete is
C
Then tension force, T, in the steel is
T=Aj
and for equilibrium, C= T. Therefore, the depth, a, of the equivalent rectangular stress
block is
a=
A�f,
D. 85f, b
Iff = f. as assumed in step l of Example 4-1, this becomes
D.85fr b
It is possible to express the equations of Mn and OM„ in several ways based on
Mn = Ijd, M„ = Cjd, or in a nondimensionalixed fashion. These three are considered in
turn in the following Paragraphs.
Egnafion for Me Based on Af. - 7yd. Summing moments about the line of ac-
tion of the Compressive force, C in Fig. 4-17c gives
M. = Tyd
Substituting T - A, f, where f is equal to j& an rd jd =1(d - a12), gives
M. = A,f�l d - aJ (4-12a)
1 2
and '
OM- = -O[A,f,•(d - 2)J
(4-12b)
4-3 Analysis of Reinforced Coricrete Beams
101

III' RAP CALCULA TIONS

Project No: 17-18-092 Sheet No: 1 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Rip Rap Apron
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,
O1/11/2019.
TERMS:
Qio = 10-year peak flow, (W/s)
do = diameter of discharge pipe, (in)
d50 = 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
Qio = 1.22 cfs
Vio=5.40ft/s
do = 15"
CALCULATIONS:
1. Determine median and maximum stone diameter
a. Determine median stone diameter
- d5o = 4"
b. Determine maximum stone size
- dmax = 1.5 x d5o = 1.5K') = 6.0"
2. 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 (6.0") = 9.0"
- Use T=9.0"
- 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: 2 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Rip 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,
O1/11/2019.
TERMS:
Qio = 10-year peak flow, (W/s)
do = diameter of discharge pipe, (in)
d50 = 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
Qio = 6.85 cfs
Vio = 4.99 ft/s
do = 24"
CALCULATIONS:
3. Determine median and maximum stone diameter
a. Determine median stone diameter
- d5o = 4"
b. Determine maximum stone size
- dmax = 1.5 x d5o = 1.5K') = 6.0"
4. Determine dimensions of riprap apron
a. Determine minimum length of riprap apron
- La=9ft
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.Oft+6ft=8.Oft
c. Determine thickness of apron
- T = 1.5 (dmax) = 1.5 (6.0") = 9.0"
- 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: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I Building Expansion
Amicus Partners, PLLC Subject: Rip Rap Apron
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,
O1/11/2019.
TERMS:
Qio = 10-year peak flow, (W/s)
do = diameter of discharge pipe, (in)
d50 = 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
Qio = 9.25 cfs
Vio=5.00ft/s
do = (2) 15" so assum 30"
CALCULATIONS:
5. Determine median and maximum stone diameter
a. Determine median stone diameter
- d5o = 4"
b. Determine maximum stone size
- dmax = 1.5 x d5o = 1.5K') = 6.0"
6. Determine dimensions of riprap apron
a. Determine minimum length of riprap apron
- La=9ft
b. Determine width of riprap apron
- Upstream width = 3do = 3(2.5 ft) = 7.5 ft
- Downstream width of apron
o W=do+La=2.5ft+9ft=11.5ft
c. Determine thickness of apron
- T = 1.5 (dmax) = 1.5 (6.0") = 9.0"
- 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: 4 of
Date: 01/11/2019
Calcs Performed By: CMM
Calcs Checked By: NRP
Project Name: Custom Plastics Phase I 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,
O1/11/2019.
TERMS:
Qio = 10-year peak flow, (W/s)
do = diameter of discharge pipe, (in)
d50 = 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
Qio = 2.87 cfs
Vio=8.16ft/s
do = 18"
CALCULATIONS:
7. Determine median and maximum stone diameter
a. Determine median stone diameter
- d5o = 6"
b. Determine maximum stone size
- dmax = 1.5 x d5o = 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(1.5 ft) = 4.5 ft
- Downstream width of apron
o W=do+La=1.5ft+6ft=7.5ft
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
Fc5 L
3
Outlet W = Do + La
pipe
diameter 0o)
La 80
T ilwater c 0.5Do
70
egg .
t�� J 50 --� ... i
3 5 10 20 50 100 200 500 1000
j. ZZ c FS Discharge (P/sec)
y0 FPS
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 2—
30
Outlet W = Do + La
pipe I
diameter (Do)
T i water - 0.5Do
C
garb0,;
_.
amp 50 ;K\
Appendices
r Mm
0
3 5 10 20 50 100 200 500 1000
-.("vs' i i Discharge (P/sec)
l✓f 4 coi Ire-'
Curves may not e 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

Appendices
F LS 3
.r
. • ���111''II�IF� �.11d � � ► �' ' 1i�1 iIN�
pi�iiuul rlul t nN�'ili i
•.. J • � it 1ifiiiii i in,'r'i
II iii�V1111E=lur,n . �ull,�
I■ ulxlll lxv,• !r.Il'nlrrn•
r i• r EE "',m
i in
i i 1� 1� �,i 1 �I au lu
IlligilF n[ idlIm
1 r u ���1 uni�
unit 1 ... 11ia1
1 ..ww�1�I
11liktlltill���':�tlllil�!;iilli�rP .� •i.IEI�FI�i F ++yl
� III!;iiNilfllil 1 1111111� ! !�� ��ll�'•.'.
11� uuiiifE IFlElflll �pIEEE;;iiljjj ,,,ppp�il!" � �F-• • � f'
EF�fii�li!E�iliilll���� lr�lE� �', i' I i yip � .I•
1 !� 111 x l l � i x x• I �� noon I EI UI r ! nl .j ■ I
1 1i1EI11IElri I �p111 11 11 +� � �li�l�si�+��'lli • � I III
III Will,
I;III 111� �I �� �';�� ff ++nnP:II�ryiJ!• l;�jl� �dl mm
ill IEIi1 �llHlllp 1 I. �il1i111�1�17��. El{lil41D E a1�IIII Ir I fu•!I'•'I.' •
i:311i1r1111111E I is .� �;,� l� �111111191
11 I I 1 ifE �� � 1/' ' P' ' f 1 111 II11111 Ilfiilll �
! � g1i�liIIH
lull
1
1 1 11 11 11 111
Rev. 12/93 8.06.3

Appendices
Rs 4—
(211= Z• e7 CFS Discharge (ft3/sec)
V1,�s q A6 FfS
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