20091105 Ver 1_More Info Received_20100922

og- i?o5
RVEN AND SAWYER
Environmental Engineers & Scientists
September 22, 2010
Mr. Ian McMillan
Acting Supervisor
N.C. Department of Environment and Natural Resources
Division of Water Quality - 401 Oversight/Express Permitting Unit
1650 Mail Service Center
Raleigh, North Carolina 27699
Hazen and Sawyer, P.C.
4011 WestChase Blvd.
Suite 500
Raleigh, NC 27607
[phone]
[phone] (Fax)
Lr_? 0 Vi 12
S E P 2 2 20?0
DENR • WATER QUALITY
WETLANDS AND STORMATER BRANCH
Re: Big Buffalo Creek Wastewater Treatment Plant
12 MGD Expansion Project
City of Sanford, North Carolina
H&S Project No. 32039
401 Water Quality Certification Application
Dear Mr. McMillan:
Please find enclosed in the following submittal package containing five (5) copies of the
revised Appendix A of the Stormwater Management Plan, drawings, calculations, and
supporting information. These revisions are in accordance with the letter Request for More
Information letter dated September 13, 2010.
The comments provided in the September 13, 2010 letter were addressed as follows:
1. Please provide SMP-1 on a full-sized, correctly scaled plan sheet. SMP-1 references
Notes 6-8; however, these do not appear on the plan sheets.
Response: Drawing SMP-1has been revised and the following changes made:
• "SEE NOTE 8" has been changed to "SEE NOTE 4" within Drainage
Area L call out.
• "SEE NOTE 6" has been changed to "SEE NOTE 3" within Drainage
Area E call out.
• "SEE NOTE 7" has been changed to "SEE NOTE 5" within Drainage
Area F call out.
• Added note 5.
2. On the SMP sheets, please show all stormwater inlets, outlets and conveyances.
The grading for any new or proposed vegetated swales should be shown.
Response: Stormwater inlets, outlets, and conveyances at the Sanford WWTP are
now shown on all SMP sheets. Furthermore, all of the stormwater inlets,
outlets, and conveyances within each drainage area have been labeled
on the respective SMP sheets.
New York, NY • Philadelphia, PA • Raleigh, NC • Charlotte, NC • Greensboro, NC • Charleston, SC • Atlanta, GA • Fairfax, VA • Hampton Roads, VA • Baltimore, MD • Cincinnati, OH • Hollywood, FL • Boca Raton, FL • Miami, FL
HAZEN AND SAWYER
Mr. Ian McMillan
July 23, 2010
Page 2
Although all existing/proposed stormwater inlets, outlets, conveyances,
and grading are illustrated on the SMP sheets, these features are better
depicted on the Construction Drawings provided within Appendix C of the
Stormwater Management Plan. Please note that some of the proposed
grading and inlet locations have changed slightly since the August 9,
2010 submittal. These changes do not affect the drainage area
delineations or discharge points.
3. Please provide calculations for 10-year storm velocities in all newly proposed
stormwater swales. In addition, please provide calculations for 10-year storm
velocities in any existing swales that will receive additional stormwater as a result of
the plant expansion.
Response: Please refer to the calculations provided with this submittal for all storm
velocity calculations performed.
4. Planting plans for the bioretention cells do not include the items listed in Item 5 of the
Required Items Checklist.
Response: The proposed bioretention cells are to be vegetated with tun` grass only,
as per the option allowed in the NC State Stormwater BMP Manual.
Therefore, a detailed planting plan is not entirely applicable. However,
grass type compatibility specifications, watering/fertilization
specifications, and the approximate quantity of sod required for each cell
have been added to Construction Drawing D1 (see Appendix C of the
Stormwater Management Plan).
5. A construction sequence is not provided on sheet D-1 as stated.
Response: A detailed construction sequence has been provided on Construction
Drawing D1 (see Appendix C of the Stormwater Management Plan).
6. In the submittal, the supporting information for Bioretention Area A is placed with the
supplement form for Bioretention Area B and vice-versa. Also, the plan sheets do not
use consistent terminology when referencing the bioretention areas. Please provide
an updated version of Appendix A that corrects these issues.
Response: Appendix A of the Stormwater Management Plan has been revised to
provide consistent terminology when referencing the two bioretention
cells. Furthermore, notes on Construction Drawings C22, C24, and D1
have been revised for consistent language.
401_CoverLetter_DWQ_addl info_Sep 21, 2010.docx
IWEN AND SAWYER
Mr. Ian McMillan
July 23, 2010
Page 3
7. Please provide specifications for the size and placement of underdrain orifices as well
as for the slope of the underdrain pipes.
Response: This information is provided within the "Grassed Bioretention Cell Section"
detail and "Specifications" section on Construction Drawing D1 (see
Appendix C of the Stormwater Management Plan).
8. The dimensions for the bioretention cells given in the supplement forms do not
appear to match the dimensions shown on the plan sheets. The dimensions of the
cell are equivalent to the dimensions of the bottom of the cell. Please correct these
errors.
Response: The dimensions for the bioretention cells are now consistently
represented on the construction drawings and the supplement forms
within the Stormwater Management Plan.
9. Please sign and seal all plan sheets.
Response: All plan sheets have been signed and sealed as requested.
Please call me if you have any questions or require any additional information.
Very truly yours,
HAZEN AND SAWYER, P.C.
r 7q" A,449&
L. Michael Santowasso, P.E.
Senior Associate
LMS/bpr
Enclosures
cc: Raleigh Regulatory Field Office - US Army Corps of Engineers
Victor Czar, Public Works Director, City of Sanford
James A. Cramer, VP Hazen and Sawyer
File
401_CoverLetter_DWQ_addl_info _Sep 21, 2010.doex
•
0
•
tl Evi99
SFf 2, ,w 2010
WETLANDS A? sTOR'Y?ATER eEW
Pre-Construction Notification Application
(For coverage under Nationwide Permit No. 39 - Commercial and Institutional Developments)
Table of Contents
Pre-Construction Notification Form
Appendix A Stream/Wetland Determinations
- September 2009 Site Visit Memorandum
- DWQ Stream Identification Forms
- USACE Stream Quality Assessment Sheets
- Withers & Ravenel Wetland Delineation Report
- Letter of Acceptance from North Carolina Ecosystem
Enhancement Program (EEP)
Appendix B Figures
- Figure 1
- Figure 2
- Figure 3
- Figure 4
Appendix C Finding of No Si
USGS 1:24,000 Topographic Map
General Vicinity Map
NRCS Soils Map
Water Resources & Wetland Areas
gnificant Impact Letters
Appendix D Agent Authorization Form
Stormwater Management Plan
Stormwater Management Plan
Narrative
Waiver Request
Peak Flow Calculations - Pre-Development and Post-Development
Appendix A BMP Documentation
Bioretention Cell - Drainage Area A
o Bioretention Cell Supplement
o Required Items Checklist
o Design Calculations
o Bioretention Operation & Maintenance Agreement
Bioretention Cell - Drainage Area B
o Bioretention Cell Supplement

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Swale Calculations
SW-81: See Sheets C21 & C25
SW-82: See Sheets C21 & C25
SW-83: See Sheets C22 & C26
SW-84: See Sheets C22 & C26
SW-85: See Sheets C22 & C26
SW-86: See Sheets C22 & C26
SW-BT See Sheets C22 & C26
SW-88: See Sheets C22 & C26
SW-C1: See Sheets C24 & C28
SW-C2: See Sheets C24 & C28
Channel Calculations: SW-B1
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: North-Northwest of Clarifier No. 5 (See Sheets C21 & C25)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed
Rational Method: Q = C * I * A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.21
1= 6.81
Drainage area (A) (ac) = 1.11
Q (cfs) = 1.6
Check channel for adequate depth and for need for armoring
ume 2.5 fUs as maximum allowable velocity for bare earth
4.5 ft/s as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
ulations will be done using Manning's Equation to find normal depth
Continuity (Q=V*A) to find velocity.
Q (cfs) = 1.6
S...(ft/ft)= 0.067
B (ft) = 0
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 1.6
normal depth (ft) = 0.3
velocity (ft/s) = 4.81
Since velocity is greater than the 2.5 fUs limit for bare earth,
TEMPORARY OR PERMANENT LINING WILL BE REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 1.6
normal depth (ft) = 0.3
velocity (ft/s) = 3.55
Since velocity is greater than 2.5 fUs but less than 4.5 ft/s,
TEMPORARY LINING IS REQUIRED
Channel cross section
'wale Calculations.xls
Calculate normal depth and velocity
From product manual, n = 0.031
Flow (cfs) = 1.6
normal depth (ft) = 0.3
velocity (ft/s) = 3.46
Calculate shear stress
Shear stress (Ib/ft) = (62.4 Ib/ft3) * (normal depth) * (slope)
shear stress (Ib/ft2 )= 1.27
Use temporary lining with a minimum shear stress of 1.75 Ib/sf
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n'' Ibs/ft2 Ibs/ft2
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
fUs fus
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
;wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-B1
Runoff Coefficient "C"
Cover description Runoff
Coefficient Area
(ac) Product
C *area
Wooded area 0.20 0.67 0.134
Open Area 0.22 0.44 0.0968

Totals ------------->
C weighted = total product
total area 1.11
= 0.2308
0.21
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]
5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.4o NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-B2
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale NorthWest of RAS PS (See Sheets C21 & C25)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Poet-Developed
Rational Method: Q = C ' I ' A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.21
1= 6.81
Drainage area (A) (ac) = 1.04
Q (cfs) = 1.5
Check channel for adequate depth and for need for armoring
ime 2.5 ft/s as maximum allowable velocity for bare earth
4.5 ft/s as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
ulations will be done using Manning's Equation to find normal depth
Continuity (Q=V`A) to find velocity.
Q (cfs) = 1.5
Sm_(ft/ft) = 0.036
B (ft) = 0
M(ft) = 10
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 1.5
normal depth (ft) = 0.2
velocity (ft/s) = 3.17
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY OR PERMANENT LINING WILL BE REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 1.5
normal depth (ft) = 0.3
velocity (ft/s) = 2.34
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY LINING REQUIRED
Channel cross section
;wale Calculations.xls
Calculate normal depth and velocity for TEMPORARY
From product manual, n = 0.031
Flow (cfs) = 1.5
normal depth (ft) = 0.3
velocity (ft/s) = 2.28
ate shear stress
stress (lb/ft) _ (62.4 Ibe)' (normal depth) " (slope)
shear stress (Iblft2 )= 0.57
Use temporary lining with a minimum shear stress of 1.75 Ib/sf
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n" Ibste IbsW
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s fUs
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
'wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-62
Runoff Coefficient "C
Runoff Area Product
Cover description Coefficient (ac) C *area
Wooded area 0.20 0.56 0.112
Open Area 0.22 0.48 0.1056

Totals -------------> 1.04 0.2176
total product
C weighted = = 0.21
total area
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]
5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.4o NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-63
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale West of New Dump Station (See Sheets C22 & C26)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed
Rational Method: Q = C * I * A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.22
1= 6.81
Drainage area (A) (ac) = 1.52
Q (cfs) = 2.3
Check channel for adequate depth and for need for armoring
ume 2.5 ft/s as maximum allowable velocity for bare e
4.5 ft/s as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
ulations will be done using Manning's Equation to find normal depth
Continuity (Q=V*A) to find velocity.
Q (cfs) = 2.3
Smax(ft/ft) = 0.07
B (ft) = 0
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 2.3
normal depth (ft) = 0.3
velocity (ft/s) = 5.12
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY OR PERMANENT LINING WILL BE REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 2.3
normal depth (ft) = 0.3
velocity (ftls) = 3.78
Since velocity is greater than 2.5 ft/s but less than 4.5 ft/s,
TEMPORARY LINING IS REQUIRED
Channel cross section
)wale Calculations.xls
From product manual, n = 0.031
Flow (cfs) = 2.3
normal depth (R) = 0.3
velocity (R/s) = 3.68
TEMPORARY LIN
Calculate shear stress
Shear stress (lb/ftZ) _ (62.4 Ib/ft) ' (normal depth)' (slope)
shear stress (Ib/fl`Z )= 1.40
Use temporary lining with a minimum shear stress of 1.75 Ib/sf
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n'' Ibs/fe Ibs/ftZ
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s ft/s
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
)wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-63
Runoff Coefficient "C"
Runoff Area Product
Cover description Coefficient ac C *area
Open Area 0.22 1.52 0.3344

Totals -------------> 1.52 0.3344
C weighted = total product = 0.22
total area
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]
5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.4o NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-B4
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale West of Blower Building (See Sheets C22 & C26)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed V
Rational Method: Q = C * I * A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.22
1 = 6.81
Drainage area (A) (ac) = 0.48
Q (cfs) = 0.7
Check channel for adequate depth and for need for armoring
Assume 2.5 fUs as maximum allowable velocity for bare e
and 4.5 fUs as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
Calculations will be done using Manning's Equation to find normal depth
and Continuity (Q=V*A) to find velocity.
Q (cfs) = 0.7
Smax (ft/ft) = 0.033
B (ft) = 0
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 0.7
normal depth (ft) = 0.1
velocity (ff/s) = 2.38
NO LINING IS REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 0.7
normal depth (R) = 0.2
velocity (ft/s) = 1.76
NO LINING REQUIRED
cross section
)wale Calculations.xls
From product manual, n = 0.031
Flow (cfs) = 0.7
normal depth (R) = 0.2
velocity (ff/s) = 1.71
ate shear stress
stress (lb/ft2) _ (62.4 lb/ft) ' (normal depth)' (slope)
shear stress (Ibfft2 )= 0.34
NO LINING REQUIRED
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n, I Ibs/ft2 Ibs/ft2
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s ft/s
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
;wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-84
Runoff Coefficient "C"
Cover description Runoff
Coefficient Area
ac Product
C *area
Open Area 0.22 0.48 0.1056

Totals ------------->
C weighted = total product
total area 0.48
= 0.1056
0.22
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]

5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.40 NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-65
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale Northwest of Equilization Tank (See Sheets C22 & C26)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed
Rational Method: Q = C * I * A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.22
1= 6.81
Drainage area (A) (ac) = 0.31
Q (cfs) = 0.5
Check channel for adequate depth and for need for armoring
ime 2.5 ft/s as maximum allowable velocity for bare earth
4.5 ft /s as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
ulations will be done using Manning's Equation to find normal depth
Continuity (Q=V*A) to find velocity.
Q (cfs) = 0.5
Sm.. (ft/ft) = 0.055
B(ft)= 0
M(ft) = 8
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 0.5
normal depth (ft) = 0.1
velocity (ft/s) = 2.80
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY OR PERMANENT LINING WILL BE REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 0.5
normal depth (ft) = 0.2
velocity (ft/s) = 2.06
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY LINING REQUIRED
?,nannei cross
Swale Calculations.xls
:alculate normal depth and veloci
From product manual, n = 0.031
Flow (cfs) = 0.5
normal depth (ft) = 0.2
velocity (ft/s) = 2.01
Calculate shear stress
Shear stress (lbe) = (62.4 IbW) * (normal depth) * (slope)
ft2
shear stress (Ibl
)= 0.58
Use temporary lining with a minimum shear stress of 1.75 Ib/sf
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n'' Ibs/ftz Ibs/ft2
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s ft/s
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
)wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-B5
Runoff-Coefficient "C"
Runoff Area Product
Cover description Coefficient ac C *area
Open Area 0.22 0.48 0.1056

Totals -------------> 0.48 0.1056
C weighted = total product = 0.22
total area
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]

5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.4o NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-B6
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale North of BNR (See Sheets C22 & C26)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed
Rational Method: Q = C * I * A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.33
1 = 6.81
Drainage area (A) (ac) = 1.22
Q (cfs) = 2.7
Check channel for adequate depth and for need for armoring
Assume 2.5 ft/s as maximum allowable velocity for bare earth
and 4.5 ft /s as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
Calculations will be done using Manning's Equation to find normal depth
and Continuity (Q=V*A) to find velocity.
Q (cfs) = 2.7
S... (eft) = 0.025
B(ft)= 0
M(ft) = 10
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 2.7
normal depth (ft) = 0.3
velocity (ft/s) = 3.28
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY OR PERMANENT LINING WILL BE REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 2.7
normal depth (ft) = 0.3
velocity (ft/s) = 2.42
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY LINING REQUIRED
Channel cross section
)wale Calculations.xls
Calculate normal depth and velocity for
From product manual, n = 0.031
Flow (cfs) = 2.7
normal depth (ft) = 0.3
velocity (ft/s) = 2.36
Calculate shear stress
Shear stress (lb/ft) = (62.4 IbW) * (normal depth) * (slope)
shear stress (Ib/ft2 )= 0.53
Use temporary lining with a minimum shear stress of 1.75 Ib/sf
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
n'' Ibs/fe Ibs/ftz
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s ft/s
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
'wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Sawle: SW-66
Rung ,6 icien "C"
Cover description Runoff
Coefficient Area
ac Product
C *area
Impervious area 0.95 0.19 0.1805
Open Area 0.22 1.03 0.2266

Totals ------------->
C weighted = total product
total area 1.22
= 0.4071
0.33
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]
5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.4o NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-67
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale North of New Administration Building (See Sheets C22 & C26)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed
Rational Method: Q = C * I * A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.51
1= 6.81
Drainage area (A) (ac) = 0.35
Q (cfs) = 1.2
Check channel for adequate depth and for need for armoring
ime 2.5 fUs as maximum allowable velocity for bare e
4.5 ft/s as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
Calculations will be done using Manning's Equation to find normal depth
and Continuity (Q=V*A) to find velocity.
Q (cfs) = 1.2
Sm-(ft/ft) = 0.1
B (ft) = 0
M(ft) = 10
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 1.2
normal depth (ft) = 0.2
velocity (ft/s) = 4.50
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY OR PERMANENT LINING WILL BE REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 1.2
normal depth (ft) = 0.2
velocity (tt/s) = 3.32
Since velocity is greater than 2.5 ft/s but less than 4.5 ft/s,
TEMPORARY LINING IS REQUIRED
Channel cross section
iwale Calculations.xls
Calculate normal depth and velocity for TEMPORARY
From product manual, n = 0.031
Flow (cfs) = 1.2
normal depth (R) = 0.2
velocity (111s) = 3.24
Calculate shear stress
Shear stress (lb/ftz) _ (62.4 Ib/ft) ' (normal depth)' (slope)
shear stress (IbfR2 ) = 1.21
Use temporary lining with a minimum shear stress of 1.75 Ib/sf
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n'' Ibs/ft2 Ibs/ft2
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s ft/s
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
)wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-67
Runoff Coefficient "C"
Cover description Runoff
Coefficient Area
(ac) Product
C"area
Impervious area 0.95 0.14 0.133
Open Area 0.22 0.21 0.0462

Totals ------------->
C weighted = total product
total area 0.35
= 0.1792
0.51
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]
5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.4o NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-B8
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale South of Existing Road to Be Removed/North of
New Administration Building (See Sheets C22 & C26)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed 1
Rational Method: Q = C * I * A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.37
1= 6.81
Drainage area (A) (ac) = 0.7
Q (cfs) = 1.8
Check channel for adequate depth and for need for armoring
Assume 2.5 ft/s as maximum allowable velocity for bare earth
and 4.5 ft/s as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
Calculations will be done using Manning's Equation to find normal depth
and Continuity (Q=V*A) to find velocity.
Q (cfs) = 1.8
S_(ft/ft) = 0.04
B (ft) = 0
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 1.8
normal depth (ft) = 0.2
velocity (ft/s) = 3.09
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY OR PERMANENT LINING WILL BE REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 1.8
normal depth (ft) = 0.2
velocity (f 1s) = 2.28
Since velocity is greater than the 2.5 fUs limit for bare earth,
TEMPORARY LINING REQUIRED
Channel cross section
iwale Calculations.xls
Calculate normal depth and velocity
From product manual, n = 0.031
Flow (cfs) = 1.8
normal depth (ft) = 0.2
velocity (ft/s) = 2.22
ate shear stress
stress (lb/ft) = (62.4 Ib/ft) * (normal depth) * (slope)
shear stress (Ib/ft 2 ) = 0.57
Use temporary lining with a minimum shear stress of 1.75 Ib/sf
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n'' Ibs/ft2 Ibs/ft2
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s ft/s
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
;wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-B8
Runoff Coefficient "
Cover description Runoff
Coefficient Area
(ac) Product
C *area
Impervious area 0.95 0.14 0.133
Open Area 0.22 0.56 0.1232

Totals ------------->
C weighted = total product
total area 0.7
= 0.2562
0.37
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]
5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.80 NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.40 NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-C1
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale North of Railroad Tracks (See Sheets C24 & C28)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed V
Rational Method: Q = C ' I • A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.43
1 = 6.81
Drainage area (A) (ac) = 1.79
Q (cfs) = 5.2
Check channel for adequate depth and for need for armoring
ime 2.5 ft/s as maximum allowable velocity for bare earth
4.5 Ws as maximum allowable velocity for grass lined
Design channel lining using tractive force procedure
Calculations will be done using Manning's Equation to find normal depth
and Continuity (Q=V'A) to find velocity.
Q (cfs) = 5.2
S...(fUft) = 0.02
B (ft) = 0
M(ft) = 3
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 5.2
normal depth (ft) = 0.6
velocity (fl/s) = 4.66
Since velocity is greater than the 2.5 ft/s limit for bare earth,
TEMPORARY OR PERMANENT LINING WILL BE REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 5.2
normal depth (ft) = 0.7
velocity (ft/s) = 3.44
Since velocity is greater than 2.5 ft/s but less than 4.5 ft /s,
TEMPORARY LINING IS REQUIRED
Channel cross section
)wale Calculations.xls
Calculate normal depth and velocity
From product manual, n = 0.031
Flow (cfs) = 5.2
normal depth (ft) = 0.7
velocity (ft/s) = 3.35
(Calculate shear stress
Shear stress (Ib/fe) = (62.4 Ib/ft3) * (normal depth) * (slope)
shear stress (Ib/ft2 ) = 0.90
Use temporary lining with a minimum shear stress of 1.75 Ib/sf
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n'' Ibse Ibs/ft'
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s fus
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
'wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-C1
Runoff Coefficient "C"
Cover description Runoff
Coefficient Area
(ac) I Product
C *area
Impervious area 0.95 0.51 0.4845
Open Area 0.22 1.28 0.2816

Totals ------------->
C weighted = total product
total area 1.79
= 0.7661
0.43
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]
5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]
5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.4o NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
Channel Calculations: SW-C2
Project: Big Buffalo Waste Water Treatment Plant Expansion
Client: City Of Sanford
Location: Swale Between Existing and Proposed Sludge Storage Tanks (See Sheets C24 & C28)
Objective: Design channel to convey flow in a non erosive manner
References: (1) North Carolina Erosion and Sediment Control Planning and Design Manual
(2) Elements of Urban Stormwater Design, H.R. Malcom.
Procedure: Use procedures outlined in the above reference. Rational Method will be used
to calculate flows. Normal depth will be calculated using Mannings Equation and
water velocity will be calculated using the principle of continuity (Q = VA)
Channels will be designed to carry flow generated by the 10-Year storm event using
maximum slope.
Calculations: Post-Developed
Rational Method: Q = C * I * A
Where
Q = Flow (cfs)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr)
A = Drainage Area (ac)
Find C value in Reference 2
Find Intensity for 10-year event in Reference 2
C = 0.44
1 = 6.81
Drainage area (A) (ac) = 0.44
Q (cfs) = 1.3
Check channel for adequate depth and for need for armoring
Assume 2.5 ft/s as maximum allowable velocity for bare earth
and 4.5 ft/s as maximum allowable velocity for grass lined
channel lining using tractive force procedure
ulations will be done using Manning's Equation to find normal depth
Continuity (Q=V*A) to find velocity.
Q (cfs) = 1.3
Smex(ft/ft)= 0.012
B (ft) = 0
Calculate normal depth and velocity with bare earth as lining
From Ref. 2, n = 0.02
Flow (cfs) = 1.3
normal depth (ft) = 0.3
velocity (ft/s) = 2.45
NO LINING IS REQUIRED
Calculate normal depth and velocity with grass as lining
From Ref. 2, n = 0.03
Flow (cfs) = 1.3
normal depth (ft) = 0.4
velocity (ft/s) = 1.81
NO LINING REQUIRED
Channel cross section
)wale Calculations.xls
NO LINING IS REQUIRED
From product manual, n = 0.031
Flow (cfs) = 1.3
normal depth (ft) = 0.4
velocity (ft/s) = 1.76
Calculate shear stress
Shear stress (lb/ft2) _ (62.4 Ib1W) * (normal depth) * (slope)
shear stress (Ib1ft2 ) = 0.29
NO LINING REQUIRED
Lining Type
Straw w/ Net - RECM
Coconut Fiber - RECM
Polypropylene Mat - TRM
Polypropylene Mat - TRM
Manufaturer and Model
North American Green - S150
North American Green - C125
North American Green - P300
North American Green - P550
n value interpolated for normal depth of 1.0 ft
Max Permissible Shear
Unvegetated Vegetated
'n'' Ibs/ft2 Ibs/ft2
0.044 1.75 N/A
0.019 2.25 N/A
0.029 3.00 8.00
0.031 4.00 14.00
Max Velocity
Unvegetated Vegetated
ft/s fvs
6.00 N/A
10.00 N/A
9.00 16.00
12.50 25.00
)wale Calculations.xls
RUNOFF CURVE NUMBER CALCULATION
Swale: SW-C2
Runoff Coefficient "C"
Cover description Runoff
Coefficient Area
(ac) Product
C*area
Impervious area 0.95 0.13 0.1235
Open Area 0.22 0.31 0.0682

Totals ------------->
C weighted = total product
total area 0.44
= 0.1917
0.44
DEPTH-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
2 5 10 25 50 100
DURATION(min) [in] [in] [in] [in] [in] [in]

5 min 0.42 0.51 0.57 0.66 0.73 0.80
10 min 0.76 0.87 0.95 1.08 1.18 1.28
15 min 1.00 1.12 1.22 1.37 1.49 1.61
30 min 1.36 1.61 1.79 2.06 2.28 2.49
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 1.95 2.39 2.71 3.18 3.54 3.90
3 hr 2.15 2.67 3.04 3.57 3.98 4.39
6 hr 2.68 3.38 3.87 4.57 5.11 5.66
12 hr 3.14 4.00 4.60 5.46 6.12 6.78
24 hr 3.61 4.63 5.34 6.35 7.13 7.91
INTENSITY-DURATION-FREQUENCY TABLE
LOCATION: Sanford, NC - Lee County
RETURN PERIOD
DURATION 2-YR 5-YR 10-YR 25-YR 50-YR 100-YR
[in/hr] [in/hr] [in/hr] [in/hr] [in/hr] [in/hr]

5 min 5.04 6.07 6.81 7.90 8.75 9.60
10 min 4.57 5.21 5.71 6.47 7.07 7.67
15 min 4.00 4.49 4.88 5.48 5.96 6.44
30 min 2.73 3.22 3.59 4.13 4.55 4.97
60 min 1.74 2.12 2.39 2.78 3.09 3.40
2 hr 0.97 1.20 1.36 1.59 1.77 1.95
3 hr 0.72 0.89 1.01 1.19 1.33 1.46
6 hr 0.45 0.56 0.64 0.76 0.85 0.94
12 hr 0.26 0.33 0.38 0.45 0.51 0.57
24 hr 0.15 0.19 0.22 0.26 0.30 0.33
INPUT DATA:
LOCATION: Sanford, NC - Lee County
DURATION 2-YR P 00-YR P SOURCE
[in] [in]
5 min 0.42 0.8o NOAA HYDRO-35
15 min 1.00 1.61 NOAA HYDRO-35
60 min 1.74 3.4o NOAA HYDRO-35
24 hr 3.61 7.91 USWB TP-40
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0 Appendix A
BMP Documentation
Bioretention Cell - Drainage Area A
Bioretention Cell Supplement
Required Items Checklist
Design Calculations
Bioretention Operation & Maintenance Agreement
Bioretention Cell - Drainage Area B
Bioretention Cell Supplement
Required Items Checklist
Design Calculations
Bioretention Operation & Maintenance Agreement
Sand Filter
Sand Filter Supplement
Required Items Checklist
Design Calculations
Sand Filter Operation & Maintenance Agreement
Bioretention and Sand Filter Required Items Justification
S&ME Soils Reports
October 12, 2009
April 21, 2010
0
0 Bioretention Cell - Drainage Area A
Bioretention Cell Supplement
Required Items Checklist
Design Calculations
Bioretention Operation & Maintenance Agreement
E
0
Permit Number:
(to be provided by DWQ)
O?O? W A7F9OG
7 -y
AID
HCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Big Buffalo Wastewater Treatment Plant Expansion
Contact name Michael Santowasso
Phone number 919-833-7152
Date July, 2010
Drainage area number Drainage Area B
II. DESIGN INFORMATION
Site Characteristics
Drainage area 16,000 ft2
Impervious area 15,800 ft2
Percent impervious 98.8% %
Design rainfall depth 70 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required?
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Cell Dimensions
Ponding depth of water
Ponding depth of water
Surface area of the top of the bioretention cell
Length:
Width:
-or- Radius
Media and Soils Summary
Drawdown time, ponded volume
Drawdown time, to 24 inches below surface
Drawdown time, total:
In-situ soil:
Soil permeability
Planting media soil:
Soil permeability
Soil composition
% Sand (by volume)
% Fines (by volume)
% Organic (by volume)
N (Y or N)
in
in/hr
ft3/sec
ft3/sec
ft3/sec
1,252.0 ft3
1,327.0 ft3 OK
ft3
ft3
ft3
0 ft3
ft3
12 inches OK
1.00 ft
1,641.0 ft2 OK
62 ft OK
25 ft OK
ft
7.2 hr OK
19.2 hr OK
26.4 hr
0.06 in/hr Insufficient. Increase infiltration rate or include underdrains.
2.00 in/hr OK
85% OK
10% OK
5%o OK
Total: 100%
Phosphorus Index (P-Index) of media 10 (unitless) OK
Form SW401-Bioretention-Rev.8
Parts I and II. Da%inn Summary. Paae 1 of 2
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
W Type of bioretention cell (answer "Y" to only one of the two
Ilowing questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
245.00 fmsl
Y (Y or N) OK
N (Y or N)
244 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
242 fmsl
2ft
0 ft
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP located at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8inches gravel followed by 3-5 ft of grass)
Grassed swale
Forebay
Other
Form SW401-Bioretention-Rev.8
Y (Y or N)
2 OK
4 OK
1ft
241 fmsl
238.83 fmsl
2.17 ft OK
N (Y or N)
fmsl
244 ft
0
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
T1
N (Y or N)
Y (Y or N)
Y (Y or N)
Y (Y or N)
N (Y or N)
Show how flow is evenly distributed
OK
OK
OK
Insufficient ROW location.
ft/sec
N (Y or N) OK
N (Y or N) OK
(Y or N)
X
OK
Parts I and II. Desian Summary. Paae 2 of 2
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial in the
space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may
initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
LMS C-24 1. Plans (1" - 50' or larger) of the entire site showing:
SMP-1 - Design at ultimate build-out,
SMP-2 Off-site Drainage ('If applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Flow splitting device,
- Recorded drainage easement and public right of way (ROW),
Clean-out pipe locations,
Overflow device, and
Boundaries of drainage easement.
LMS DD-1 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
- Cell dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Recorded drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (f applicable),
- Clean-out pipe locations,
- Overflow device, and
- Boundaries of drainage easement.
- Indicate the P-Index between 10 and 30.
LMS DD-1 3. Section view of the bioretention cell (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Underdrain system ('If applicable), and
- Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media,
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
LMS SMP App. A 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The results
of the soils report must be verified in the field by DWQ, by completing & submitting the soils investigation
request form. County soil maps are not an acceptable source of soils information. All elevations shall be in
feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in situ soil must include:
Soil permeability,
Soil composition, (% sand, % fines, % organic), and
- P-Index.
LMS D-1 5. A detailed planting plan (1" - 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species,
- Sizes, spacing and location of plantings,
- Total quantity of each type of plant specked,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
LMS D-1 6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
LMS SMP ADD. A 7. The supporting calculations (including underdrain calculations, if applicable).
LMS SMP App. A 8. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
9. A copy of the deed restriction.
Form SW401-Bioretention-Rev.7 Part III, Page 1 of 1
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Bioretention Design
Project Name: Big Buffalo Creek Wastewater Treatment Plant Expansion
Project Number: 32039-000-104
Description: Bioretention Cell -- Drainage Area A
Date: 06/03/10
Designed by: JPC
Checked by:
Drainage Area Information
Total Drainage Area (ft2) 11,000
Total Drainage Area (ac) 0.25
Impervious Area (ft2) 10,200
Pervious Area (ft2) 800
% Impervious 92.7%
Water Quality Volume (Simple Method)
Precip. Depth (in) 1
Rv 0.884545
WQv (ft3) 811
•
Req. Bioretention Bottom Surface Area
Ponding Depth (in) 12
Req. Surface Area (ft2) 811
Water Quality Volume (NRCS Method)
Precip. Depth (in) 1
Impervious
CN 98
S 0.20
Runoff Depth (in) 0.79
WQv (ft3) 672
Pervious
CN 69
S 4.49
Runoff Depth (in) 0.00
WQv (ft3) 0

Total WQv (ft3) 672
Rea. Bioretention Bottom Surface Area
0
Ponding Depth (in) 12
Req. Surface Area (ft') 672
Peak Flow Calculation
Tc (min) 5
10-yr Intensity (in/hr) 7.7
C 0.91
Q (cfs) 1.76
Elevations (ft)
Max Allowable WSE 267
Overflow 266
Soil Media Surface 265
Soil Media Bottom 263
Underdrain Invert 261.67
Excavation Bottom 261.67
Outlet Invert 261.67
Storage Volume Check
Elev. (ft) Area (ft2)
Soil Surface 265 615
Overflow 266 1390
Upland 267 2040
Design Volume (ft3) 1003
Req. Volume (ft3) 811 OK
10-yr Routing Results
Peak Inflow (cfs) 1.76
Peak Outflow (cfs) 1.73
Peak WSE (ft) 266.15
Drawdown Time
Surface Drained (hrs) 4.2
Top 24" Drained (hrs) 16.2

•
Underdrain Design
Soil Ksat (in/hr) 2
Peak Soil Q (cfs) 0.10
Factor of Safety 4
Design Q (cfs) 0.39
Pipe Slope (ft/ft) 0.005
Manning's n 0.013
Pipe Diameter (in) 6
Pipe XC Area (ft2) 0.20
Pipe Hyd. Radius (ft) 0.125
Pipe Capacity (cfs) 0.40
# of Pipes Required 1
Underdrain Connection Pipe
Peak Soil Q (cfs) 0.05
Factor of Safety 4
Design Q (cfs) 0.19
Pipe Slope (ft/ft) 0.005
Manning's n 0.013
Pipe Diameter (in) 8
Pipe XC Area (ft2) 0.35
Pipe Hyd. Radius (ft) 0.166667
Pipe Capacity (cfs) 0.85
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Bioretention Drawdown Calculations

Elevations Time min WSE (ft) A WSE (ft) Condition
Soil Media Bottom (ft) 263 0 266.00 0.04
Soil Media Surface (ft) 265 10 265.96 0.04
Overflow (ft) 266 20 265.92 0.04
30 265.88 0.04
Ksat (in/hr) 2 40 265.83 0.04
Timestep (min) 10 50 265.79 0.04
60 265.75 0.04
Drainaee Times (Manually Update) 70 265.71 0.04
Surface Drained (hr) 4.2 80 265.67 0.04
Drained 24" Below Surf. (hr) 16.2 90 265.63 0.04
100 265.58 0.04
110 265.54 0.04
120 265.50 0.04
130 265.46 0.04
140 265.42 0.04
150 265.38 0.04
160 265.33 0.04
170 265.29 0.04
180 265.25 0.04
190 265.21 0.04
200 265.17 0.04
210 265.13 0.04
220 265.08 0.04
230 265.04 0.04
240 265.00 0.03
250 264.97 0.03 Surface Drained
260 264.94 0.03 Surface Drained
270 264.92 0.03 Surface Drained
280 264.89 0.03 Surface Drained
290 264.86 0.03 Surface Drained
300 264.83 0.03 Surface Drained
310 264.81 0.03 Surface Drained
320 264.78 0.03 Surface Drained
330 264.75 0.03 Surface Drained
340 264.72 0.03 Surface Drained
350 264.69 0.03 Surface Drained
360 264.67 0.03 Surface Drained
370 264.64 0.03 Surface Drained
380 264.61 0.03 Surface Drained
390 264.58 0.03 Surface Drained
400 264.56 0.03 Surface Drained
410 264.53 0.03 Surface Drained
420 264.50 0.03 Surface Drained
430 264.47 0.03 Surface Drained
440 264.44 0.03 Surface Drained
450 264.42 0.03 Surface Drained
460 264.39 0.03 Surface Drained
470 264.36 0.03 Surface Drained
480 264.33 0.03 Surface Drained
490 264.31 0.03 Surface Drained
500 264.28 0.03 Surface Drained
510 264.25 0.03 Surface Drained
520 264.22 0.03 Surface Drained
530 264.19 0.03 Surface Drained
540 264.17 0.03 Surface Drained
550 264.14 0.03 Surface Drained
560 264.11 0.03 Surface Drained
570 264.08 0.03 Surface Drained
580 264.06 0.03 Surface Drained
590 264.03 0.03 Surface Drained
600 264.00 0.03 Surface Drained
610 263.97 0.03 Surface Drained
620 263.94 0.03 Surface Drained
630 263.92 0.03 Surface Drained
640 263.89 0.03 Surface Drained
650 263.86 0.03 Surface Drained
660 263.83 0.03 Surface Drained
670 263.81 0.03 Surface Drained
680 263.78 0.03 Surface Drained
690 263.75 0.03 Surface Drained
700 263.72 0.03 Surface Drained
710 263.69 0.03 Surface Drained
720 263.67 0.03 Surface Drained
730 263.64 0.03 Surface Drained
740 263.61 0.03 Surface Drained
750 263.58 0.03 Surface Drained
760 263.56 0.03 Surface Drained
770 263.53 0.03 Surface Drained
780 263.50 0.03 Surface Drained
790 263.47 0.03 Surface Drained
800 263.44 0.03 Surface Drained
810 263.42 0.03 Surface Drained
820 263.39 0.03 Surface Drained
830 263.36 0.03 Surface Drained
840 263.33 0.03 Surface Drained
850 263.31 0.03 Surface Drained
860 263.28 0.03 Surface Drained
870 263.25 0.03 Surface Drained
880 263.22 0.03 Surface Drained
890 263.19 0.03 Surface Drained
900 263.17 0.03 Surface Drained
910 263.14 0.03 Surface Drained
920 263.11 0.03 Surface Drained
930 263.08 0.03 Surface Drained
940 263.06 0.03 Surface Drained
950 263.03 0.03 Surface Drained
960 263.00 0.03 Surface Drained
970 262.97 0.03 24 in. Drained
980 262.94 0.03 24 in. Drained
990 262.92 0.03 24 in. Drained
1000 262.89 0.03 24 in. Drained
1010 262.86 0.03 24 in. Drained
1020 262.83 0.03 24 in. Drained
1030 262.81 0.03 24 in. Drained
1040 262.78 0.03 24 in. Drained
1050 262.75 0.03 24 in. Drained
1060 262.72 0.03 24 in. Drained
1070 262.69 0.03 24 in. Drained
1080 262.67 0.03 24 in. Drained
1090 262.64 0.03 24 in. Drained
1100 262.61 0.03 24 in. Drained
1110 262.58 0.03 24 in. Drained
1120 262.56 0.03 24 in. Drained
1130 262.53 0.03 24 in. Drained
1140 262.50 0.03 24 in. Drained
1150 262.47 0.03 24 in. Drained
1160 262.44 0.03 24 in. Drained
1170 262.42 0.03 24 in. Drained
1180 262.39 0.03 24 in. Drained
1190 262.36 0.03 24 in. Drained
1200 262.33 0.03 24 in. Drained
1210 262.31 0.03 24 in. Drained
1220 262.28 0.03 24 in. Drained
1230 262.25 0.03 24 in. Drained
1240 262.22 0.03 24 in. Drained
1250 262.19 0.03 24 in. Drained
1260 262.17 0.03 24 in. Drained
1270 262.14 0.03 24 in. Drained
1280 262.11 0.03 24 in. Drained
1290 262.08 0.03 24 in. Drained
1300 262.06 0.03 24 in. Drained
1310 262.03 0.03 24 in. Drained
1320 262.00 0.03 24 in. Drained
1330 261.97 0.03 24 in. Drained
•
1340 261.94 0.03 24 in. Drained
1350 261.92 0.03 24 in. Drained
1360 261.89 0.03 24 in. Drained
Permit Number:
Drainage Area Number:
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
Heavy equipment will NEVER be driven over the bioretention cell.
Special care will be taken to prevent sediment from entering the bioretention cell.
Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept. in a known set location
and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale a livable . sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable)
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).
Bioretention O&M Page 1 of 4
•
•
•
Permit Number:
Drainage Area Number:
BMW element: Potential problems: How I will remediate the problem:
The bioretention cell: An annual soil test shows that Dolomitic lime shall be applied as
soils and mulch pH has dropped or heavy recommended per the soil test and
(continued) metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose
of the sediment off-site.
The drop inlet is damaged. Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit ® 919-
outlet. 733-1786.
Bioretention O&M
Page 3 of 4
0 Bioretention Cell - Drainage Area B
Bioretention Cell Supplement
Required Items Checklist
Design Calculations
Bioretention Operation & Maintenance Agreement

?
L
Permit Number:
(to be provided by DWQ)
?`,OF W A re9QG
ITMA
is AV*A
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Big Buffalo Wastewater Treatment Plant Expansion
Contact name Michael Santowasso
Phone number 919-833-7152
Date June, 2010
Drainage area number Drainage Area A
II. DESIGN INFORMATION
Site Characteristics
Drainage area 11,000 ft2
Impervious area 10,200 ft2
Percent impervious 92.7% %
Design rainfall depth TO inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? N (Y or N)
1-yr, 24-hr runoff depth in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr peak flow ft3/sec
Wost-development 1-yr, 24-hr peak flow ft3/sec
Pre/Post 1-yr, 24-hr peak control ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 811.0 ft3
Volume provided 1,003.0 ft3 OK
Storage Volume: SA Waters
1.5' runoff volume ft3
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 1,390.0 ft2 OK
Length: 95 ft OK
Width: 18 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 4.2 hr OK
Drawdown time, to 24 inches below surface 16.2 hr OK
Drawdown time, total: 20.4 hr
In-situ soil:
Soil permeability 0.11 in/hr Insufficient. Increase infiltration rate or include underdrains.
Planting media soil:
Soil permeability 2.00. in/hr OK
Soil composition
% Sand (by volume) 85% OK
% Fines (by volume) 10%
- OK
% Organic (by volume) 3.
/. OK
Total: 100%
Phosphorus Index (P-Index) of media 10 (unitless) OK
Fnrm SSA/dM _RinrotnnTinn_Rn" A
Permit Number:
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
?ype of bioretention cell (answer "Y" to only one of the two
ollowing questions):
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
266.00 fmsl
Y (Y or N) OK
N (Y or N)
265 fmsl
0 inches Insufficient mulch depth, unless installing grassed cell.
263 fmsl
2ft
0.33 ft
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20%?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(81inches gravel followed by 3-5 ft of grass)
10 Grassed swale
Forebay
Other
Y (Y or N)
2 OK
4 OK
1ft
261.67 fmsl
259.67 fmsl
2ft OK
N (Y or N)
fmsl
265 ft
0
Y (Y or N) OK
N (Y or N) Excess volume must pass through filter.
ft
N (Y or N) Show how flow is evenly distributed.
Y (Y or N)
Y (Y or N)
Y (Y or N)
N (Y or N)
ft/sec
N (Y or N)
OK
OK
OK
Insufficient ROW location.
OK
N (Y or N) OK
Y (Y or N) OK
X
OK
Fnrm SW401-Rinratvntinn-Ra.V_R
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial in the
space provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may
initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
LMS CC=22 1. Plans (1" - 50' or larger) of the entire site showing:
SMP-1 - Design at ultimate build-out,
SMP-3 - Off-site Drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Cell dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Flow splitting device,
- Recorded drainage easement and public right of way (ROW),
- Clean-out pipe locations,
- Overflow device, and
- Boundaries of drainage easement.
LMS DD-1 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
- Cell dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
Recorded drainage easement and public right of way (ROW),
- Design at ultimate build-out,
Off-site drainage (if applicable),
- Clean-out pipe locations,
Overflow device, and
- Boundaries of drainage easement.
- Indicate the P-Index between 10 and 30.
LMS D_1 3. Section view of the bioretention cell (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Underdrain system (if applicable), and
- Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media,
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains ('If applicable),
SHWT level(s), and overflow structure]
LMS SMP App. A 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The results
of the soils report must be verified in the field by DWQ, by completing & submitting the soils investigation
request form. County soil maps are not an acceptable source of soils information. All elevations shall be in
feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in situ soil must include:
Soil permeability,
- Soil composition, (% sand, % fines, % organic), and
P-Index.
LMS D-1 5. A detailed planting plan (1" - 20' or larger) prepared by a qualified individual showing:
- A variety of suitable species,
- Sizes, spacing and location of plantings,
- Total quantity of each type of plant specked,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
LMS D-1 6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
LMS SMP App. A 7. The supporting calculations (including underdrain calculations, if applicable).
LMS SMP App. A 8. A copy of the signed and notarized inspection and maintenance (1&M) agreement.
9. A copy of the deed restriction.
Fnnn CINdnlJ?inrobnfinn_pov 7 Part III. Paaa 1 of 1
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Bioretention Design
Project Name: Big Buffalo Creek Wastewater Treatment Plant Expansion
Project Number: 32039-000-104
Description: Bioretention Cell -- Drainage Area B
Date: 06/03/10
Designed by: JPC
Checked by:
Drainage Area Information
Total Drainage Area (ft2) 16,000
Total Drainage Area (ac) 0.37
Impervious Area (ft2) 15,800
Pervious Area (ft2) 200
% Impervious 98.8%
Water Quality Volume (Simple Method)
Precip. Depth (in) 1
Rv 0.93875
WQv (ft3) 1252
•
Req. Bioretention Bottom Surface Area
Ponding Depth (in) 12
Req. Surface Area (ft2) 1252
Water Quality Volume (NRCS Method)
Precip. Depth (in) 1
Impervious
CN 98
S 0.20
Runoff Depth (in) 0.79
WQv (ft3) 1041
Pervious
CN 69
S 4.49
Runoff Depth (in) 0.00
WQv (ft3) 0

Total WQv (ft3) 1041
Req. Bioretention Bottom Surface Area
0
Ponding Depth (in) 12
Req. Surface Area (ft2) 1041
Peak Flow Calculation
Tc (min) 5
10-yr Intensity (in/hr) 7.7
C 0.94
Q (cfs) 2.67
Elevations (ft)
Max Allowable WSE 245
Overflow 246
Soil Media Surface 244
Soil Media Bottom 241
Underdrain Invert 239.67
Excavation Bottom 239.67
Outlet Invert 239.67
Storage Volume Check
Elev. (ft) Area (ft2)
Soil Surface 244 1013
Overflow 245 1641
Upland 246 2166
Design Volume (ft3) 1327
Req. Volume (ft3) 1252 OK
10-yr Routing Results
Peak Inflow (cfs) 2.67
Peak Outflow (cfs) 2.64
Peak WSE (ft) 245.20
Drawdown Time
Surface Drained (hrs) 7.3
Top 24" Drained (hrs) 19.2
C]
0
Underdrain Design
Soil Ksat (in/hr) 2
Peak Soil Q (cfs) 0.13
Factor of Safety 4
Design Q (cfs) 0.51
Pipe Slope (ft/ft) 0.005
Manning's n 0.013
Pipe Diameter (in) 6
Pipe XC Area (ft2) 0.20
Pipe Hyd. Radius (ft) 0.125
Pipe Capacity (cfs) 0.40
# of Pipes Required 2
Underdrain Connection Pipe
Peak Soil Q (cfs) 0.06
Factor of Safety 4
Design Q (cfs) 0.25
Pipe Slope (ft/ft) 0.005
Manning's n 0.013
Pipe Diameter (in) 8
Pipe XC Area (ft2) 0.35
Pipe Hyd. Radius (ft ) 0.166667
Pipe Capacity (cfs) 0.85
11
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Bioretention Drawdown Calculations

Elevations Time (min) WSE (ft) a WSE ft
Soil Media Bottom (ft) 241 0 246.00 0.05
Soil Media Surface (ft) 244 10 245.95 0.05
Overflow (ft) 246 20 245.91 0.05
30 245.86 0.05
Ksat (in/hr) 2 40 245.81 0.05
Timestep (min) 10 50 245.77 0.05
60 245.72 0.05
Drainage Times (Manually Update) 70 245.68 0.05
Surface Drained (hr) 7.3 80 245.63 0.05
Drained 24" Below Surf. (hr) 19.2 90 245.58 0.05
100 245.54 0.05
110 245.49 0.05
120 245.44 0.05
130 245.40 0.05
140 245.35 0.05
150 245.31 0.05
160 245.26 0.05
170 245.21 0.05
180 245.17 0.05
190 245.12 0.05
200 245.07 0.05
210 245.03 0.05
220 244.98 0.05
230 244.94 0.05
240 244.89 0.05
250 244.84 0.05
260 244.80 0.05
270 244.75 0.05
280 244.70 0.05
290 244.66 0.05
300 244.61 0.05
310 244.56 0.05
320 244.52 0.05
330 244.47 0.05
340 244.43 0.05
350 244.38 0.05
360 244.33 0.05
370 244.29 0.05
380 244.24 0.05
390 244.19 0.05
• 400 244.15 0.05
410 244.10 0.05
420 244.06 0.05
Condition
430 244.01 0.05
. 440 243.96 0.03 Surface Drained
450 243.94 0.03 Surface Drained
460 243.91 0.03 Surface Drained
470 243.88 0.03 Surface Drained
480 243.85 0.03 Surface Drained
490 243.82 0.03 Surface Drained
500 243.80 0.03 Surface Drained
510 243.77 0.03 Surface Drained
520 243.74 0.03 Surface Drained
530 243.71 0.03 Surface Drained
540 243.69 0.03 Surface Drained
550 243.66 0.03 Surface Drained
560 243.63 0.03 Surface Drained
570 243.60 0.03 Surface Drained
580 243.57 0.03 Surface Drained
590 243.55 0.03 Surface Drained
600 243.52 0.03 Surface Drained
610 243.49 0.03 Surface Drained
620 243.46 0.03 Surface Drained
630 243.44 0.03 Surface Drained
640 243.41 0.03 Surface Drained
650 243.38 0.03 Surface Drained
660 243.35 0.03 Surface Drained
670 243.32 0.03 Surface Drained
680 243.30 0.03 Surface Drained
690 243.27 0.03 Surface Drained
700 243.24 0.03 Surface Drained
710 243.21 0.03 Surface Drained
720 243.19 0.03 Surface Drained
730 243.16 0.03 Surface Drained
740 243.13 0.03 Surface Drained
750 243.10 0.03 Surface Drained
760 243.07 0.03 Surface Drained
770 243.05 0.03 Surface Drained
780 243.02 0.03 Surface Drained
790 242.99 0.03 Surface Drained
800 242.96 0.03 Surface Drained
810 242.94 0.03 Surface Drained
820 242.91 0.03 Surface Drained
830 242.88 0.03 Surface Drained
840 242.85 0.03 Surface Drained
850 242.82 0.03 Surface Drained
860 242.80 0.03 Surface Drained
.
870 242.77 0.03 Surface Drained
880 242.74 0.03 Surface Drained
890 242.71 0.03 Surface Drained
900 242.69 0.03 Surface Drained
910 242.66 0.03 Surface Drained
920 242.63 0.03 Surface Drained
930 242.60 0.03 Surface Drained
940 242.57 0.03 Surface Drained
950 242.55 0.03 Surface Drained
960 242.52 0.03 Surface Drained
970 242.49 0.03 Surface Drained
980 242.46 0.03 Surface Drained
990 242.44 0.03 Surface Drained
1000 242.41 0.03 Surface Drained
1010 242.38 0.03 Surface Drained
1020 242.35 0.03 Surface Drained
1030 242.32 0.03 Surface Drained
1040 242.30 0.03 Surface Drained
1050 242.27 0.03 Surface Drained
1060 242.24 0.03 Surface Drained
1070 242.21 0.03 Surface Drained
1080 242.19 0.03 Surface Drained
1090 242.16 0.03 Surface Drained
1100 242.13 0.03 Surface Drained
1110 242.10 0.03 Surface Drained
1120 242.07 0.03 Surface Drained
1130 242.05 0.03 Surface Drained
1140 242.02 0.03 Surface Drained
1150 241.99 0.03 24 in. Drained
1160 241.96 0.03 24 in. Drained
1170 241.94 0.03 24 in. Drained
1180 241.91 0.03 24 in. Drained
1190 241.88 0.03 24 in. Drained
1200 241.85 0.03 24 in. Drained
1210 241.82 0.03 24 in. Drained
1220 241.80 0.03 24 in. Drained
1230 241.77 0.03 24 in. Drained
1240 241.74 0.03 24 in. Drained
1250 241.71 0.03 24 in. Drained
1260 241.69 0.03 24 in. Drained
1270 241.66 0.03 24 in. Drained
1280 241.63 0.03 24 in. Drained
1290 241.60 0.03 24 in. Drained
1300 241.57 0.03 24 in. Drained
1310 241.55 0.03 24 in. Drained
1320 241.52 0.03 24 in. Drained
• 1330 241.49 0.03 24 in. Drained
1340 241.46 0.03 24 in. Drained
1350 241.44 0.03 24 in. Drained
1360 241.41 0.03 24 in. Drained
Permit Number:
0 Drainage Area Number. B
Bioretention Operation and Maintenance Agreement
I will keep a maintenance record on this BMW. This maintenance record will be kept in a
log in a known set location. Any deficient BW elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the bioretention cell is established, the plants will be watered
twice weekly if needed until the plants become established (commonly six
weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the
bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
After the bioretention cell is established, I will inspect it once a month and within 24
hours after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County). Records of operation and maintenance will be kept in a known set location
and will be available upon request.
. Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problems: How I will reinediate the problem:
The entire BMP Trash debris is resent. Remove the trash debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
bioretention cell erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
The inlet device: pipe, The pipe is clogged (if Unclog the pipe. Dispose of the
stone verge or swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged (if
applicable)
Erosion is occurring in the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Stone verge is clogged or Remove sediment and clogged
covered in sediment (if stone and replace with clean stone.
applicable).

Bioretention O&M Pagel of4
•
•

Permit Number
Drainage Area Number: 8
BMP element: Potential roblems: How I will remediate the roblem:
The bioretention cell: An annual soil test shows that Dolomitic lime shall be applied as
soils and mulch pH has dropped or heavy recommended per the soil test and
(continued) metals have accumulated in toxic soils shall be removed,
the soil media. disposed of properly and replaced
with new planting media.
The underdrain system Clogging has occurred. Wash out the underdrain system.
if applicable)
The drop inlet Clogging has occurred. Clean out the drop inlet. Dispose
of the sediment off-site.
The drop inlet is damaged. Repair or replace the drop inlet.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit ® 919-
outlet. 733-1786.
Bioretention O&M
Page 3 of 4
0 Sand Filter
Sand Filter Supplement
Required Items Checklist
Design Calculations
Sand Filter Operation & Maintenance Agreement

Permit Number:
(to be provided by DWQ)
TAA NCNR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section Ill) and the I&M Agreement (Section IV)
?`r i
I. PROJECT INFORMATION
Project name Big Buffalo Wastewater Treatment Plant Expansion
Contact name
Phone number
Date
Drainage area number
Michael Santowasso
919-833-7152
October, 2009
DA-E
II. DESIGN INFORMATION
Site Characteristics
Drainage area (AD) 43,903.00 ftz OK
Impervious area 19,672.00 ftz
% Impervious (IA) 44.8%%
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth 3.00 in
1-yr, 24-hr intensity 0.13 in/hr
Pre-development 1-yr, 24-hr runoff 2.68 ft3/sec
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control 3.18 ft3/sec
0.50 Wlsec
Storage Volume
Design volume (WQV) 1,658.00 ft3
Adjusted water quality volume (WQVAdI) 1,243.50 ft3 OK
Volume contained in the sedimentation basin and on top of the sand filter 1,520.00
Top of sand filter/grate elevation 244 ft amsl
Weir elevation (between chambers) 228.5 ft amsl
Maximum head on the sedimentation basin and sand filter (hMaxr;fler) 4.75 ft OK
Average head on the sedimentation basin and sand filter (hA) 2.38 It OK
Runoff Coefficient (Rv) 0.45 (unitless)
Type of Sand Filter
Open sand filter? N Y or N
SHWT elevation ft amsl
Bottom of the sand filter elevation ft amsl
Clearance (dSHwr)
Closed/pre-cast sand filter? Y Y or N
SHWT elevation 240.00 ft amsl
Bottom of the sand filter elevation 226.00 ft amsl
Clearance (dsHwr) -14.00
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground 15.50 ft
structure (deface)
•
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 3
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As) 160.00 ft2 OK. Meets minimum, but may need to be increased to
Sedimentation basin/chamber depth 2.00 ft
Sand Filter
Surface area of sand filter (AF) 160.00 ft2 OK. Meets minimum, but may need to be increased to
Top of sand media filter bed elevation 228.50 ft amsl
Bottom of sand media filter bed/drain elevation 226.50 ft amsl
Depth of the sand media filter bed (dF) 2.00 ft
Coefficient of permeability for the sand filter (k) 6.00 (ft/day)
Outlet diameter 4.00 in
Outlet discharge/flowrate 0.01 ft3/sec
Time to drain the sand filter (t) 27.00 hours OK. Submit drainage calculations.
Time to drain the sand filter (t) 1.13 days
Additional Information
Does volume in excess of the design volume bypass the sand filter? Y Y or N OK
Is an off-line flow-splitting device used? Y Y or N OK
If draining to SA waters: Does volume in excess of the design volume flow Y or N
evenly distributed through a vegetated filter?
What is the length of the vegetated filter? ft
Does the design use a level spreader to evenly distribute flow? Y or N
Is the BMP located at least 30ft from surface waters (50ft if SA waters)? Y Y or N OK
If not a closed bottom, is BMP located at least 100ft from water supply wells? Y or N
Are the vegetated side slopes equal to or less than 3:1 Y Y or N OK
Is the BMP located in a recorded drainage easement with a recorded access N Y or N Insufficient ROW location.
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay Aed)? 4.00 ft OK
What is the depth of sand over the outlet pipe (dpipe)? 1.00 ft OK

Figure 1: Open Sand Filter
I'll Utatiol)
L'4aurher
{ of F.+rrha? ,
y ? ?? c l l
I+'lmt
-1.- it
`+.unl Flltrl
b.uul?rl
?.'tittci F??II?r
? ? rlp?, clp
I=-tt
N-tittu tioll Sri-r,uahht Hr_h tti atej T,il-le
t?t.Pd
Figure 2: Closed Sand Filter
•
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 3
Permit Number:
(to be provided by DWG)
LA
•
•
dspace, hMaHFilte,
i dpipe c d
r
E dsHW7
Sedimentation Chamber (Fbrebayj Sand Filter Chamber
(Deposition of Heavy sediments, Grganics, Debris) (Filtration of solids)
cased
Form SW401-Sand Filter-Rev.5 2009Sept17
Parts I and II. Project Design Summary, Page 3 of 3
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requirements have been met. If the applicant has designated an agent,
the agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
LMS C-23 1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
SMP-1 - System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
SMP-6 chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
LMS DD=01 2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
LMS DD=01 3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
LMS App. A 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
LMS App. A 5. Supporting calculations (including drainage calculations)
LMS App. A 6. Signed and notarized operation and maintenance (0&M) agreement
7. A copy of the deed restrictions (if required).
r
Fnrm CU/AM_Con.l Ci1+or_D- r Onnac__+47 0-4 111 D- 4 n{ 4
r?

Sand Filter Design
Project Name: Big Buffalo WWTP Expansion
Project Number: 32039-000
Description: Sand filter to treat runoff from drainage area E
Date:10/07/09
Designed by: mpj
Checked by: Ims
Drainage Area
Total (ftZ) 43903
Total (ac) 1.01
Pervious (ft') 24231
Impervious (ft') 19672
% Impervious 44.8%
Water Qualitv Volume
Precip. (in) 1
Rv 0.453
WQV (ft3) 1658
WQVadj (ft3) 1244
maximum Meaa on the bang rntei
hmaxfilter (ft) 4.75
havgfilter (ft) 2.38
Atotreq (ft') 261.84
Ased (ft') 132
Afilter (ftZ) 132
Minimum Sedimentation Basin Surface Area
Ased (ftZ) 109.6
Minimum Sand Filter Bed Surface Area
Filter Depth (ft) 1.5
ksand (ft/day) 6
Drain Time (day) 1.66
Afilter (ft') 64.45
Water Quality Volume Check
E WQVcheck (ft3) 1254
Adequate? Yes
Underdrain Design
Soil Ksat (in/hr) 3
Afilter (ftZ) 132
Peak Soil Q (cfs) 0.01
Factor of Safety 4
Design Q (cfs) 0.04
Pipe Slope (ft/ft) 0.005
Manning's n 0.013
Pipe Diameter (in) 4
Pipe XC Area (ft Z) 0.09
Pipe Hyd. Radius (ft) 0.08
Pipe Capacity (cfs) 0.13
Drawdown Calculations
Drain Invert (ft) 226.5
Sand Surface (ft) 228.5
Max WSE (ft) 233.2
Sand Ksat (in/hr) 3
Timestep (min) 5
Routed Drainage Times
Surface Drained (hr) 8.5
Soil Drained (hr) 20.3
Simple Drainage Times
Surface Drained (hr) 18.8
Soil Drained (hr) 26.8
* "Routed drainage" accounts
for increased head associated
with ponding over the sand,
while "simple drainage"
assumes a unit hydraulic
gradient
E
Permit Number.
(to be provided by DWQ)
Drainage Area Number: E.
Sand Filter Operation and Maintenance Agreement
•
0
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity of
structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area will be carefully managed to reduce the sediment load to the
sand filter.
- Once a year, sand media will be skimmed.
- The sand filter media will be replaced whenever it fails to function properly after
vacuuming.
The sand filter will be inspected quarterly and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash debris is resent. Remove the trash debris.
The adjacent pavement Sediment is present on the Sweep or vacuum the sediment as
(if applicable) pavement surface. soon as possible.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
sand filter erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
The flow diversion The structure is clogged. Unclog the conveyance and dispose
structure of any sediment off-site.
The structure is damaged. Make any necessary repairs or
replace if damage is too large for
repair.
The pretreatment area Sediment has accumulated to Search for the source of the
a depth of greater than six sediment and remedy the problem if
inches. possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
Form SW401-Sand Filter O&M-Rev.3
Page 1 of 3
•
•
BMP element: Potential problem: How I will remediate the Problem:
The filter bed and Water is ponding on the Check to see if the collector system
underdrain collection surface for more than 24 is clogged and flush if necessary. If
system hours after a storm. water still ponds, remove the top
few inches of filter bed media and
replace. If water still ponds, then
consult an expert.
The outflow spillway Shrubs or trees have started Remove shrubs and trees
and pipe to ow on the embankment immediately.
The outflow pipe is clogged. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion roblems.
The outflow pipe is damaged.__ Repair or replace the pipe.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Sand Filter O&M-Rev.3
Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Big Buffalo Creek Wastewater Treatment Plant Expansion
BMP drainage area number:E
Print nameNictor Czar
Title:Public Works Director
Address:Sanford Municipal Building 225 E. WeathepM2n Street Sanford, NC 27330
Signature: Q?,,??°L !l
Date: JA, ' 1!?2' l.?
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Q a Notary Public for the State of
pfi rtGZ , County of A1C&! Lt - (gip , do hereby certify that
&mie- personally appeared before me this
day of &&&& , Q&4, and acknowledge the due execution of the
forgoing sand filter maintenance requirements. Witness my hand and official seal,
NOtm
PuMk
SEAL
My commission expires ' ZQ a020
•
Form SW401-Sand Filter O&M-Rev.3 Page 3 of
3
0 Bioretention and Sand Filter Required Items Justification
C,
0
HAZEN AND SAWYER Hazen and Sawyer,
4011 WestChase Blvd.
vtl
Environmental Engineers & Scientists Suite 500
Raleigh, NC 27607
[phone]
August 6, 2010 [phone] (Fax)
Mr. Ian McMillan
Acting Supervisor
N.C. Department of Environment and Natural Resources
Division of Water Quality - 401 Oversight/Express Permitting Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Re: Big Buffalo Creek Wastewater
Treatment Plant 12 MGD Expansion Project
City of Sanford, North Carolina
Bioretention and Sand Filter Required Items Justification
Dear Mr. McMillan:
Due to unique conditions at the Big Buffalo Creek Wastewater Treatment Plant site in
Sanford, North Carolina, there are several items listed on the "required items checklist"
within the DWQ design supplements which are not included.
Because the proposed bioretention areas and sand filter discharge to a creek located
within the parcel boundary, no drainage easements have been recorded.
Due to the large extent of the project area and associated drawing scale,
system dimensions, maintenance access, and the location of the flow
splitting device are included on the sand filter detail drawing, but not the
overall site plan.
This project is located on municipal property; therefore, no easements for
maintenance access have been recorded.
No deed restrictions are anticipated for this project.
If you have any questions or require any additional clarification, please don't hesitate to
contact us.
Very truly yours
HAZEN AND SAWYER, P.C.
Z, W&ut AAXJZV
L. Michael Santowasso, P.E.
Senior Associate
LMS/bpr
Sanford-Bioretention and Sand Filter Req Justification. doc;
New York, NY • Philadelphia, PA • Raleigh, NC • Charlotte, NC • Greensboro, NC • Charleston, SC • Atlanta, GA • Fairfax, VA > Hampton Roads, VA • Baltimore, MD • Cincinnati, OH • Hollywood, FL • Boca Raton, FL • Miami, FL
0 S&ME Soils Reports
October 12, 2009
April 21, 2010
•

0
S&ME
October 12, 2009
Hazen and Sawyer, P.C.
4011 Westchase Boulevard
Suite 500
Raleigh, North Carolina 27607
Attention: Mr. Michael Santowasso
Reference: Stormwater BMP Soil Testing
City of Sanford WWTP
Lee County, North Carolina
S&ME, Inc. Project No. 1588-09-051
Dear Mr. Santowasso
•
S&ME., Inc. (S&ME) has conducted a Soil Scientist Evaluation per S&ME Proposal No.
1588-09-PO68 and Letter of Authorization No. 1-09 dated September 28, 2009 to provide
information for a new Stormwater Management Permit Application to the North Carolina
Department of Environment and Natural Resources (NCDENR) - Division of Water
Quality (DWQ). A soil scientist investigation was conducted to evaluate the soil
properties of three (3) proposed Stormwater Best Management Practices (BMP) areas to
determine suitability for stormwater management systems. The soil scientist
investigation was conducted to evaluate in-situ soil type (soil series), in-situ soil
infiltration rate (in-situ saturated hydraulic conductivity testing), and seasonal high water
table (SHWT) elevations. In-situ saturated hydraulic conductivity testing was performed
to determine the permeability of soils below the proposed stormwater management
systems.
PROJECT BACKGROUND
The subject property is the City of Sanford Wastewater Treatment Plant (WWTP) located
on the west side of Iron Furnace Road in Lee County, North Carolina (Figure 1). The site
consists of the existing WWTP.
10
S&ME soil scientists conducted an evaluation of the soils within 3 areas identified by
Ms. Liane Morgan with Hazen and Sawyer, P.C. (Hazen and Sawyer) for proposed
stormwater management systems. The soil scientist evaluation was conducted to evaluate
the suitability of the soil properties relative to Stormwater Management permitted by the
NCDFNR-DWQ.
SWE, INC. / 3718 Old Battleground Road / Greensboro, NC 27410 / p 336.288.7180 `336.288.8880 / www.smeinc.com
Stormwater BMP Soil Testing SWE Project No. 1588-09-051
City of Sanford WWTP October 12, 2009
Maps were prepared using Arcview 9.2 a Geographic Information System (GIS). Base
maps were generated using information from the following sources: ESRI, Inc. and a site
map provided by Hazen and Sawyer (Figures 1-2).
FINDINGS
In-situ Soil Type (Soil Series)
S&ME conducted 3 hand-auger borings (HAB) to characterize the soils within the
proposed areas for Stormwater Management (Soil Profile Descriptions Appendix I) at
the locations shown on Figure 2. Detailed soil profile descriptions were made to a depth
of approximately three to eight feet below the existing ground surface (bgs) or until
seasonally high soil wetness conditions were encountered at each location to characterize
the soils potential suitability for stormwater management systems. The soil scientist
evaluation includes field descriptions for soil texture; color; structure; depth, and
thickness of soil horizons. The field evaluation also includes identification of the
thickness and type of any restrictive horizon(s) if present; depth of seasonal high water
table (if present). The soils evaluated were described to the series level using current
United States Department of Agriculture (USDA) and Natural Resource Conservation
Service (MRCS)-Soil Taxonomy. The soils evaluated were most similar to the Pinkston
soil series at HAB#3, Udorthents/Pinkston soil series at HAB#4 and Udorthents/Fill at
HAB#5.
Constant Bead Perrneameter Testing and Seasonal High Water Table
Determinations
S&ME performed the in-situ soil permeability testing by using a compact constant head
permeameter. S&ME performed two (2) in-situ permeability tests at each HAB location.
Site plans were provided by Hazen and Sawyer identifying the potential stormwater
management system areas to be tested (Figure 2). These locations were approximated in
the field based on the plans provided.
For the in-situ permeability testing, hand auger borings were advanced to depths ranging
from approximately 22 inches to 100 inches bgs with a 2-inch and/or 23/4-inch diameter
bucket. A planer auger was used to clean the bottom of the auger holes and give them a
cylindrical shape. The water dissipating unit was lowered to the bottom of the holes and
water was dispensed from the permeameter. The water was allowed to move through the
unit until steady-state flow was achieved and then flow rates were recorded. The last
three measurements were averaged to achieve the most representative value to express
the saturated hydraulic conductivity. The depth interval of the test corresponded to a
layer of material approximately b inches thick at the selected testing depth. The soils at
the test locations were observed to range form silty clay loam to silty clay textures. The
permeability rates were calculated as ranging between 0.008 to 0.015 inches per hour.
Reference the table below for the in-situ hydraulic conductivity rates for each test
location.
•

•
Stormwater BMP Soil Testing S&ME Project No. 1588-09-051
City of Sanford WWTP October 12, 2009
The seasonal high water table evaluations were performed by advancing hand auger
borings to a depth of six to eight feet bgs at each of the permeability test locations. The
locations of the seasonal high water table evaluations were approximated in the field.
During the hand auger advancement, soils were evaluated by a Licensed Soil Scientist for
evidence of seasonal high water table influence. This evaluation involved looking at the
actual moisture content in the soil and observing the matrix and mottle colors.
Depending on the soil texture, the soil color will indicate processes that are driven by
seasonally high water table fluctuations, such as iron reduction and oxidation and organic
matter staining.
Please note that these seasonal high water table evaluations are based on secondary
evidence and not on direct groundwater level measurements. Groundwater levels
fluctuate for numerous reasons and these findings do not indicate that groundwater levels
have not or will not rise above the noted depths.
See Figure 2 for the approximate test locations, and the table below for the soil series,
calculated permeability rates, and approximated seasonal high water table depths.
City of Sanford WWTP

est Location

In-situ Soil Type
(Soil Series)

In-situ testing
depth (inches bgs)
In-situ Soil
Permeability
(in/hr) Seasonal High
Water Table
(SHWT below
ground surface)
Hand Auger Boring 3 - Test 1 Pinkston 17 to 24 0.013 30 inches
Hand Auger Boring 3 - Test 2 Pinkston 17 to 24 0.013 30 inches
Hand Auger Boring 4 - Test 1 Pinkston/Fill 16 to 23 0.009 32 inches
Hand Auger Boring 4 - Test 2 Pinkston/Fill 2 to 22 0.008 32 inches
Hand Auger Boring 5 Test I Udorthents/Fill 91 to 100 0.012 44 inches
Hand Auger Boring 5 - Test 2 Udorthents/Fill 80 to 88 0.015 44 inches
3
•
•

Stormwater BMP Soil Testing
City of Sanford WWTP
SWE Project No. 1588-09-051
October 12, 2009
CLOSING
S&ME appreciates the opportunity to provide these services to you. If you have any
questions, please contact us.
Sincerely,
S&ME, Inc.
a-t kelW u
Paul Penninger, L.S.S. Rob Willcox, L.S.S.
Senior Soil Scientist Natural Resources Department Manager
Attachments: Figure 1 - Vicinity Map
Figure 2 - Hand Auger Boring and Ksat Location Map
In-Situ Constant Head Permeameter Calculations
Hand Auger Boring Profile Sheet
S \1588\1588 REPORTS\Reports.09\1588-09-051 Hazen and Sawyer, P.C\1588-09-051 Hazen and Sawyer, P C. -
Stormwater BMP Soil Report.doc
4
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S&ME, INC.
SITE/SOIL EVALUATION
O
roject No. 1588-09-051 _ Phone No. Date: 10/6/09
Location City of Sanford WWTP Pin County: Lee Property Size

Proposed Faci lity: Water Supply: On-Site Well ? Evaluation: Anger Boring X
Community ? Pit ?
Described By: Rob Willcox, Paul Public ? Cut ?
Penninger
Weather: Cloudy, Rain Antecedent Moisture S urface Water:

FACTORS PROFILE #3 PROFILE #4 PROFILE #5 PROFILE
Landscape Position %
Horizon Depth I 04" 0-6" 0-44"
Color Munsell Brown Brown/Reddish Br.
Texture cl sicl/sic SOW
Structure wsbk fill fill
Consistence ss sp fl

Boundary
Horizon Depth it 4-22" 6-30" 44-100
Color - Munsell Yellow Brown Yellow Brown
Texture sicl sicl sc/c
Mottles f/c - 2 chroma
Structure wsbk fill fill
Consistence sS s vfi
zones of mixed min.
,qw
Boundary
Horizon Depth 111 22-30" 30-50"
Color - Munsell Yellow Brown Yellowish Red
Texture sic/sicl sic]/sic
Mottles f/c - 2 chroma
Structure wsbk/massive wsbk
Consistence ss s fi ss s fi
mixed min. pockets

Boundary
Horizon Depth IV 30-36"
Color - Munsell red
Texture sicl
Mottles few-2 chroma
Structure massive
Consistence fi/vfi

Boundary
Soil Wetness 30" 32" 44"
Restrictive Horizon
Saprolite
LTAR
Classification
Pinkston Pinkston/Fill Fill

LEGEND
LANDSCAPE POSITION
R Ridge Intertluve
S Shoulder
L Lincar Slope
FS Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Cv Convex Slope
T Terrace
P Flood Plain
TEXTURE
s sand
Is loamy sand
sl sandy loam
I loam
si silt
sil silt loam
sicl silty clay loam
el clay loam
scl sandy clay loam
sc sandy clay
sic silty clay
c clay
CONSISTENCE WF,T
Ns non-sticky
Ss slightly sticky
S sticky
Vs very sticky
Np non-plastic
Sp slightly plastic
P plastic
Vp very plastic
MOIST
vfr Very friable
fr friable
fi Finn
vfi Very firm
STRUCTURE
sg single grain
m massive
cr crumb
gr granular
sbk subangular blocky
abk angular blocky
pi platy
0 #S&ME
April 21, 2010
Hazen and Sawyer, P.C.
4011 Westchase Boulevard
Suite 500
Raleigh, North Carolina 27607
Attention: Mr. Michael Santowasso
Reference: Stormwater BMP Soil Testing
City of Sanford WWTP
Lee County, North Carolina
S&ME, Inc. Project No. 1588-10-016
Dear Mr. Santowasso:
S&ME, Inc. (S&ME) has conducted a Soil Scientist Evaluation per S&ME Proposal No.
1588-09-PO68 and Letter of Authorization No. 1-10 dated April 6, 2010 to provide
information for a new Stormwater Management Permit Application to the North Carolina
Department of Environment and Natural Resources (NCDENR) - Division of Water
Quality (DWQ). A soil scientist investigation was conducted to evaluate the soil
properties of four (4) proposed Stormwater Best Management Practices (BMP) areas to
determine suitability for stormwater management systems. The soil scientist
investigation was conducted to evaluate in-situ soil type (soil series), in-situ soil
infiltration rate (in-situ saturated hydraulic conductivity testing), and seasonal high water
table (SHWT) elevations. In-situ saturated hydraulic conductivity testing was performed
to determine the permeability of soils below the proposed stormwater management
systems.
PROJECT BACKGROUND
The subject property is the City of Sanford Wastewater Treatment Plant (WWTP) located
on the west side of Iron Furnace Road in Lee County, North Carolina (Figure 1). The site
consists of the existing WWTP.
S&ME soil scientists conducted an evaluation of the soils within 4 areas identified by Mr.
Michael Santowasso with Hazen and Sawyer, P.C. (Hazen and Sawyer) for proposed
stonmwater management systems. The soil scientist evaluation was conducted to evaluate
the suitability of the soil properties relative to Stormwater Management permitted by the
NCDENR-DWQ.
S&ME, INC. / 3718 Old Battleground Road / Greensboro, NC 27410 / p 336.288.7180 f 336.288.8980 / www.smeinc.com
Stormwater BMP Soil Testing SBME Project No. 1588-10-016
City of Sanford WWTP April 21, 2010
Maps were prepared using Arcview 9.3 a Geographic Information System (GIS). Base
maps were generated using information from the following sources: ESRI, Inc. and a site
map provided by Hazen and Sawyer (Figures 1-2).
FINDINGS
In-situ Soil Type (Soil Series)
S&ME conducted 4 hand-auger borings (HAB) to characterize the soils within the
proposed areas for Stormwater Management (Soil Profile Descriptions - Appendix I) at
the locations shown on Figure 2. Detailed soil profile descriptions were made to a depth
of approximately three to eight feet below the existing ground surface (bgs) or until
seasonally high soil wetness conditions were encountered at each location to characterize
the soils potential suitability for stormwater management systems. The soil scientist
evaluation includes field descriptions for soil texture; color; structure; depth, and
thickness of soil horizons. The field evaluation also includes identification of the
thickness and type of any restrictive horizon(s) if present; depth of seasonal high water
table (if present). The soils evaluated were described to the series level using current
United States Department of Agriculture (USDA) and Natural Resource Conservation
Service (MRCS)-Soil Taxonomy. The soils evaluated were most similar to the Pinkston
and/or Mayodan soil series at all HAB locations.
Constant Head Permeameter Testing and Seasonal High Water Table
Determinations
S&ME performed the in-situ soil permeability testing by using a compact constant head
permeameter. S&ME performed one (1) in-situ permeability test at each HAB location.
Site plans were provided by Hazen and Sawyer identifying the potential stormwater
management system areas to be tested (Figure 2). These locations were approximated in
the field based on the plans provided.
For the in-situ permeability testing, hand auger borings were advanced to depths ranging
from approximately 33 inches to 55 inches bgs with a 2-inch diameter bucket. A planer
auger was used to clean the bottom of the auger holes and give them a cylindrical shape.
The water dissipating unit was lowered to the bottom of the holes and water was
dispensed from the permeameter. The water was allowed to move through the unit until
steady-state flow was achieved and then flow rates were recorded. The last three
measurements were averaged to achieve the most representative value to express the
saturated hydraulic conductivity. The depth interval of the test corresponded to a layer of
material approximately 6 inches thick at the selected testing depth. The soils at the test
locations were observed to range from silty clay loam to silt loam textures. The
permeability rates were calculated as ranging between 0.055 to 0.109 inches per hour.
Reference the table below for the in-situ hydraulic conductivity rates for each test
location.
.J
Stormwater BMP Soil Testing SSME Project No. 1588-10-016
City of Sanford VVWTP April 21, 2010

The seasonal high water table evaluations were performed by advancing hand auger
borings to a depth of three to eight feet bgs at each of the permeability test locations. The
locations of the seasonal high water table evaluations were approximated in the field.
During the hand auger advancement, soils were evaluated by a Licensed Soil Scientist for
evidence of seasonal high water table influence. This evaluation involved looking at the
actual moisture content in the soil and observing the matrix and mottle colors.
Depending on the soil texture, the soil color will indicate processes that are driven by
seasonally high water table fluctuations, such as iron reduction and oxidation and organic
matter staining.
Please note that these seasonal high water table evaluations are based on secondary
evidence and not on direct groundwater level measurements. Groundwater levels
fluctuate for numerous reasons and these findings do not indicate that groundwater levels
have not or will not rise above the noted depths.
See Figure 2 for the approximate test locations; and the table below for the soil series,
calculated permeability rates, and approximated seasonal high water table depths.
City of Sanford WWTP

est Location

In-situ Soil Type
(Soil Series)

In-situ testing
depth (inches bgs)
In-situ Soil
Permeability
(in/hr) Seasonal High
Water Table
(SHWT below
ground surface)
Hand Auger Boring I Mayodan 33 to 39 0.109 52 inches
Hand Auger Boring 2 Pinkston 27 to 33 0.109 43 inches - Cr
Hand Auger Boring 3 Mayodan 34 to 40 0.055 55 inches
Hand Auger Boring 4 Mayodan 49 to 55 0.055 68 inches
C
Stormwater BMP Soil Testing
City of Sanford WWTP
CLOSING
SWE Project No. 1588-10-016
April 21, 2010
S&ME appreciates the opportunity to provide these services to you. If you have any
questions, please contact us.
is
Sincerely,
S&ME, Inc.
#U?1• pw-e /?
Martin Mabe Aop-' Rob Willcox, L.S.S.
Project Manager/Agronomist Natural Resources Department Manager
Attachments: Figure i - Vicinity Map
Figure 2 - Hand Auger Boring and Ksat Location Map
In-Situ Constant Head Permeameter Calculations
Hand Auger Boring Profile Sheet
S:\1588\1588 REPORTS\Reports. 1 0\1 588-10-016 Hazen & Sawyert1588-10-016 Hazen and Sawyer, P.C. - Stormwater
BMP Soil Report.doc
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S&ME, INC.
SITE/SOIL EVALUATION
Oject No. j -/v-n Phone No. Date: y-14-/r
cation (3 Pin County: Lee Property Size
Proposed Facility: Water Supply: On-Site Well
Community
Described By: t,.• l-e Public
Weather: G„?)a Antecedent Moisture
Auger Boring
Pit ?
Cut ?
LEGEND
LANDSCAPE POSITION
FACTORS PROFILE PROFILE PROFILE 3 PROFILE
Landscape Position % Z , 3.4 _ ,?^ L L/_ G r?/p j?c r,-r
Horizon Depth I a _?y ?Z
Color Munsell 1 y? 3fr
Texture SIA
Structure W+,( 5 L k'
Consistence AS Y Af r, S r ilS iI r? ! t? rTf e

Boundary
Horizon Depth II
Color - Munsell 5 fl 5 Ye?y a, 31f
Texture
Mottles
Structure S bk x k
Consistence >!s ?? ?, t S?
-7, Y4
M
.tdary
...,rizon Depth III 13- 7-2 ;P 7 ?'S
Color - Munsell }? f p 1,, 14, 7'
a, ! ,e t/%
Texture
Mottles 7. < ne 7?a1 T . y ?,.1 , S; e I At
Structure ,,,, yie y/ S k
Consistence ; S _.5g2 w 5/ > p Ge_
/DY 761 :5i

Boundary
Horizon Depth IV 2__ A-1 -2s /-i j
Color- Munsell Y :D y 5 I K y OK y//
Texture
Mottles Yl_ > y t', )D VX V4,
j ; 3 fl ` e
Structure ' ? L.1
Consistence : ie S _S ?/ 5 S Sy' r

I' hp
Boundary
Soil Wetness t
2?
I 'i
Cb/! .n
Restrictive Horizon r -1jlj' la y
Saprolite
LTAR e- ; w ?*. 5
Classification

Z•t00
7,'?{r'J?'I//{v
'S1Y?7/l
} sbk
to S tj Y?tL ?
4 ?. 5Z '7,SYL?? ('! ?`IGy• fC? /D IC ?1IG
-Y D
'cifly
[j Evaluation:
Surface Water:
R Ridge Interlluve
S Shoulder
L Linear Slope
FS Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Cv Convex Slope
T Terrace
P Flood Plain
TEXTURE
s sand
Is loamy sand
sl sandy loam
I loam
si silt
sil silt loam
sic] silty clay loam
cl clay loam
scl sandy clay loam
sc sandy clay
sic silty clay
c clay
CONSISTENCE WET
Ns non-sticky
Ss slightly sticky
S sticky
Vs very sticky
Np non-plastic
Sp slightly plastic
2!A plastic
Vp very plastic
MOIST
vfr Very friable
fir friable
ti firm
vfr Very firm
STRUCTURE
sg single grain
m massive
cr crumb
gr granular
sbk subangular blocky
abk angular blocky
pl platy
pr prismatic
S&ME, INC.
SITE/SOIL EVALUATION
Oect No. )S8$-?o-o Phone No. Date: c)
cation Pin County: L.,e Property Size
Proposed Facility: Water Supply: On-Site Well ? Evaluation: Auger Boring
Described By:
Weather:
t Community ? Pit
Cut
p? (J; ))Cr)x Public El
l„,qFF Antecedent Moisture Surface Water:
FACTORS PROFILEA/ PROFILE PROFILE PROFILE
Landscape Position % Ill fors .
Horizon Depth I 9
Color Munsell
Texture
Structure
Consistence S
sly s?? k

Boundary
Horizon Depth II
Color - Munsell ! sI ,
Texture
Mottles ,
Structure
Consistence Sy Sl

dary
Jzon Depth III
Color - Munsell j? t )
Texture
Mottles rh ; /D W111
Structure -751k J I,; ve
Consistence firiAf?__ -e5 ji,

Boundary
Horizon Depth IV
Color- Munsell _
Texture
Mottles
Structure
Consistence

Boundary
Soil Wetness
Restrictive Horizon
Saprolite
LTAR
Classification

LEGEND
LANDSCAPE POSITION
R Ridge InterFluve
S Shoulder
L Linear Slope
S Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Cv Convex Slope
T Terrace
P Flood Plain
TEXTURE
s sand
Is loamy sand
sl sandy loam
I loam
si silt
sil silt loam
sic] silty clay loam
cl clay loam
sel sandy clay loam
sc sandy clay
sic silty clay
c clay
Ns non-sticky
Ss slightly sticky
S sticky
Vs very sticky
Np non-plastic
Sp slightly plastic
P plastic
Vp very plastic
MOIST
vfr Very friable
ti• fiable
ti firm
vfi Very firm
STRUCTURE
sg single grain
in massive
cr crumb
gr granular
sab subangular blocky
ab angular blocky
pl platy
pr prismatic
S&ME, INC.
SITE/SOIL EVALUATION
eject No. )SS$-lo- n , Phone No. Date: 4/-I J-1-; c,
?ocation ,coo. p Pin County: )-t c Property Size
Prbposed Facility: Water Supply: On-Site Well ? Evaluation: Auger Boring
Described By:
Weather:
Community ? Pit
n
£' ; ..1 l L. Public ? Cut
?pJ ?, ??Cax , ,yy?-•
?F Antecedent Moisture Surface Water:
FACTORS PROFILE[ ?- PROFILE PROFILE PROFILE
Landscape Position % _11f ,
Horizon Depth I - 9
Color Munsel)
Texture
Structure
Consistence
Sli vw

Boundary
Horizon Depth II
Color- Munsell J ?/ v
Texture
Mottles
Structure "'
Consistence S? yZI

undary
tonzon Depth III
Color-Munsell jD L1
Texture ;
Mottles M ; 1
Structure ws
Consistence sS -le

Boundary
Horizon Depth IV
Color - Munsel I
Texture
Mottles
Structure
Consistence

Boundary
Soil Wetness 1? rt 4VY
Restrictive Horizon
Saprolite
LTAR
Classification

w

LEGEND
LANDSCAPE POSITION
R Ridge Intertluve
S Shoulder
L Linear Slope
S Foot Slope
N Nose Slope
H Head Slope
Cc Concave Slope
Cv Convex Slope
T Ten-ace
P Flood Plain
TEXTURE
s sand
is loamy sand
sl sandy loam
I loam
si silt
sit silt loam
sicl silty clay loam
cl clay loam
scl sandy clay loam
sc sandy clay
sic silty clay
c clay
CON SISTENCE WET
Ns non-sticky
Ss slightly sticky
S sticky
Vs very sticky
Np non-plastic
Sp slightly plastic
P plastic
Vp veiy plastic
MOIST
vfr Very friable
fr friable
fi firm
vfi Very firm
STRUCTURE
sg single grain
m massive
cr crumb
gr granular
sab subangular blocky
ab angular blocky
pl platy
pr prismatic