SW6231102_Design Calculations_20240315

STORMWATER MANAGEMENT REPORT
for
BUFFALO CREEK SUBDIVISION
Submittal to:
NCDEQ STORMWATER PROGRAM
Prepared for:
GRACELAND DEVELOPMENT, INC.
P.O.BOX 531
PARKTON, NC 28371
CONTACT: JOEY PEINFIELD
PHONE: [phone]
Resubmittal Date:
March 2024
Prepared by:
0/1
• j1 !
11
ENGINEERING, PLL C _ r
3417 Winferwind Circle,Sanford,NC 27330
PO Box 249,Sanford,NC 27331 • •rt
Phone:[phone] •� e ��
e-mail:[e-mail] Y •! ��� . i
NC License#.P-0836 •••� ����-�•!
RAFTING AND DESIGN
JarrOd E. Digitally signed
,SRRVICES,INC. by Jarrod E.
6728 Carbonton Road
Sanford, NC 27330 Hilliard, Hilliard, PE, CFM
[phone] PE, CFM Date:2024.03.08
[e-mail] 16:16:46 -05'00'
DDS Project#2023-07

TABLE OF
CONTENTS
SECTION PAGE
I. EXISTING CONDITIONS
A. PROPERTY....................................................................................................I
B. WATERSHED.................................................................................................2
C. JURISDICTIONAL WATERS............................................................................2
D. FEMA FLOOPLAIN.......................................................................................2
E. SOILS............................................................................................................2
II. AGENCY STORMWATER REQUIREMENTS
A. HOKE COUNTY......................................................................................... .2
B. NCDEQ.........................................................................................................3
III. PROPOSED IMPROVEMENTS
A. PROJECT DESCRIPTION................................................................................3
B. LAND DISTURBANCE AND EROSION CONTROL.......................................3
C. IMPERVIOUS SURFACE ...............................................................................3
D. DRAINAGE AND STORMWATER MANAGEMENT.......................................4
APPENDICES
A. Computations
Minor System
Grass Conveyance Swales
Erosion Control
B. Maps
Inlet Drainage Area
Erosion Control Drainage Area
C. Soil Survey Map
D. FEMA FIRM Map
E. USGS MAP
F. STORMWATER FORMS
SUPPLEMENT-EZ
OPERATION & MAINTENANCE AGREEMENT
BMP SUPPLEMENT FORMS

I. EXISTING CONDITIONS
A. PROPERTY
The proposed project site is on o n e 52.2 AC p a rc e I (PIN# 5849-40-00-
1096) in Hoke County. The property is currently undeveloped farm land
with no impervious surfaces.
The following is a summary of the adjacent properties:
To the north, undeveloped (zoning R-20)
To the south, undeveloped (zoning R-20)
To the west, undeveloped (zoning R-20)
To the east, single family and undeveloped (zoning R-20)
See Figure 1 below for an aerial view of the property for the proposed Buffalo
Creek Subdivision project (Site).
Figure 1:Aerial view of pre-developed site
is
` 49�+r
Stormwater Impact Analysis
Page 1 1 4

B. WATERSHED
The site is located in the Gully Branch Watershed and Lumber River Basin.
The NCDEQ Stream Index for Buffalo Creek is 14-2.5 and Stream
Classification for Buffalo Creek is `C'.
C. JURISDICTIONAL WATERS
There are no jurisdictional streams located on the site. There are no
impacts proposed with this project to jurisdictional streams or
wetlands.
D. FEMA FLOODPLAIN
There are FEMA mapped floodplains located on the site per FIRM Panel
37108488400L, effective date July 7, 2007. See Appendix D for FEMA
FIRM maps.
E. SOILS
Refer to Appendix C for the NRCS map showing anticipated on-site soils.
II. AGENCY STORMWATER REQUIREMENTS
A. Hoke County
Section 3.7 `Storm Drainage Not in Public Streets" of the Hoke County
Subdivision Ordinance details the requirements for managing
stormwater from new construction sites.
Section 3.3 `Streets" of the Hoke County Subdivision Ordinance details
the requirements for managing stormwater from new construction sites
per NCDOT requirements.
Stormwater Impact Analysis
Page 2 1 4

B. NCDEQ
Hoke County is a `tipped' county and new projects located within the
county must meet NCDEQ Post Construction Stormwater Phase 2
regulations. Site requirements for stormwater control are different if the
proposed development is `high density' (greater than 24%impervious) or
`low density' (less than 24% impervious).
III. PROPOSED IMPROVEMENTS
A. PROJECT DESCRIPTION
The proposed project will create fourty-Seven (47) single family lots (min
20,000 sf). The proposed project will add additional roads the Hoke County
road system. The design follows the Preliminary Plat that was recently
approved by Hoke County. As part of this project, public waterwill be
extended to serve the new lots.
B. LAND DISTURBANCE AND EROSION CONTROL
The proposed disturbed area for the proposed project is 36.0 AC +/-. A
NCDEQ Land Disturbance (Erosion Control) Permit will be obtained prior to
beginning work.
C. IMPERVIOUS SURFACE
The proposed total amount of impervious surfaces for this project is 7.41 AC.
This includes pavement and curb & gutters in the public R/W and driveways
and rooftops on each lot. The resulting percent impervious (or built-upon)
of 14.2% of the total property area. A maximum amount of 3,500 SF of
impervious area is allocated to each lot. Thus, this development is classified
as `low density' under NCDEQ Phase II regulations.
Stormwater Impact Analysis
Page 3 1 4

D. DRAINAGE AND STORMWATER MANAGEMENT
i. Roadway Drainage -Major System
The proposed roadway will have curb and gutter. Catch basins in
the gutter line will provide the roadway drainage. Catch basins
were spaced based on gutter spread not exceeding one-half lane
width during a 4 in/hr storm (NCDOT guidelines). The minor pipe
system is sized based on 10-year storm flow and cross-pipes are
sized based on 25-year storm flow not exceeding the hydraulic
capacity of each pipe segment (as open channel flow, that is, non-
pressure flow).
ii. Grass Conveyance Swales/Dispersed Flow
As stated in Section III. C. above, proposed impervious is less than 24%
and, therefore is classified as `Low Density' per NCDEQ regulations.
Per NCDEQ guidance, Grass swales/dispersed flow are proposed to
receive runoff collected by the catch basins in the road system to help
treat the runoff before being discharged to the jurisdictional waters.
These swales/dispersed flow areas have a longitudinal slope of 0.0% to
1.0%that discharge into an existing drainage swale to the south. There
are Three (3) proposed grass outlets, each with a length greater than
100 LF.
Methodology and computations
Refer to Appendix A for storm drainage and stormwater
management computations. Hydrologic computations were based
on the Rational Method for storm drainage and SCS method for
stormwater management. Rainfall intensity was determined based
on data of the closest rainfall gauge listed on the NOAA website.
Drainage areas were delineated based on a combination of field
and LIDAR topography.

Stormwater Impact Analysis
Page 4 1 4
APPENDIX A
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Name:Hoke County,North Carolina,
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POINT PRECIPITATION FREQUENCY(PF) ESTIMATES
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3/5/24,8:44 AM PF Map:Contiguous US
WITH 90%CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION
NOAA Atlas 14,Volume 2,Version 3
8 Print page
PF tabular PF graphical Supplementary information
PDS-based precipitation frequency estimates with 90%confidence intervals(in inches/hoi
Average recurrence interval(years)
Duration����������
1 2 5 10 25 50 100 200 500 1000
5-min 5.23 6.18 7.21 7.98 8.89 9.56 10.2 10.8 11.5 12.1
(4.76-5.78) (5.63-6.83) (6.55-7.97) (7.24-8.80) (8.04-9.78) (8.62-10.5) (9.13-11.2) (9.61-11.8) (10.2-12.6) (10.6-13.3)
10-min 4.18 4.94 5.77 6.38 7.09 7.61 8.10 8.54 9.10 9.50
(3.80-4.62) (4.50-5.47) (5.25-6.38) (5.79-7.03) (6.40-7.80) (6.86-8.36) (7.25-8.89) (7.62-9.38) (8.05-10.0)
15-min 3.48 4.14 4.87 5.38 5.99 6.42 6.82 7.19 7.64 7.96
(3.17-3.85) (3.77-4.58) (4.43-5.38) (4.88-5.93) (5.41-6.59) (5.79-7.06) (6.12-7.49) (6.41-7.89) (6.75-8.38) (6.99-8.74)
30-min 2.39 2.86 3.46 3.90 4.44 4.84 5.23 5.59 6.08 6.44
(2.17-2.64) (2.61-3.16) (3.14-3.82) (3.54-4.30) (4.01-4.88) (4.36-5.32) (4.68-5.74) (4.99-6.14) (5.37-6.67) (5.66-7.07)
60-min 1.49 1.80 2.22 2.54 2.95 3.28 3.60 3.92 4.36 4.70
(1.36-1.65) (1.64-1.98) (2.02-2.45) (2.30-2.80) (2.67-3.25) (2.96-3.60) (3.22-3.95) (3.50-4.31) (3.85-4.79)
2-hr 0.870 1.05 1.32 1.53 1.81 2.03 2.25 2.48 2.79 3.03
(0.785-0.974) 11 (0.952-1.18) (1.19-1.48) (1.38-1.71) (1.62-2.02) (1.81-2.26) (2.00-2.51) (2.18-2.76) (2.43-3.10) (2.62-3.38)
3-hr 0.613 0.742 0.937 1.09 1.31 1.48 1.66 1.85 2.12 2.34
(0.553-0.688) (0.670-0.833) (0.845-1.05) (0.982-1.22) (1.17-1.46) (1.31-1.65) (1.46-1.85) (1.62-2.06) (1.83-2.36) (2.00-2.60)
6-hr 0.366 0.443 0.560 0.654 0.785 0.892 1.00 1.12 1.29 1.43
(0.332-0.408) (0.402-0.493) (0.507-0.621) (0.590-0.725) (0.703-0.868) (0.793-0.985) (0.886-1.11) (0.982-1.24) (1.12-1.42) (1.22-1.57)
12-hr 0.214 0.260 77 0.329 0.387 7F 0.467 0.535 0.606 77 0.682 0.792 77 0.882
(0.194-0.239) (0.235-0.289) (0.297-0.367) (0.348-0.430) (0.417-0.517) (0.473-0.590) (0.531-0.668) (0.592-0.751) (0.676-0.872) (0.743-0.970)
24-hr 0.126 0.153 0.194 0.226 0.271 0.307 0.343 0.382 0.434 0.476
(0.117-0.137) (0.142-0.166) (0.179-0.210) (0.209-0.244) (0.249-0.292) (0.281-0.331) (0.314-0.371) (0.348-0.412) (0.394-0.469) (0.430-0.514)
2-day 0.073 0.088 0.111 0.129 0.154 0.174 0.194 0.215 0.244 0.267
(0.068-0.079) (0.082-0.095) (0.103-0.120) (0.120-0.139) (0.142-0.165) (0.160-0.187) (0.178-0.209) (0.197-0.232) (0.222-0.263) (0.242-0.288)
3-day 0.052 0.062 0.078 0.090 0.107 0.121 0.135 0.149 0.169 0.185
(0.048-0.055) (0.058-0.067) (0.073-0.083) (0.084-0.097) (0.099-0.115) (0.112-0.129) (0.124-0.145) (0.137-0.160) (0.155-0.182) (0.168-0.199)
4-day 0.041 0.049 0.061 0.071 0.084 0.095 0.105 0.117 0.132 0.144
(0.038-0.044) (0.046-0.053) (0.057-0.065) (0.066-0.076) (0.078-0.090) (0.088-0.101) (0.097-0.112) (0.107-0.124) (0.121-0.141) (0.131-0.154)
7-day 0.027 0.032 0.040 0.046 0.054 0.060 0.067 0.074 0.083 0.090
(0.025-0.029) (0.030-0.035) (0.037-0.043) (0.043-0.049) (0.050-0.058) (0.056-0.064) (0.062-0.072) (0.068-0.079) (0.076-0.089) (0.083-0.097)
10-day 0.022 0.026 0.031 0.035 0.041 0.046 0.050 0.055 0.061 0.066
(0.020-0.023) (0.024-0.027) (0.029-0.033) (0.033-0.038) (0.039-0.044) (0.043-0.049) (0.047-0.054) (0.051-0.059) (0.057-0.065) (0.061-0.071)
20-day 0.014 0.017 0.020 0.023 0.026 0.029 0.032 0.035 0.039 0.042
(0.013-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.024) (0.025-0.028) (0.027-0.031) (0.030-0.034) (0.032-0.037) (0.036-0.041) (0.038-0.044)
30-day 0.012 0.014 0.016 0.018 7F 0.021 0.023 0.025 77 0.026 0.029 0.031
(0.011-0.012) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.020-0.022) (0.021-0.024) (0.023-0.026) (0.025-0.028) (0.027-0.031) (0.029-0.033)
45-day 0.010 0.012 0.013 0.015 0.017 0.018 0.019 0.021 0.022 0.024
(0.009-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022) (0.021-0.024) (0.022-0.025)
60-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.019 0.020
(0.008-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.015) (0.015-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.020) (0.019-0.021)
EPrectpetaton frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a given duration and average
interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)
nd may be higher than currently valid PMP values.
r to NOAAAtlas 14 document for more information.
Estimates from the table in CSV format: Precipitation frequency estimates v Submit
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BUFFALO CREEK SUBDIVISION
DRAINAGE/GUTTER SPEAD CALCULATIONS
Upstream Inlet Pipe Capacity Gutter Gutter Gutter
Inlet ID Inlet ID Runoff Drainage Area Inlet Rainfall Pipe Diameter pipe Material Pipe Length(ft) (Full Flow) Total Pipe Flow Total System Pipe Slope Pipe Invert Pipe Invert Inlet ID Elevation(Top) Inlet Elevation Inlet Type =4 in/hr Flow(Total Flow(Total Gutter Spread Notes
Coeficient (acres) Intensity`(in/h) (in) (ft,/s) (ft'/s)(1) Flow(ft'/s) (ft/ft) (Upstream)(ft) (Downstream)(fit) (ft)(3) (Invert)(fit) (ft,/s)(2) Intercepted) Bypassed) (fit)(4x6)
ft3/s ft3/s
CB 123 CB 122 0.35 0.40 7.90 15 PP 26.00 5.85 1.11 1.11 0.0077 296.60 296.40 CB 123 299.91 296.60 NCDOT 840.03 0.56 0.42 0.14 4.00
CB 122 FES 121 0.80 0.09 7.90 15 PP 36.00 8.85 0.57 1.67 0.0167 296.40 295.80 CB 122 299.91 296.40 NCDOT 840.03 0.29 0.24 0.05 2.50
CB 120 CB 119 0.35 0.80 7.90 15 PP 26.00 5.85 2.21 2.21 0.0077 296.27 296.07 CB 120 299.52 296.27 NCDOT 840.03 1.12 0.79 0.47 6.00
CB 119 FES 118 0.80 0.05 7.90 15 PP 36.00 5.85 0.32 2.53 0.0075 296.07 295.80 CB 119 299.52 296.07 NCDOT 840.03 0.16 0.18 0.03 2.50
CB 117 CB 116 0.35 1.00 7.98 15 PP 26.00 5.85 2.79 2.79 0.0077 301.00 300.80 CB 117 304.54 301.00 NCDOT 840.03 1.40 0.82 0.58 5.50
CB 116 FES 115 0.35 0.80 7.98 15 PP 40.00 5.85 2.23 5.03 0.0075 300.80 300.50 CB 116 304.54 300.80 NCDOT 840.03 1.12 0.70 0.42 5.00
CB 114 CB 113 0.35 0.60 7.98 15 PP 26.00 5.85 1.68 1.68 0.0077 298.93 298.73 CB 114 302.42 298.93 NCDOT 840.03 0.84 0.83 0.59 5.50
CB 113 FES 112 0.35 0.40 7.98 15 PP 40.00 4.94 1.12 2.79 0.0050 298.73 298.53 CB 113 302.42 298.73 NCDOT 840.03 0.56 0.63 0.35 5.00
FES 111 CB 110 0.35 3.57 8.89 24 PP 44.00 16.87 11.11 11.11 0.0225 297.64 296.65 FES 111 297.64
CB 110 CB 109 0.35 0.50 7.98 24 PP 26.00 21.50 1.40 12.50 0.0077 296.65 296.45 CB 110 300.62 296.65 NCDOT 840.03 0.70 0.68 0.37 5.50
CB 109 FES 108 0.35 0.80 7.98 24 PP 40.00 17.30 2.23 14.74 0.0050 296.45 296.25 CB 109 300.62 296.45 NCDOT 840.03 DOUBLE 1.12 1.37 0.34 5.00
FES 107 5 CB 106 0.35 4.75 8.89 24 PP 40.00 18.90 14.78 14.78 0.0063 295.25 295.00 FES 107 5 295.25
CB 106 CB105 0.35 0.80 7.98 24 PP 26.00 20.50 2.23 17.01 0.0077 295.00 294.80 CB 106 299.30 295.00 NCDOT 840.03 DOUBLE 1.12 1.93 4.50
CB 105 FES 104 0.35 0.30 7.98 24 PP 44.00 20.50 0.84 17.85 0.0068 294.80 294.50 CB 105 299.30 294.80 NCDOT 840.03 0.42 0.45 2.50
FES 103 5 CB 102 0.35 18.70 8.89 42 PP 28.00 91.10 58.19 58.19 0.0071 280.80 280.60 FES 103 5 280.80
CB 102 CB 101 0.35 0.20 7.98 42 PP 27.00 91.10 0.56 58.74 0.0074 280.60 280.40 CB 102 281.73 280.60 NCDOT 840.03 0.28 0.23 0.05 2.50
CB 101 FES 100 0.35 0.20 7.98 42 PP 96.00 111.10 0.56 59.30 0.0104 280.40 279.40 CB 101 281.73 280.40 NCDOT 840.03 0.28 0.23 0.05 2.50
CB 204 CB 203 0.35 0.73 7.98 15 PP 26.00 4.94 2.04 2.04 0.0054 278.32 278.18 CB 204 281.33 278.32 NCDOT 840.03 DOUBLE 1.02 2.05 5.00
CB 203 CB 202 0.35 0.15 7.98 15 PP 51.00 4.94 0.42 2.46 0.0118 278.18 277.58 CB 203 281.33 278.18 NCDOT 840.03 0.21 1 1.20 6.00
CB 202 CB 201 0.90 0.01 7.98 15 PP 26.00 5.85 0.07 2.53 0.0077 277.58 277.38 CB 202 281.03 277.58 NCDOT 840.03 0.04 0.04 0.50
CB 201 FES 200 0.80 0.13 7.98 15 PP 118.00 4.94 0.83 3.36 0.0159 277.38 275.50 CB 201 281.03 277.38 NCDOT 840.03 0.42 0.36 0.11 3.00
CB 303 CB 302 0.35 0.92 7.98 15 PP 27.00 4.94 2.57 2.57 0.0074 282.00 281.80 CB 303 285.25 282.00 NCDOT 840.03 DOUBLE 1.29 1.84 4.50
CB 302 CB 301 0.35 0.80 7.98 15 PP 56.00 5.42 2.23 4.80 0.0050 281.80 281.52 CB 302 285.25 281.80 NCDOT 840.03 DOUBLE 1.12 1.68 4.50
CB 301 FES 300 0.35 0.03 7.98 15 PP 118.00 10.60 0.08 4.89 0.0129 281.52 280.00 CB 301 287.68 281.52 NCDOT 840.03 0.04 0.04 0.00 0.50
DI 404 FES 403 15 PP 26.00 5.85 4.47 4.47 0.0077 287.20 287.00 DI 404 290.00 287.20 NCDOT 840.17
CB 402 CB 401 0.35 0.80 7.98 15 PP 26.00 5.85 2.23 2.23 0.0077 292.00 291.80 CB 402 295.00 292.00 NCDOT 840.03 1.12 0.84 0.55 4.50
CB 401 FES 400 0.35 0.80 7.98 15 PP 88.00 4.94 2.23 4.47 0.0068 291.50 290.90 CB 401 295.00 291.50 NCDOT 840.03 1.12 0.86 0.56 4.50
CB 502 CB 501 0.35 0.40 7.98 15 PP 26.00 5.85 1.12 1.12 0.0077 294.68 294.48 CB 502 297.93 294.68 NCDOT 840.03 0.56 0.56 0.27 4.50
CB 501 FES 500 0.35 0.40 7.98 15 PP 88.00 4.94 1.12 2.23 0.0050 294.48 294.04 CB 501 297.93 294.48 NCDOT 840.03 0.56 0.60 0.30 5.00
CB 602 CB 601 0.35 0.60 7.98 15 PP 26.00 5.85 1.68 1.68 0.0077 295.58 295.38 CB 602 298.83 295.58 NCDOT 840.03 0.84 0.57 0.27 4.50
CB 601 FES 600 0.35 0.70 7.98 15 PP 88.00 4.94 1.96 3.63 0.0050 295.38 294.94 CB 601 298.83 295.38 NCDOT 840.03 0.98 0.64 0.34 5.00
CB 702 CB 701 0.35 1.20 7.98 15 PP 26.00 5.85 3.35 3.35 0.0077 287.47 287.27 CB 702 290.72 287.47 NCDOT 840.03 1.68 1.16 0.99 5.00
CB 701 FES 700 0.35 1.30 7.98 15 PP 88.00 6.99 3.63 6.98 0.0050 287.27 286.83 CB 701 290.72 287.27 NCDOT 840.03 1.82 1.20 1.03 5.50
CB 802 CB 801 0.35 0.50 7.98 15 PP 26.00 5.85 1.40 1.40 0.0077 293.64 293.44 CB 802 296.88 293.64 NCDOT 840.03 0.70 0.76 0.47 5.50
CB 801 FES 800 0.35 0.60 7.98 15 PP 88.00 4.94 1.68 3.07 0.0056 293.44 292.95 CB 801 296.88 293.44 NCDOT 840.03 0.84 0.70 0.41 5.50
CB 902 CB 901 0.35 0.70 7.98 15 PP 26.00 5.85 1.96 1.96 0.0077 295.01 294.81 CB 902 298.27 295.01 NCDOT 840.03 0.98 0.82 0.53 6.00
CB 901 FES 900 0.35 0.60 7.98 15 PP 42.00 4.94 1.68 3.63 0.0050 294.81 294.60 CB 901 298.27 294.81 NCDOT 840.03 0.84 0.57 0.27 4.50
CB 1002 CB 1001 0.35 0.10 7.98 15 PP 26.00 5.85 0.28 0.28 0.0077 268.95 268.75 CB 1002 272.20 268.95 NCDOT 840.03 0.14 0.14 0.00 1.00
CB 1001 FES 1000 0.35 0.30 7.98 15 PP 108.00 4.94 0.84 1.12 0.0048 268.75 268.23 CB 1001 272.20 268.75 NCDOT 840.03 0.42 0.35 0.07 2.00
Notes
1 Storm System Sizing based on 10-yr Storm
2 Gutter Spread Calculations based on Storm Intensity of 4 in/hr
3 CB(Catch Basin)Top Elevation is Grate at EDP
4 Gutter Spread Width is measured from Edge of Pavement
5 Storm System Sizing based on 25-yr Storm-For cross-pipe
6 Allowable Gutter Spread is 6.0 ft based on 12.0 Travel Lane

Culvert Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. Wednesday,Aug 23 2023
CULVERT #1
Invert Elev Dn (ft) = 307.10 Calculations
Pipe Length (ft) = 64.00 Qmin (cfs) = 5.49
Slope (%) = 0.50 Qmax (cfs) = 5.49
Invert Elev Up (ft) = 307.42 Tailwater Elev (ft) = Normal
Rise (in) = 18.0
Shape = Cir Highlighted
Span (in) = 18.0 Qtotal (cfs) = 5.49
No. Barrels = 1 Qpipe (cfs) = 5.49
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 4.90
Coeff. K,M,c,Y k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 4.90
HGL Dn (ft) = 308.01
Embankment HGL Up (ft) = 308.33
Top Elevation (ft) = 310.00 Hw Elev (ft) = 308.75
Top Width (ft) = 30.00 Hw/D (ft) = 0.88
Crest Width (ft) = 10.00 Flow Regime = Inlet Control
Flow C=0.6
I=8.89
Q=CIA A=1.03
Q=5.49
Elev(R) CULVERT#1 H.Depth(ft)
311.00 3.50
310.00 2.58
309.00 1.58
e con ro
308.00 0.50
307.00 -0.42
306.00 -1.42
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85
Cir Culvert HGL Emh-k
Reach(ft)

Culvert Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. Wednesday, Feb 28 2024
FES 103
Invert Elev Dn (ft) = 281 .26 Calculations
Pipe Length (ft) = 28.00 Q m i n (cfs) = 58.19
Slope (%) = 0.71 Qmax (cfs) = 58.19
Invert Elev Up (ft) = 281 .46 Tailwater Elev (ft) = Normal
Rise (in) = 42.0
Shape = Cir Highlighted
Span (in) = 42.0 Qtotal (cfs) = 58.19
No. Barrels = 1 Qpipe (cfs) = 58.19
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Projecting Veloc Dn (ft/s) = 8.28
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.5 Veloc Up (ft/s) = 8.28
HGL Dn (ft) = 283.66
Embankment HGL Up (ft) = 283.86
Top Elevation (ft) = 286.00 Hw Elev (ft) = 285.09
Top Width (ft) = 24.00 Hw/D (ft) = 1 .04
Crest Width (ft) = 12.00 Flow Regime = Inlet Control
Elev(If) FES 103 Hw Depth(ft)
287.00 5.54
286.00 4.54
205.00 3.54
284.00 2.54
283.00 1.54
202.00 0.54
281.00 -0.46
280.00 -1.46
0 5 10 15 20 25 30 35 40 45 50
Cir Culver) HGL Embank
Reach(ft)

Culvert Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. Saturday, Mar 2 2024
FES 107
Invert Elev Dn (ft) = 295.00 Calculations
Pipe Length (ft) = 44.00 Qmin (cfs) = 11.11
Slope (%) = 0.57 Qmax (cfs) = 11.11
Invert Elev Up (ft) = 295.25 Tailwater Elev (ft) = Normal
Rise (in) = 24.0
Shape = Cir Highlighted
Span (in) = 24.0 Qtotal (cfs) = 11.11
No. Barrels = 1 Qpipe (cfs) = 11.11
n-Value = 0.012 Qovertop (cfs) = 0.00
Inlet Edge = Beveled Veloc Dn (ft/s) = 6.11
Coeff. K,M,c,yk = 0.0018, 2.5, 0.03, 0.74, 0.2 Veloc Up (ft/s) = 5.63
HGL Dn (ft) = 296.12
Embankment HGL Up (ft) = 296.45
Top Elevation (ft) = 300.60 Hw Elev (ft) = 296.98
Top Width (ft) = 30.00 Hw/D (ft) = 0.87
Crest Width (ft) = 12.00 Flow Regime = Inlet Control
Elev(R) FES 107 H.Depth(It)
301.00 5.75
300.00 4.75
299.00 3.75
290.00 2.75
297.00 1.75
296.00 0.75
295.00 -0.25
294.00 -1.25
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Cir Culvert HGL Emh-k
Reach(ft)

C mma, C @RV@Y(KDRC@ swKI(ag

Permanent Diversion# 1A =>DA# 1A
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-YrStorm 10-YrStorm
Q25=CIA C= 0.30 Qla=CIA C= 0.30
1= 5.37 in/hr TC CA LC 1= 4.78 in/hr TC CA LC
Q25= 22.07 A= 13.70 ac Q.= 19.65 A= 13.70 ac
Channel Slope= 0.60% Channel Slope= 0.60%
Channel Depth= .50 ft Channel Depth= 1.50 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00:1 Side Slopes= 3.00:1
Manning Coef. .022 Manning Coef.= 0.022
Velocity= .84 ft/s Velocity= 3.75 ft/s
Soil Type @ ndy loarr Slopes=0-5 % Soil Type @ sandy loarr Slopes=0-5 A%
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate -ft cl-te -ft
T= 0.408096 Ibs/ftZ s= 0.006 ft/ft T= 0.385632 Ibs/ftZ s= 0.006 ft/ft
Temporary=INAG S150BN Temporary=NAG S150BN '
Permanent=Bermudagrass Permanent=Bermudagrass
Permanent Diversion# 1B =>DA# 113&1A
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-YrStorm 10-YrStorm
Q25=CIA C= 0.30 Qla=CIA C= 0.30
1= 5.37 in/hr TC CA LC 1= 4.78 in/hr TC CALC
Q25= 56.06 A= 34.80 ac Q10= 49.90 A= 34.80 ac
Channel Slope=rndy
.60% Channel Slope= 0.60%
Channel Depth= .50 ft Channel Depth= 1.50 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= .00:1 Side Slopes= 3.00:1
Manning Coef. 022 Manning Coef.= 0.022
Velocity= .89 ft/s Velocity= 4.79 ft/s
Soil Type @oarr Slopes=0-5 % Soil Type @ sandy loarr Slopes=0-5 M%
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate �ft cl-te -ft
T= 0.61776 Ibs/ftZ s= 0.006 ft/ft T= 0.584064 Ibs/ftZ s= 0.006 ft/ft
Temporary=INAG S150BN Temporary=NAG S150BN
Permanent=Bermudagrass Permanent=Bermudagrass

Permanent Diversion# 2A =>DA# 2A
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
QZ5= 40.81 A= 15.30 ac Q10= 36.63 A= 15.30 ac
Channel Slope= 0.50% Channel Slope= 0.50
Channel Depth= 6.00 ft Channel Depth= 6.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes= 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 4.23 ft/s Velocity= 4.12 ft/s
Soil Type C@ sandy loarr Slopes=0-5 % Soil Type CD sandy loan Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 1.49 ft dwatef 1.42 ft
T= 0.46488 Ibs/ftZ s= 0.005 ft/ft T= 0.44304 Ibs/ftZ s= 0.005 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass
Permanent Diversion# 2B =>DA# 2A&2B
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 42.14 A= 15.80 ac Q10= 37.83 A= 15.80 ac
Channel Slope= 3.00% Channel Slope= 3.00
Channel Depth= 1.50 ft Channel Depth= 1.50 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes-- 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 8.29 ft/s Velocity= 8.08 ft/s
Soil Type @ sandy loarr Slopes=0-5 % Soil Type @ sandy loarr Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 1.01 ft dwate 0.96 ft
T= 1.89072 Ibs/ftZ s= 0.03 ft/ft T= 1.79712 Ibs/ftZ s= 0.03 ft/ft
Temporary= NAG P300 Temporary= NAG P300
Permanent= NAG P300 VEG Permanent= NAG P300 VEG

Permanent Diversion# 2C =>DA# 2A&2B&2C
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
QZ5= 49.87 A= 18.70 ac Q10= 44.77 A= 18.70 ac
Channel Slope= 2.00% Channel Slope= 2.00
Channel Depth= 6.00 ft Channel Depth= 6.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes= 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 7.42 ft/s Velocity= 7.23 ft/s
Soil Type C@ sandy loarr Slopes=0-5 % Soil Type CD sandy loan Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 1.2 ft dwatef 1.14 ft
T= 1.4976 Ibs/ftZ s= 0.02 ft/ft T= 1.42272 Ibs/ftZ s= 0.02 ft/ft
Temporary= NAG P300 Temporary= NAG P300
Permanent= NAG P300 VEG Permanent= NAG P300 VEG

Permanent Diversion# 3A =>DA# 3A
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 5.84 A= 2.19 ac Q10= 5.24 A= 2.19 ac
Channel Slope= 0.50% Channel Slope= 0.50
Channel Depth= 4.00 ft Channel Depth= 4.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes= 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 2.56 ft/s Velocity= 2.48 ft/s
Soil Type C@ sandy loarr Slopes=0-5 % Soil Type CD sandy loan Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 0.6 ft dwatef 0.57 ft
T= 0.1872 Ibs/ftZ s= 0.005 ft/ft T= 0.17784 Ibs/ftZ s= 0.005 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass
Permanent Diversion# 3B =>DA# 3A&3B
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 16.22 A= 6.08 ac Q10= 14.56 A= 6.08 ac
Channel Slope= 0.50% Channel Slope= 0.50
Channel Depth= 5.00 ft Channel Depth= 5.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes-- 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 3.35 ft/s Velocity-- 3.21 ft/s
Soil Type @ sandy loarr Slopes=0-5 % Soil Type @ sandy loarr Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 0.98 ft dwate 0.94 ft
T= 0.30576 Ibs/ftZ s= 0.005 ft/ft T= 0.29328 Ibs/ftZ s= 0.005 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass

Permanent Diversion# 4 =>DA# 4
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 4.96 A= 1.86 ac Q10= 4.45 A= 1.86 ac
Channel Slope= 1.00% Channel Slope= 1.00
Channel Depth= 5.00 ft Channel Depth= 5.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes= 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 3.09 ft/s Velocity= 3.09 ft/s
Soil Type C@ sandy loarr Slopes=0-5 % Soil Type CD sandy loan Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 0.47 ft dwatef 0.44 ft
T= 0.29328 Ibs/ftZ s= 0.01 ft/ft T= 0.27456 Ibs/ftZ s= 0.01 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass
Permanent Diversion# 5 =>DA# 5
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 3.01 A= 1.13 ac Q10= 2.71 A= 1.13 ac
Channel Slope= 0.50% Channel Slope= 0.50
Channel Depth= 5.00 ft Channel Depth= 5.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes-- 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 2.13 ft/s Velocity-- 2.05 ft/s
Soil Type @ sandy loarr Slopes=0-5 % Soil Type @ sandy loarr Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 0.43 ft dwate 0.41 ft
T= 0.13416 Ibs/ftZ s= 0.005 ft/ft T= 0.12792 Ibs/ftZ s= 0.005 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass

Permanent Diversion# 6 =>DA# 6
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 5.47 A= 2.05 a c Q10= 4.91 A= 2.05 a c
Channel Slope= 0.50% Channel Slope= 0.50
Channel Depth= 5.00 ft Channel Depth= 5.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes= 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 2.46 ft/s Velocity= 2.38 ft/s
Soil Type C@ sandy loarr Slopes=0-5 % Soil Type CD sandy loan Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 0.59 ft dwatef 0.56 ft
T= 0.18408 Ibs/ftZ s= 0.005 ft/ft T= 0.17472 Ibs/ftZ s= 0.005 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass
Permanent Diversion# 7 =>DA# 7
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 4.00 A= 1.50 a c Q10= 3.59 A= 1.50 a c
Channel Slope= 2.00% Channel Slope= 2.00
Channel Depth= 5.00 ft Channel Depth= 5.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes-- 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 3.75 ft/s Velocity-- 3.64 ft/s
Soil Type @ sandy loarr Slopes=0-5 % Soil Type @ sandy loarr Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 0.35 ft dwate 0.33 ft
T= 0.4368 Ibs/ftZ s= 0.02 ft/ft T= 0.41184 Ibs/ftZ s= 0.02 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass

Permanent Diversion# 8 =>DA# 8
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 2.13 A= 0.80 ac Q10= 1.92 A= 0.80 ac
Channel Slope= 2.00% Channel Slope= 2.00
Channel Depth= 5.00 ft Channel Depth= 5.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes= 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 3.10 ft/s Velocity= 2.94 ft/s
Soil Type C@ sandy loarr Slopes=0-5 % Soil Type CD sandy loan Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 0.25 ft dwatef 0.24 ft
T= 0.312 Ibs/ftZ s= 0.02 ft/ft T= 0.29952 Ibs/ftZ s= 0.02 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass
Permanent Diversion# 9 =>DA# 9
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 0,10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 4.27 A= 1.60 ac Q10= 3.83 A= 1.60 ac
Channel Slope= 0.10% Channel Slope= 0.10
Channel Depth= 5.00 ft Channel Depth= 5.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00 :1 Side Slopes-- 3.00 :1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 3.75 ft/s Velocity-- 3.64 ft/s
Soil Type @ sandy loarr Slopes=0-5 % Soil Type @ sandy loarr Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4 Ibs T=yds y= 62.4 Ibs
dwate 0.35 ft dwate 0.33 ft
T= 0.02184 Ibs/ftZ s= 0.001 ft/ft T= 0.020592 Ibs/ftZ s= 0.001 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass

Permanent Diversion# 10 =>DA# 10
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 Q10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 12.19 A= 4.57 ac Q10= 10.94 A= 4.57 ac
Channel Slope= 0.80% Channel Slope= 0.80
Channel Depth= 4.00 ft Channel Depth 4.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00:1 Side Slopes= 3.00:1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 3.67 ft/s Velocity= 3.58 ft/s
Soil Type @ sandy loan Slopes=0-5 % Soil Type @ sandy loam Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4lbs T=yds y= 62.4lbs
dwate 0.77 ft dwatef 0.73 ft
T= 0.384384 Ibs/ftZ s= 0.008 ft/ft T= 0.364416 Ibs/ftZ s= 0.008 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass
Permanent Diversion# 100 =>DA# 100
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 Q10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 51.55 A= 19.33 ac Q10= 46.28 A= 19.33 ac
Channel Slope= 4.00% Channel Slope= 4.00
Channel Depth= 1.50 ft Channel Depth 1.50 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00:1 Side Slopes= 3.00:1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 9.68 ft/s Velocity= 9.41 ft/s
Soil Type @ sandy loan Slopes=0-5 % Soil Type @ sandy loam Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4lbs T=yds y= 62.4lbs
dwate 1.04 ft dwate 0.99 ft
T= 2.59584 Ibs/ftZ s= 0.04 ft/ft T= 2.47104 Ibs/ftZ s= 0.04 ft/ft
Temporary= NAG P300 VEG Temporary= NAG P300 VEG
Permanent= NAG P300 VEG Permanent= NAG P300 VEG

Permanent Diversion# 200 =>DA# 200
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 Q10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 2.99 A= 1.12 ac Q10= 2.68 A= 1.12 ac
Channel Slope= 2.70% Channel Slope= 2.70
Channel Depth= 1.00 ft Channel Depth 4.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00:1 Side Slopes= 3.00:1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 3.76 ft/s Velocity= 3.71 ft/s
Soil Type @ sandy loan Slopes=0-5 % Soil Type @ sandy loam Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4lbs T=yds y= 62.4lbs
dwate 0.28 ft dwatef 0.26 ft
T= 0.471744 Ibs/ft2 s= 0.027 ft/ft T= 0.438048 Ibs/ft2 s= 0.027 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass
Permanent Diversion# 300 =>DA# 300
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Yr Storm 10-Yr Storm
Q25=CIA C= 0.30 Q10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 5.44 A= 2.04 ac Q10= 4.88 A= 2.04 ac
Channel Slope= 4.00% Channel Slope= 4.00
Channel Depth= 1.50 ft Channel Depth 1.50 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00:1 Side Slopes= 3.00:1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 5.30 ft/s Velocity= 4.95 ft/s
Soil Type @ sandy loan Slopes=0-5 % Soil Type @ sandy loam Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4lbs T=yds y= 62.4lbs
dwate 0.34 ft dwate 0.33 ft
T= 0.84864 Ibs/ft2 s= 0.04 ft/ft T= 0.82368 Ibs/ft2 s= 0.04 ft/ft
Temporary= NAG P300 Temporary= NAG P300
Permanent= NAG P300 VEG Permanent= NAG P300 VEG

Permanent Diversion# 1000 =>DA# 1000
Calculate Flow-Rational Method Calculate Flow-Rational Method
25-Vr Storm 10-Vr Storm
Q25=CIA C= 0.30 Q10=CIA C= 0.30
1= 8.89 in/hr 1= 7.98 in/hr
Q25= 1.60 A= 0.60 ac Q10= 1.44 A= 0.60 ac
Channel Slope= 4.00% Channel Slope= 4.00
Channel Depth= 1.00 ft Channel Depth 1.00 ft
Channel Bottom W= 2 ft Channel Bottom W= 2 ft
Side Slopes= 3.00:1 Side Slopes= 3.00:1
Manning Coef.= 0.022 Manning Coef.= 0.022
Velocity= 3.50 ft/s Velocity= 3.37 ft/s
Soil Type @ sandy loan Slopes=0-5 % Soil Type @ sandy loam Slopes=0-5
Channel Lining Channel Lining
Shear Calculation Shear Calculation
T=yds y= 62.4lbs T=yds y= 62.4lbs
dwate 0.18 ft dwatef 0.17 ft
T= 0.44928 Ibs/ftZ s= 0.04 ft/ft T= 0.42432 Ibs/ftZ s= 0.04 ft/ft
Temporary= NAG S150BN Temporary= NAG S150BN
Permanent= Bermudagrass Permanent= Bermudagrass

EmAm C@&d

Outlet Protection#100
New York Method 8.06.5 Manual
Q= 59.3 cfs La= 28 FT
Pipe Diameter 42 in W= 7 FT
Velocity= 11.3 ft/s d= 24 IN
Zone= 3 Stone Diameter= Class I
Outlet Protection#104
New York Method 8.06.5 Manual
Q= 17.85 cfs La= 12 FT
Pipe Diameter 24 ft W= 6 FT
Velocity= 6.5 ft/s d= 18 IN
Zone= 1 Stone Diameter= Class B
Outlet Protection#108
New York Method 8.06.5 Manual
Q= 14.74 cfs La= 12 FT
Pipe Diameter 24 ft W= 6 FT
Velocity= 5.5 ft/s d= 18 IN
Zone= 1 Stone Diameter= Class B
Outlet Protection#112
New York Method 8.06.5 Manual
Q= 2.79 cfs La= 5 FT
Pipe Diameter 15 ft W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#115
New York Method 8.06.5 Manual
Q= 5.03 cfs La= 5 FT
Pipe Diameter 15 ft W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A

Outlet Protection#118
New York Method 8.06.5 Manual
Q= 2.53 cfs La= 12 FT
Pipe Diameter 24 ft W= 6 FT
Velocity= 6.5 ft/s d= 18 IN
Zone= 2 Stone Diameter= Class B
Outlet Protection#121
New York Method 8.06.5 Manual
Q= 1.67 cfs La= 12 FT
Pipe Diameter 24 ft W= 6 FT
Velocity= 6.5 ft/s d= 18 IN
Zone= 2 Stone Diameter= Class B
Outlet Protection#200
New York Method 8.06.5 Manual
Q= 3.36 cfs La= 5 FT
Pipe Diameter 15 ft W= 4 FT
Velocity= 6.98 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#300
New York Method 8.06.5 Manual
Q= 4.89 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 7.2 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#400
New York Method 8.06.5 Manual
Q= 4.47 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A

Outlet Protection#403
New York Method 8.06.5 Manual
Q= 4.47 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 5.7 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#500
New York Method 8.06.5 Manual
Q= 2.23 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#600
New York Method 8.06.5 Manual
Q= 3.63 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#700
New York Method 8.06.5 Manual
Q= 6.98 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#800
New York Method 8.06.5 Manual
Q= 3.07 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A

Outlet Protection#900
New York Method 8.06.5 Manual
Q= 3.63 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#1000
New York Method 8.06.5 Manual
Q= 1.12 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 4.03 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A

Skimmer Basin# 1
Calculate Flow- Rational Method
10-Yr Storm 25-Yr Storm
Q10=CIA C= 0.4 Q25=CIA C= 0.4
1= 7.72 1= 8.47
Q10= 20.9984 A= 6.8 Q25= 23.0384 A= 6.8
Calculate Required Surface Area
SA=Q10 x 325 sf/cfs Q10= 20.9984 cfs
SA= 6824.48
Side Slopes= 3 :1
Pond Depth= 2 ft
Basin Dims
Top = 71 x 142 = 10082 sf
Weir= 59 x 118 = 6962 sf
Bottom = 47 x 94 = 4418 sf
Volume Required
VR=Ax1800 cf/ac A= 6.8
VR= 12240
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD Top= 10082
Bottom= 4418
VP= 14500 D= 2
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 10 ft
D= 2 ft
dwater= 0.92 ft
Q25= 23.0384 cfs

Velocity= 2.5 ft/s
Weir Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.92 ft
T= 0.57408 Ibs/ft' s= 0.01 ft/ft
Use Class A Rip Rap
Skimmer Sizing
RE
Calculate Dewater Time
Qd=V/Td V= 12240
Td= 3 2-5 days typ
Qd= 4080
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 4080
h= 0.33
D= 1.007285
Use 4 " Skimmer 1.0 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 " La= 1.32 Use 7.5 ft
Velocity= 2.36 ft/s W= 1 Use 3.0 ft
Zone= 1 d= 12"
Stone Diameter= Class A

Skimmer Basin# 2
Calculate Flow- Rational Method
10-Yr Storm 25-Yr Storm
Q10=CIA C= 0.4 Q25=CIA C= 0.4
1= 7.72 1= 8.47
Q10= 32.424 A= 10.5 Q25= 35.574 A= 10.5
Calculate Required Surface Area
SA=Q10 x 325 sf/cfs Q10= 32.424 cfs
SA= 10537.8
Side Slopes= 3 :1
Pond Depth= 2 ft
Basin Dims
Top = 86 x 172 = 14792 sf
Weir= 74 x 148 = 10952 sf
Bottom = 62 x 124 = 7688 sf
Volume Required
VR=Ax1800 cf/ac A= 10.5
VR= 18900
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD Top= 14792
Bottom= 7688
VP= 22480 D= 2
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 15 ft
D= 2 ft
dwater= 0.94 ft
Q25= 35.574 cfs

Velocity= 2.52 ft/s
Weir Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.94 ft
T= 0.58656 Ibs/ft' s= 0.01 ft/ft
Use Class A Rip Rap
Skimmer Sizing
RE
Calculate Dewater Time
Qd=V/Td V= 18900
Td= 3 2-5 days typ
Qd= 6300
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 6300
h= 0.33
D= 1.251678
Use 4 " Skimmer 1.3 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 " La= 1.32 Use 7.5 ft
Velocity= 2.36 ft/s W= 1 Use 3.0 ft
Zone= 1 d= 12"
Stone Diameter= Class A

Skimmer Basin# 3
Calculate Flow- Rational Method
10-Yr Storm 25-Yr Storm
Q10=CIA C= 0.4 Q25=CIA C= 0.4
1= 7.78 1= 8.59
Q10= 27.0744 A= 8.7 Q25= 29.8932 A= 8.7
Calculate Required Surface Area
SA=Q10 x 325 sf/cfs Q10= 27.0744 cfs
SA= 8799.18
Side Slopes= 3 :1
Pond Depth= 2 ft
Basin Dims
Top = 79 x 158 = 12482 sf
Weir= 67 x 134 = 8978 sf
Bottom = 55 x 110 = 6050 sf
Volume Required
VR=Ax1800 cf/ac A= 8.7
VR= 15660
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD Top= 12482
Bottom= 6050
VP= 18532 D= 2
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 15 ft
D= 2 ft
dwater= 0.84 ft
Q25= 29.8932 cfs

Velocity= 2.38 ft/s
Weir Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.84 ft
T= 0.52416 Ibs/ft' s= 0.01 ft/ft
Use Class A Rip Rap
Skimmer Sizing
RE
Calculate Dewater Time
Qd=V/Td V= 15660
Td= 3 2-5 days typ
Qd= 5220
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 5220
h= 0.33
D= 1.139352
Use 4 " Skimmer 1.1 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 " La= 1.32 Use 7.5 ft
Velocity= 2.36 ft/s W= 1 Use 3.0 ft
Zone= 1 d= 12"
Stone Diameter= Class A

Skimmer Basin# 4
Calculate Flow- Rational Method
10-Yr Storm 25-Yr Storm
Q10=CIA C= 0.5 Q25=CIA C= 0.5
1= 7.72 1= 8.47
Q10= 28.1008 A= 7.28 Q25= 30.8308 A= 7.28
Calculate Required Surface Area
SA=Q10 x 325 sf/cfs Q10= 28.1008 cfs
SA= 9132.76
Side Slopes= 3 :1
Pond Depth= 2 ft
Basin Dims
Top = 80 x 160 = 12800 sf
Weir= 68 x 136 = 9248 sf
Bottom = 56 x 112 = 6272 sf
Volume Required
VR=Ax1800 cf/ac A= 7.28
VR= 13104
Volume Proposed
VP=((Top Area + Bottom Area)/2)xD Top= 12800
Bottom= 6272
VP= 19072 D= 2
OK
Weir Sizing
Per AutoCad Hydraflow Software
L= 15 ft
D= 2 ft
dwater= 0.85 ft
Q25= 30.8308 cfs

Velocity= 2.4 ft/s
Weir Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.85 ft
T= 0.5304 Ibs/ft' s= 0.01 ft/ft
Use Class A Rip Rap
Skimmer Sizing
RE
Calculate Dewater Time
Qd=V/Td V= 13104
Td= 3 2-5 days typ
Qd= 4368
Calculate Orifice Diameter
D=sgrt((Qd/(2310sgrt(h))) Qd= 4368
h= 0.33
D= 1.042231
Use 4 " Skimmer 1.0 Orifice
Skimmer Outlet Protection
New York Method 8.06.5 Manual
Diameter of Barrel = 4.00 " La= 1.32 Use 7.5 ft
Velocity= 2.36 ft/s W= 1 Use 3.0 ft
Zone= 1 d= 12"
Stone Diameter= Class A

Temporary Diversion# 100 =>DA# 100
Calculate Flow-Rational Method
25-Yr Storm
Q25=CIA C= 0.40
1= 8.89 in/hr
Q25= 20.62 A= 5.80 ac
Channel Slope= 0.50
Channel Depth= 2.00
Channel Bottom W= 0
Side Slopes= 3.00
Velocity= 3.55
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 1.39 ft
T= 0.43368 Ibs/ftz s= 0.005 ft/ft
Temporary= NAG S75BN
Permanent= Bermudagrass 6
Temporary Diversion# 200 =>DA# 200
Calculate Flow-Rational Method
25-Yr Storm
Q25=CIA C= 0.40
1= 8.89 in/hr
Q25= 30.94 A= 8.70 ac
Channel Slope= 5.00 WORSE CASE
Channel Depth= 2.00
Channel Bottom W= 0
Side Slopes= 3.00
Velocity= 9.30
Soil Type @ sandy loarr Slopes= 0-5
Channel Linin¢
Shear Calculation
T=yds y= 62.4lbs
dwater= 1.05 ft
T= 3.276 Ibs/ftz s= 0.05 ft/ft
Temporary= NAG P300
Permanent= Bermudagrass

Temporary Diversion# 300 =>DA# 300
Calculate Flow-Rational Method
25-Yr Storm
Q25=CIA C= 0.40
1= 8.89 in/hr
Q25= 1.78 A= 0.50 ac
Channel Slope= 0.50
Channel Depth= 1.00
Channel Bottom W= 0
Side Slopes= 3.00
Velocity= 1.89
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.56 ft
T= 0.17472 Ibs/ftz s= 0.005 ft/ft
Temporary= NAG S75BN
Permanent= Bermudagrass
Temporary Diversion# 400 =>DA# 400
Calculate Flow-Rational Method
25-Yr Storm
Q25=CIA C= 0.40
1= 8.89 in/hr
Q25= 27.03 A= 7.60 ac
Channel Slope= 0.50
Channel Depth= 2.00
Channel Bottom W= 0
Side Slopes= 3.00
Velocity= 3.84
Soil Type @ sandy loarr Slopes= 0-5
Channel Linin¢
Shear Calculation
T=yds y= 62.4lbs
dwater= 1.5 ft
T= 0.468 Ibs/ftz s= 0.005 ft/ft
Temporary= NAG S150BN
Permanent= Bermudagrass

Temporary Diversion# 500 =>DA# 500
Calculate Flow-Rational Method
25-Yr Storm
Q25=CIA C= 0.40
1= 8.89 in/hr
Q25= 18.49 A= 5.20 ac
Channel Slope= 0.50
Channel Depth= 2.00
Channel Bottom W= 0
Side Slopes= 3.00
Velocity= 3.48
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 1.3 ft
T= 0.4056 Ibs/ftz s= 0.005 ft/ft
Temporary= NAG S150BN
Permanent= Bermudagrass
Temporary Diversion# 600 =>DA# 600
Calculate Flow-Rational Method
25-Yr Storm
Q25=CIA C= 0.40
1= 8.89 in/hr
Q25= 5.33 A= 1.50 ac
Channel Slope= 5.00 WORSE CASE
Channel Depth= 1.00
Channel Bottom W= 0
Side Slopes= 3.00
Velocity= 6.00
Soil Type @ sandy loarr Slopes= 0-5
Channel Linin¢
Shear Calculation
T=yds y= 62.4lbs
dwater= 0.5 ft
T= 1.56 Ibs/ftz s= 0.05 ft/ft
Temporary= NAG S150BN
Permanent= Bermudagrass

Temporary Diversion# 700A =>DA# 600A
Calculate Flow-Rational Method
25-Yr Storm
Q25=CIA C= 0.30
1= 5.37 in/hr TC CALC
Q25= 15.59 A= 9.68 ac
Channel Slope= 0.50
Channel Depth= 1.50
Channel Bottom W= 0
Side Slopes= 3.00
Velocity= 3.30
Soil Type @ sandy loarr Slopes= 0-5
Channel Lining
Shear Calculation
T=yds y= 62.4lbs
dwater= 1.25 ft
T= 0.39 Ibs/ftz s= 0.005 ft/ft
Temporary= NAG S150BN
Permanent= Bermudagrass
Temporary Diversion# 700B =>DA# 600B
Calculate Flow-Rational Method
25-Yr Storm
Q25=CIA C= 0.40
1= 5.37 in/hr TC CALC
Q25= 45.11 A= 21.00 ac
Channel Slope= 0.50
Channel Depth= 1.50
Channel Bottom W= 2
Side Slopes= 3.00
Velocity= 5.59
Soil Type @ sandy loarr Slopes= 0-5
Channel Linin¢
Shear Calculation
T=yds y= 62.4lbs
dwater= 1.34 ft
T= 0.41808 Ibs/ftz s= 0.005 ft/ft
Temporary= NAG S150BN
Permanent= Bermudagrass

U.S. Department of Agriculture FL-ENG-21 B
Natural Resources Conservation Service 06/04
TR 55 Worksheet 3: Time of Concentration (T,) or Travel Time (Tt)
Project: Buffalo Creek Subdivison Designed By: MTB Date:
Location: Hoke County, NC Checked By: JH Date:
Check one: y( Present Developed
Check one: V Tc Tt through subarea 1A 8, 1B
NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic,
or description of flow segments.
Sheet Flow (Applicable to T, only) Segment ID 1
1. Surface description (Table 3-1) ................................................ GRASS
2. Manning's roughness coeff., n (Table 3-1) .............................. 0.04
3. Flow length, L (total L < 100 ft) .............................................. ft 100
4. Two-year 24-hour rainfall, P2.................................................. in 0.1
5. Land slope, s ....................................................................... ft/ft 0.050
6. Tt =0.007 (nL)0.8 Compute Tt.......................... hr 0.18 + = 0.18
P2 0.5 S0.4
Shallow Concetrated Flow Segment ID 2
7. Surface description (paved or unpaved) ................................... UNPAVED
8. Flow length, L ......................................................................... ft 900
9. Watercourse slope, s ........................................................... ft/ft 0.013
10. Average velocity, V(Figure 3-1) .......................................... ft/s 1.5
11. Tt = L Compute Tt ......................... hr 0.17 +
3600 V
Channel Flow Segment ID
12. Cross sectional flow area, a ............................................... ft2 0.0
13. Wetted perimeter, PW ......................................................... ft 0.0
14. Hydraulic radius, r= a Compute r .................................. ft
PW
15. Channel Slope, s ............................................................ ft/ft 0.000
16. Manning's Roughness Coeff., n ............................................ 0.00
17. V= 1.49 r2/3 s'/2 Compute V ...................... ft/s 2.7
n
18. Flow length, L ...................................................................... ft 0
19. Tt = L Compute Tt.................................... hr + _
3600 V
20. Watershed or subarea T,or Tt (add Tt in steps 6, 11, and 19 ................................................................. hr 0.35
0.35= 21.0 mins

Outlet Protection#100
New York Method 8.06.5 Manual
Q= 57.32 cfs La= 24 FT
Pipe Diameter 36 in W= 9 FT
Velocity= 10.2 ft/s d= 24 IN
Zone= 3 Stone Diameter= Class 1
Outlet Protection#104
New York Method 8.06.5 Manual
Q= 17.09 cfs La= 16 FT
Pipe Diameter 24 ft W= 6 FT
Velocity= 5.57 ft/s d= 18 IN
Zone= 2 Stone Diameter= Class B
Outlet Protection#200
New York Method 8.06.5 Manual
Q= 6.14 cfs La= 5 FT
Pipe Diameter 15 ft W= 4 FT
Velocity= 7.23 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#300
New York Method 8.06.5 Manual
Q= 4.89 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 7.2 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#400
New York Method 8.06.5 Manual
Q= 4.3 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 6.6 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#500
New York Method 8.06.5 Manual
Q= 6.14 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 7.23 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A
Outlet Protection#600
New York Method 8.06.5 Manual
Q= 7.43 cfs La= 5 FT
Pipe Diameter 15 in W= 4 FT
Velocity= 4.94 ft/s d= 12 IN
Zone= 1 Stone Diameter= Class A

APPENDIX B
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J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING & PLANNING
143 Charlotte Avenue,Suite 104
Sanford,North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no.C-3389
PROFESSIONAL ENGINEER'S SEAL
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OVA Scale: Drawn by:
Z 1"=150' MTB
Sheet: Designed by: z
JRT
Reviewed by: _
150 0 75 150 300 DA 1 of 2 JRT
Project Number: Date: N
SCALE:1"=150' JULY 24,2020
DDS#:2019-23

J THOMAS ENGINEERING, INC.
CIVIL ENGINEERING & PLANNING
143 Charlotte Avenue,Suite 104
Sanford,North Carolina 27330
[phone] phone
www.jthomasengineering.com
license no.C-3389
PROFESSIONAL ENGINEER'S SEAL
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Project Number: Date: N
SCALE:1"=150' JTE#: JULY 24,2020
DDS#:2019-23

APPENDIX D

Soil Map—Hoke County, North Carolina
- b
649800 649900 650000 650100 650200 650300 650400 65D500 650600 650700 650800 650900 651000
34o 59'24"N r p2 34o 59'24"N
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Soil MaN may not he valiel at this scale.
34o 58'55"N 34o 58'55"N
649800 649900 650000 650100 650200 650300 650400 650500 650600 650700 650800 650900 651000 651100
b
Map Scale:1:6,200 if printed on A landscape(11"x 8.5")sheet. a
Meters
N 0 50 100 200 300
Feet
0 300 600 1200 1800
Map projection:Web Mercator Comereoordinates:WGS84 Edge tics:UTM Zone 17N WGS84
usoA Natural Resources Web Soil Survey 8/24/2023
Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map—Hoke County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(A01) Spoil Area The soil surveys that comprise your AOI were mapped at
0 Area of Interest(AOI) Stony Spot 1:24,000.
p� Y
Soils Very Stony Spot Warning:Soil Map may not be valid at this scale.
0 Soil Map Unit Polygons
Wet spot Enlargement of maps beyond the scale of mapping can cause
,P Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil
Other line placement.The maps do not show the small areas of
Soil Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed
M�
Special Point Features scale.
Blowout Water Features
Streams and Canals Please rely on the bar scale on each map sheet for map
Borrow Pit measurements.
Transportation
Clay Spot _ Rails Source of Map: Natural Resources Conservation Service
Closed Depression Web Soil Survey URL:
.,o Interstate Highways Coordinate System: Web Mercator(EPSG:3857)
Gravel Pit US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Gravelly Spot Major Roads projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
0 Landfill Local Roads Albers equal-area conic projection,should be used if more
A. Lava Flow Background accurate calculations of distance or area are required.
Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as
of the version date(s)listed below.
Mine or Quarry
Soil Survey Area: Hoke County, North Carolina
Miscellaneous water Survey Area Data: Version 20, Sep 8,2022
Perennial Water Soil map units are labeled(as space allows)for map scales
Rock Outcrop 1:50,000 or larger.
Saline Spot Date(s)aerial images were photographed: Apr 17,2022—May
20,2022
Sandy Spot
° The orthophoto or other base map on which the soil lines were
Severely Eroded Spot compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
Sinkhole shifting of map unit boundaries may be evident.
Slide or Slip
o Sodic Spot
usoA Natural Resources Web Soil Survey 8/24/2023
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Hoke County, North Carolina
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
BaB Blaney loamy sand,2 to 8 14.0 9.5%
percent slopes
BaD Blaney loamy sand,8 to 15 2.8 1.9%
percent slopes
DhA Dothan loamy sand,0 to 2 33.5 22.7%
percent slopes
FuB Fuquay sand,0 to 4 percent 52.3 35.5%
slopes
GdB Gilead loamy sand,2 to 8 0.1 0.0%
percent slopes
JT Johnston loam 24.4 16.5%
Pg Pantego loam 4.6 3.1%
VaD Vaucluse loamy sand,8 to 15 15.7 10.6%
percent slopes
Totals for Area of Interest 147.6 100.0%
USDA Natural Resources Web Soil Survey 8/24/2023
Conservation Service National Cooperative Soil Survey Page 3 of 3

APPENDIX E

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SUCK i1MAVER FORMS
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SUPPLEMENT-EZ COVER PAGE
ORMS LOADI
PROJECT INFORMATION
1 Project Name Buffalo Creek Subdivision
2 Project Area ac 52.2
3 Coastal Wetland Area ac
4 Surface Water Area ac 0
5 Is this project High or Low Density? Low
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided feet 30
8 Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003 4 c-d? Yes
10 1 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System 0
12 Bioretention Cell 0
13 Wet Pond 0
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting RWH 0
18 Green Roof 0
19 Level Spreader-Filter Strip LS-FS 0
20 Disconnected Impervious Surface(DIS) 0
21 Treatment Swale 0
22 Dry Pond 0
23 StormFilter 0
24 Silva Cell 0
25 Ba filter 0
26 IFilterra 1 0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Jarrod E.Hilliard, PE
28 Or anization: Hilliard Engineering,PLLC.
29 Street address: P.O.Box 249
30 City,State,Zip: Sanford,NC 27331
31 Phone numbers : 919 352-2834
32 Email: ihilliard(aDhilliardenaineerina.com
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that
the information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Signature of Designer
Seal Date

DRAINAGE AREAS
1 Is this a hi h density project? No
2 If so,number of drainage areas/SCMs 0
3 Does this project have low density areas? Yes
4 If so number of low density drainage areas 3
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site LID 1 LID 2 LID 3
4 Type of SCM
5 Total drainage area(sq ft 2273832
6 Onsite drainage area(sq ft 2273832
7 Offsite drainage area(sq ft
8 Total BUA in project(sq ft 323151 sf
New BUA on subdivided lots(subject to
9 ermitting)(sq ft 164500 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) 158651 sf
11 Offsite BUA(sq ft
12 Breakdown of new BUA not on subdivided lots:
-Parking (sq ft
-Sidewalk(s ft 22177 sf
-Roof(sq ft
-Roadway s ft 136474 sf
-Future s ft
-Other,please specify in the comment box
below(sq ft
New infiltrating permeable pavement on
13 subdivided lots(sq ft
New infiltrating permeable pavement not on
14 subdivided lots(sq ft
Existing BUA that will remain(not subject to
15permitting) s ft
16 Existing BUA that is already permitted(sq ft
17 Existing BUA that will be removed(sq ft
18 Percent BUA 14%
19 Design storm inches
20 IDesign volume of SCM cu ft
21 lCalculation method for design volume
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
Percent BUA is based on total Property area.

LOW DENSITY
DESIGN REQUIREMENTS FOR LOW DENSITY PROJECTS FROM 021-1.1003
1 Is project below density thresholds set forth in the applicable stormwater rule? Yes
2 Does project maximize dispersed flow and minimize channelization of flow? Yes
3 Has the use of piping been minimized per.1003(2)(c)? Yes
4 Side slopes of the vegetated conveyances(H:V) 3 sf
5 1 Maximum velocity in the vegetated conveyances during the 10-year storm? 3.04
6 JAre curb outlet swales proposed? Yes
7 Maximum longitudinal slope of curb outlet swale(s)(%) 4
8 Bottom width of curb outlet swale(s)(feet) 2 It
9 Maximum side slope of curb outlet swale(s)(H:V) 3:1
10 Minimum length of curb outlet swale(s)(feet) 100 It
11 Are treatment swales used instead of curb outlet swales? No
12 Is stormwater released at the edge of the setback as dispersed flow? No
13 Have stormwater outlets been designed to prevent downslope erosion? Yes
14 Are variations to rule.1003 proposed? No
ADDITIONAL INFORMATION
15 JPlease use this space to provide any additional information about this low density project:
*BUA&Pervious areas are for the swale drainage areas only
1A=PD1;2=PD1B;3=PD2A;4=PD2B;5=PD2C;6=PD3A;7=PD3B;8=PD4;9=PD5;10=PD6;11=PD7;12=PD8;13=PD9;
14=PD10;15=PD100;16=PD200;17=PD300;18=PD1000
Swale V-
Drainage BUA Pervious Q Slope V,,,o,,, , Flow depth
# Area (ac) area C (cfs) (/) (fps) (fps) (ft)
ac ac
1 13.70 0.00 13.70 0.30 1965. 0.60 5.00 3.75 1.03
2 34.80 0.14 34.65 0.30 49.90 0.60 5.00 4.79 1.56
3 15.30 3.44 11.86 0.30 36.63 0.50 5.00 4.12 1.42
4 15.80 3.55 1225 0.30 37.83 3.00 9.00 8.08 0.96
5 18.70 420 14.50 0.30 44.77 2.00 9.00 723 1.14
6 2.19 0.49 1.70 0.30 524 0.50 5.00 2.48 0.57
7 6.08 1.36 4.72 0.30 14.56 0.50 5.00 321 0.94
8 1.86 0.41 1.45 0.30 4.45 1.00 5.00 3.09 0.44
9 1.13 025 0.88 0.30 2.71 0.50 5.00 2.05 0.41
10 2.05 0.46 1.59 0.30 4.91 0.50 5.00 2.38 0.56
11 1.50 0.33 1.17 0.30 3.59 0.50 5.00 3.64 0.33
12 0.80 0.18 0.62 0.30 1.92 0.50 5.00 2.94 024
13 1.60 0.36 124 0.30 3.83 0.50 5.00 3.64 0.33
14 4.57 1.02 3.55 0.30 10.94 0.80 5.00 3.58 0.73
15 1933. 4.34 14.99 0.30 4628 4.00 18.00 9.41 0.99
16 1.12 025 0.87 0.30 2.68 2.70 5.00 3.71 026
17 1 2.04 0.45 1.59 0.30 4.88 4.00 9.00 1 4.95 0.33
18 0.60 0.14 0.46 0.30 1.44 4.00 5.00 3.37 0.17
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Operation & Maintenance Agreement
Project Name: Buffalo Creek Subdivision
Project Location: Hoke County, NC
Cover Page
Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
Any deficient SCM 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 pollutant removal efficiency of the SCM(s).
The SCM(s)on this project include (check all that apply&corres ondin O&M sheets will be added automatically):
Infiltration Basin Quantity: Location(s):
Infiltration Trench Quantity: Location(s):
Bioretention Cell Quantity: Location(s):
Wet Pond Quantity: Location(s):
Stormwater Wetland Quantity: Location(s):
Permeable Pavement Quantity: Location(s):
Sand Filter Quantity: Location(s):
Rainwater Harvesting Quantity: Location(s):
Green Roof Quantity: Location(s):
Level Spreader-Filter Strip Quantity: Location(s):
Proprietary System Quantity: Location(s):
Treatment Swale Quantity: Location(s):
Dry Pond Quantity: Location(s):
Disconnected Impervious Surface Present: No Location(s):
User Defined SCM Present: No Location(s):
Low Density Present: Yes Type: Curb outlets stem
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to the
system or responsible party.
Responsible Party: Graceland Development, LLC. -Joey Peinfield
Title&Organization: Owner/Developer
Street address: P.O. Box 531
City,state, zip: Parkton, NC 28371
Phone number(s): [phone]
Email:
Signature: Date:
I, , a Notary Public for the State of
County of do hereby certify that
personally appeared before me this day of and
acknowledge the due execution of the Operations and Maintenance Agreement .
Witness my hand and official seal,
Seal My commission expires
STORM-EZ 8/28/2023
Version 1.5 O&M Agreement Pagel of 4

Low Density Maintenance Requirements
Important maintenance procedures:
The drainage area to the vegetated conveyance or vegetated receiving area will be carefully managed
to reduce the sediment load to the vegetated conveyance or vegetated receiving area.
After the initial fertilization to establish the grass in the vegetated conveyance or the vegetated
receiving area, fertilizer will not be applied to the vegetated receiving areas.
The vegetated conveyance or vegetated receiving area will be inspected quarterly . 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.
SCM element: Potential problem: How to remediate the problem:
Vegetation Vegetation is too short or Maintain grassed vegetation such that the swale or vegetated
too long. area does not erode during the peak flow from the 10-year storm
Trash/debris is present. Remove the trash/debris.
Areas of bare soil and/or Regrade the soil if necessary to remove the gully, and then re-
erosive gullies have sod (or plant with other appropriate species) and water until
Vegetated receiving formed. established. Provide lime and a one-time fertilizer application.
areas
Trees and/or other woody Remove the trees and woody vegetation from the swale, regrade
vegetation are present in the swale if necessary and re-establish grass as shown on the
the swale. approved plans.
Trash/debris is present. Remove the trash/debris.
Areas of bare soil and/or Regrade the soil if necessary to remove the gully, and then re-
erosive gullies have sod (or plant with other appropriate species) and water until
formed. established. Provide lime and a one-time fertilizer application.
Sediment covers the grass Remove sediment and dispose in an area that will not impact
Vegetated conveyances at the bottom of the swale. streams or SCMs. Re-sod if necessary.
/ swales / roadside Regrade the slopes to the permitted configuration per the
ditches (other than curb The side slope is steeper
than the approved approved plan and reestablish vegetation. If as-built or existing
outlet swales) pp conditions do not allow the slopes to be regraded, contact the
configuration.
applicable permitting agency.
Determine the source of the problem: soils, hydrology, disease,
Grass is dead, diseased or etc. Remedy the problem and replace plants. Provide a one-tim
dying. fertilizer application to establish the ground cover if necessary.
Trees and/or other woody Remove the trees and woody vegetation from the vegetated
vegetation are present in conveyance, regrade the vegetated conveyance if necessary
the vegetated conveyance. and re-establish grass as shown on the approved plans.

The longitudinal slope Regrade to meet the permitted longitudinal slope as shown on th
exceeds 5%. approved plans.
Curb outlet swales or The swale profile does not Regrade the swale to the approved profile as shown on the
vegetated areas match the approved detail. approved plans.
The length of the swale or Extend the swale to achieve the 100-foot minimum length. If as-
vegetated area is less built or existing conditions do not allow the slopes to be regraded,
than 100 feet. contact the applicable permitting agency.
Clogging has occurred. Clean out the outlet device. Dispose of the sediment off-site.
The outlet device (if
applicable)
The outlet device is Repair or replace the outlet device.
damaged
Erosion or other signs of
damage have occurred at Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water Discharges from the site
are causing erosion or
sedimentation in the Contact the local NCDEQ Regional Office.
receiving water.