SW6180801_Stormwater Report_20180814

Prepared by:
Andy Petty, PE
The Curry Engineering Group, PLLC
PO Box 2018
205 S. Fuquay Ave.
Fuquay-Varina, NC 27526
[phone]
Prepared for:
LITTLE CROSS,LLC
8625 Mt. Pleasant Church Road
Angier, NC 27592
919.422.7066
Kathryn’s Retreat Subdivision
Harnett County, NC
Town of Angier
July 16, 2018July 20, 2018
TABLE OF CONTENTS
NARRATIVES
Site Location and Description
Project Development
Erosion Control
Stormwater Management
Storm Sewer Hydraulic Gradeline Analysis
Storm Sewer Gutter Spread Analysis
SUPPORT DOCUMENTS
USGS Topography Map
FEMA Floodplain Map
NRCS Soils Information
Rainfall Data
Stream Classification
CALCULATIONS & ANALYSIS
Stormwater Management Calculations
Storm Sewer Calculations
Gutter Spread Calculations
Outlet Protection Calculations
Sediment Basin Calculations
Diversion Ditch Calculations
3
NARRATIVES
Site Location & Description
Little Cross, LLC, plans to develop approximately 46 acres of vacant property off Campbell Road in
Angier, NC. The property is bordered by vacant property to the west, the Town of Angier sewage
treatment plant to the south, and Campbell Road to the east and north.
The property historically has been uses for farming and is currently vacant. About half the site is
cleared and half is wooded. There is a jurisdictional pond located near the middle of the site with
jurisdictional stream that runs from the base of the pond to Black River which bi-sects the south west
corner of the proeprty. Since this stream is in the Cape Fear River Basin, there are no riparian buffers
required however neither feature will be impacted. Wetlands also exist on the property throughout the
property. Only minor impacts to these wetlands are anticipated.
Figure 1 -Vicinity Map –Courtesy of Harnett County GIS 2018
KATHRYN’S
PLACE
4
Project Development
The developer plans to develop the property such that a total of 121 lots can be constructed; however
as outlined in this construction package is only for phases 1-3 which include 88 lots. The subdivision
will be platted in 4 phases. The lots will be all single family detached dwelling units. The property is
zoned to R6. The developer plans to mass grade the property and as a result, the entire property is
scheduled for site disturbance. Public utilities will be required for the subdivision.
The nearest point of connection for potable water is an existing 6” public water main within the
Campbell Road right of way. The nearest public sanitary sewer is connection is an existing 12” sewer
outfall along the western side of the property that drains to the Town of Angier sewer treatement
plant.
Erosion Control
The purpose of this project is to clear and grub and construct infrastructure for a 88-lot single family
residential subdivision. The property is privately owned. See owner information on existing conditions
plan. The site is currently undeveloped.
Approximately 25.42 acres will be disturbed during construction. The maximum fill will be approx. 6
feet. This project will involve removal of topsoil to create residential roadway and infrastructure as
well as mass grading of lots. An underground storm drainage system will be installed to convey
stormwater to permanent stormwater management areas.
The project is scheduled to begin construction in fall 2018 with project completion and final
stabilization by spring of 2019. The erosion and sediment control program for this project will include
the installation of a suitable construction entrance, temporary silt fencing, silt fence outlets, diversion
ditches, inlet protection measures and sediment basins.
The soils at this site are predominately loamy sands. Soils are mostly well drained with Ksat ranges
from moderately low to high. Slopes are largely between 2 to 6%, but up to 10% in some cases. The
soils are classified within hydrologic group B/C.
Soils information has been obtained through the USDA & NRCS website:
http://websoilsurvey.nrcs.usda.gov/app/ for Harnett County.
Stormwater Management
The site drains to Black River within the Cape Fear River Basin. The stream index classification is
#18-68-12-1 and is designated as “C; Sw”. This site is located within a Phase II regulated area of the
Cape Fear River basin of North Carolina. Phase II regulations require that all impervious surfaces
captured must be treated for 85% total suspended solids (TSS) and the volume of runoff from the first
inch of rainfall be treated and released over two to five days. An additional requirement for detention
of the 2-yr and 10-yr storm events per the Town of Angier Stormwater ordinance must also be met.
5
To treat 85% TSS and control the pre-post attenuation, two wet detention basins are being utilized to
capture on-site stormwater runoff. At this time, the Town of Angier, per their Phase II permit does not
require treatment or an off-set payment for nutrient removal (nitrogen or phosphorus). However, per
NCDENR Water Quality, a wet detention basin will provide a 25% reduction in nitrogen and a 40%
reduction in phosphorus.
This project is considered a high density (greater than 24% impervious) project once fully built out. The
following is a brief summary of the stormwater requirements for this site from the Town of Fuquay-
Varina Stormwater ordinance.
x Control and treat the difference in stormwater runoff volume leaving the project site for the
one inch (1”) rainfall event. This volume shall draw down between 2-5 days.
x Must be designed per NCDENR standards to meet 85% Total Suspended Solids (TSS) removal.
x Peak flow attenuation for the 1 yr, 2 yr and 10 yr 24-hour rainfall events
The project includes mass grading the site, however, the intent is to mimic the existing drainage
patterns in the post development state without significant diversions. The site drains toward Black
River as shown on SW-01.
In order to accomplish minimize impacts to natural drainage basins; two wet detention ponds are
located such that it drains the entire roadway infrastructure and all single family lots. A series of
catch basins and yard inlets are provided to capture the runoff from the lots and roadways. The
results of the pre-post analysis provide compliance with the pre-post stormwater controls
cumulatively for the site. The pre-development conditions were modeled with hydrologic soils type
“B” in fair conditions as the surrounding areas have been used for farming with sparse ground cover.
A season high water table investigation has not yet been conducted however the wet detention facility
has been designed with a clay liner to limit both ground water and reduced permanent pool volume.
The wet detention facilities have been modeled using Hydraflow Hydrographs by AutoDesk. The SCS
method was utilized for determining pre/post flow rates.
Water Quality - Permanent Pool Requirement
SCM Number Permanent Pool
Area Required (SF)
Permanent Pool
Area Provided (SF)
Water Quality
Volume Required
(CF)
Water Quality
Volume Required
(CF)
1 3,516 6,653 8,611 10,146
2 12,242 14,532 34,772 35,056
6
Water Quantity Summary Table
7
Storm Sewer Hydraulic Gradeline Analysis
The project will require the use of several curb inlets & yard inlets to capture stormwater runoff.
Standard NCDOT grated type catch basins are being utilized within the subdivision and right of way
street improvements. The storm drainage system for this project has been designed with the following
criteria:
x Class III RCP with 15-in minimum pipe diameter.
x Start the HGL analysis at 80% full of the outlet pipe
x Maintain 10 yr. HGL inside system
x Minimum slope of 0.5%.
x Minimum velocity of 2 fps and max velocity of 10 fps.
x Minimum Cover of 2-ft (top of subgrade to crown).
Each inlet has a delineated drainage basin composite C value for land use and a minimum Tc of five (5)
minutes for the enclosed pipe system sizing. The rational method was utilized for calculating peak
flow.
The hydraulic grade line for the storm drainage system was calculated using Hydraflow Storm Sewers
by Autodesk. The analysis included checking the system for inlet control. Refer to the calculations
section for the Hydraflow output calculations.
Storm Sewer Gutter Spread Analysis
In addition to an HGL anlaysis the storm sewer system in the residential roadways were analyzed for
gutter spread. The gutter spread for the storm drainage system has been designed with the following
criteria:
x Max gutter spread within roadway is 8 feet during the 4 in/hr event with the exception of
cul-de-sac catch basins, yard inlets and inlets inside parking areas.
x Mannings “n” of the gutter is 0.013.
x Cross slope of road is 2%
x Longitudinal slope of road as designed.
Each inlet has a delineated drainage basin, composite C value for land use and a minimum Tc of five
(5) minutes. The rational method was utilized for calculating peak flow.
The gutter spread analysis for the storm drainage system was calculated using Hydraflow Storm
Sewers by Autodesk. The analysis included checking the system for inlet control. Refer to the
calculations section for the Hydraflow output calculations.
SUPPORT DOCUMENTS
USGS 7.5 Minute Map
E N G I N E E R I N G
Curry 205 S. Fuquay Avenue
Fuquay-Varina, NC 27526
[phone]
[phone]
N C L I C . N O . P -0 7 9 9
T
F KATHRYNS RETREAT
USGS 7.5 MINUTE MAP
PROPERTY
BOUNDARY
SUPPORT DOCUMENTS
FEMA Flood Map
PROPERTY BOUNDARY
E N G I N E E R I N G
Curry 205 S. Fuquay Avenue
Fuquay-Varina, NC 27526
[phone]
[phone]
N C L I C . N O . P -0 7 9 9
T
F KATHRYNS RETREAT
FEMA MAP
SUPPORT DOCUMENTS
USDA Soils Survey
PROPERTY BOUNDARY
E N G I N E E R I N G
Curry 205 S. Fuquay Avenue
Fuquay-Varina, NC 27526
[phone]
[phone]
N C L I C . N O . P -0 7 9 9
T
F KATHRYNS PLACE
NRCS SOILS MAP
SUPPORT DOCUMENTS
Rainfall Data
NOAA Atlas 14, Volume 2, Version 3
Location name: Erwin, North Carolina, USA*
Latitude: 35.3247°, Longitude: -78.6881°
Elevation: 148.53 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 5.24
(4.79‑5.77)
6.16
(5.64‑6.78)
7.13
(6.52‑7.84)
7.91
(7.21‑8.69)
8.81
(8.00‑9.66)
9.49
(8.59‑10.4)
10.1
(9.11‑11.1)
10.7
(9.60‑11.7)
11.4
(10.2‑12.5)
12.1
(10.6‑13.2)
10-min 4.18
(3.82‑4.61)
4.93
(4.51‑5.42)
5.71
(5.21‑6.28)
6.33
(5.77‑6.95)
7.02
(6.37‑7.70)
7.55
(6.84‑8.27)
8.05
(7.24‑8.81)
8.50
(7.61‑9.31)
9.05
(8.03‑9.91)
9.49
(8.35‑10.4)
15-min 3.49
(3.18‑3.84)
4.13
(3.78‑4.54)
4.81
(4.40‑5.29)
5.34
(4.86‑5.86)
5.93
(5.39‑6.50)
6.38
(5.77‑6.98)
6.78
(6.10‑7.42)
7.15
(6.40‑7.83)
7.60
(6.74‑8.32)
7.94
(6.98‑8.71)
30-min 2.39
(2.18‑2.63)
2.85
(2.61‑3.14)
3.42
(3.12‑3.76)
3.87
(3.53‑4.25)
4.39
(3.99‑4.82)
4.80
(4.35‑5.26)
5.20
(4.67‑5.68)
5.57
(4.98‑6.09)
6.05
(5.36‑6.62)
6.43
(5.65‑7.05)
60-min 1.49
(1.36‑1.64)
1.79
(1.64‑1.97)
2.19
(2.00‑2.41)
2.52
(2.30‑2.76)
2.93
(2.66‑3.21)
3.25
(2.95‑3.56)
3.58
(3.22‑3.91)
3.90
(3.49‑4.27)
4.34
(3.84‑4.75)
4.69
(4.13‑5.15)
2-hr 0.874
(0.790‑0.978)
1.06
(0.957‑1.18)
1.32
(1.19‑1.47)
1.53
(1.38‑1.70)
1.81
(1.62‑2.02)
2.05
(1.82‑2.28)
2.28
(2.02‑2.54)
2.53
(2.22‑2.81)
2.86
(2.49‑3.18)
3.14
(2.71‑3.50)
3-hr 0.618
(0.560‑0.693)
0.748
(0.677‑0.836)
0.934
(0.844‑1.05)
1.10
(0.988‑1.22)
1.31
(1.18‑1.46)
1.50
(1.33‑1.67)
1.69
(1.49‑1.88)
1.89
(1.66‑2.10)
2.18
(1.88‑2.42)
2.42
(2.07‑2.70)
6-hr 0.370
(0.337‑0.412)
0.447
(0.407‑0.497)
0.560
(0.508‑0.621)
0.658
(0.595‑0.729)
0.790
(0.709‑0.874)
0.904
(0.806‑0.999)
1.02
(0.904‑1.13)
1.15
(1.01‑1.27)
1.33
(1.15‑1.47)
1.49
(1.27‑1.64)
12-hr 0.216
(0.196‑0.241)
0.261
(0.237‑0.291)
0.329
(0.297‑0.367)
0.389
(0.350‑0.432)
0.470
(0.420‑0.522)
0.541
(0.479‑0.599)
0.616
(0.540‑0.681)
0.698
(0.605‑0.771)
0.815
(0.695‑0.900)
0.918
(0.772‑1.01)
24-hr 0.127
(0.116‑0.140)
0.154
(0.141‑0.170)
0.198
(0.180‑0.217)
0.233
(0.211‑0.255)
0.281
(0.254‑0.309)
0.322
(0.290‑0.353)
0.364
(0.326‑0.399)
0.408
(0.365‑0.449)
0.471
(0.418‑0.520)
0.523
(0.462‑0.577)
2-day 0.074
(0.068‑0.081)
0.090
(0.082‑0.098)
0.114
(0.104‑0.125)
0.134
(0.122‑0.146)
0.161
(0.146‑0.176)
0.183
(0.165‑0.200)
0.207
(0.186‑0.226)
0.232
(0.207‑0.254)
0.267
(0.237‑0.293)
0.295
(0.260‑0.325)
3-day 0.053
(0.049‑0.057)
0.064
(0.059‑0.069)
0.080
(0.074‑0.087)
0.094
(0.086‑0.102)
0.112
(0.102‑0.122)
0.128
(0.116‑0.139)
0.144
(0.130‑0.156)
0.160
(0.144‑0.175)
0.184
(0.164‑0.201)
0.203
(0.180‑0.222)
4-day 0.042
(0.039‑0.045)
0.051
(0.047‑0.055)
0.064
(0.058‑0.069)
0.074
(0.068‑0.080)
0.088
(0.081‑0.095)
0.100
(0.091‑0.108)
0.112
(0.101‑0.121)
0.125
(0.112‑0.135)
0.142
(0.128‑0.155)
0.157
(0.140‑0.171)
7-day 0.028
(0.026‑0.030)
0.033
(0.031‑0.036)
0.041
(0.038‑0.045)
0.048
(0.044‑0.052)
0.057
(0.052‑0.061)
0.064
(0.058‑0.069)
0.071
(0.064‑0.077)
0.078
(0.071‑0.085)
0.089
(0.080‑0.097)
0.098
(0.087‑0.106)
10-day 0.022
(0.021‑0.024)
0.027
(0.025‑0.029)
0.032
(0.030‑0.035)
0.037
(0.034‑0.040)
0.043
(0.040‑0.046)
0.048
(0.044‑0.052)
0.053
(0.049‑0.057)
0.058
(0.053‑0.063)
0.065
(0.059‑0.070)
0.071
(0.064‑0.076)
20-day 0.015
(0.014‑0.016)
0.018
(0.017‑0.019)
0.021
(0.020‑0.023)
0.024
(0.022‑0.026)
0.028
(0.026‑0.030)
0.031
(0.028‑0.033)
0.034
(0.031‑0.036)
0.037
(0.034‑0.040)
0.041
(0.037‑0.044)
0.044
(0.040‑0.048)
30-day 0.012
(0.012‑0.013)
0.015
(0.014‑0.016)
0.017
(0.016‑0.019)
0.019
(0.018‑0.021)
0.022
(0.020‑0.024)
0.024
(0.022‑0.026)
0.026
(0.024‑0.028)
0.028
(0.026‑0.030)
0.031
(0.028‑0.033)
0.033
(0.030‑0.036)
45-day 0.011
(0.010‑0.011)
0.012
(0.012‑0.013)
0.014
(0.013‑0.015)
0.016
(0.015‑0.017)
0.018
(0.017‑0.019)
0.019
(0.018‑0.021)
0.021
(0.019‑0.022)
0.022
(0.021‑0.024)
0.024
(0.022‑0.026)
0.026
(0.024‑0.028)
60-day 0.009
(0.009‑0.010)
0.011
(0.010‑0.012)
0.013
(0.012‑0.014)
0.014
(0.013‑0.015)
0.016
(0.015‑0.017)
0.017
(0.016‑0.018)
0.018
(0.017‑0.019)
0.019
(0.018‑0.021)
0.021
(0.019‑0.022)
0.022
(0.020‑0.024)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in 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 recurrence 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) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
NOAA Atlas 14, Volume 2, Version 3 DUNN 4 NW
Station ID: 31-2500
Location name: Erwin, North Carolina, USA*
Latitude: 35.3247°, Longitude: -78.6881°
Elevation:
Elevation (station metadata): 200 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.437
(0.399‑0.481)
0.513
(0.470‑0.565)
0.594
(0.543‑0.653)
0.659
(0.601‑0.724)
0.734
(0.667‑0.805)
0.791
(0.716‑0.866)
0.844
(0.759‑0.924)
0.894
(0.800‑0.978)
0.954
(0.846‑1.04)
1.00
(0.883‑1.10)
10-min 0.697
(0.637‑0.768)
0.821
(0.751‑0.903)
0.951
(0.869‑1.05)
1.06
(0.962‑1.16)
1.17
(1.06‑1.28)
1.26
(1.14‑1.38)
1.34
(1.21‑1.47)
1.42
(1.27‑1.55)
1.51
(1.34‑1.65)
1.58
(1.39‑1.74)
15-min 0.872
(0.796‑0.959)
1.03
(0.945‑1.14)
1.20
(1.10‑1.32)
1.33
(1.22‑1.47)
1.48
(1.35‑1.63)
1.59
(1.44‑1.75)
1.70
(1.53‑1.86)
1.79
(1.60‑1.96)
1.90
(1.68‑2.08)
1.99
(1.75‑2.18)
30-min 1.20
(1.09‑1.32)
1.43
(1.31‑1.57)
1.71
(1.56‑1.88)
1.93
(1.76‑2.12)
2.20
(2.00‑2.41)
2.40
(2.17‑2.63)
2.60
(2.34‑2.84)
2.78
(2.49‑3.05)
3.02
(2.68‑3.31)
3.22
(2.83‑3.53)
60-min 1.49
(1.36‑1.64)
1.79
(1.64‑1.97)
2.19
(2.00‑2.41)
2.52
(2.30‑2.76)
2.93
(2.66‑3.21)
3.25
(2.95‑3.56)
3.58
(3.22‑3.91)
3.90
(3.49‑4.27)
4.34
(3.84‑4.75)
4.69
(4.13‑5.15)
2-hr 1.75
(1.58‑1.96)
2.12
(1.91‑2.36)
2.63
(2.38‑2.93)
3.06
(2.76‑3.41)
3.63
(3.24‑4.04)
4.09
(3.65‑4.55)
4.56
(4.04‑5.07)
5.06
(4.45‑5.61)
5.72
(4.98‑6.35)
6.29
(5.43‑6.99)
3-hr 1.86
(1.68‑2.08)
2.25
(2.03‑2.51)
2.81
(2.54‑3.14)
3.29
(2.97‑3.67)
3.94
(3.53‑4.39)
4.49
(4.00‑5.01)
5.07
(4.47‑5.64)
5.68
(4.97‑6.32)
6.53
(5.65‑7.27)
7.28
(6.23‑8.10)
6-hr 2.22
(2.02‑2.47)
2.68
(2.44‑2.98)
3.35
(3.04‑3.72)
3.94
(3.56‑4.37)
4.73
(4.25‑5.24)
5.41
(4.83‑5.98)
6.13
(5.41‑6.76)
6.89
(6.03‑7.59)
7.97
(6.88‑8.79)
8.91
(7.60‑9.84)
12-hr 2.61
(2.36‑2.91)
3.15
(2.86‑3.51)
3.96
(3.58‑4.42)
4.68
(4.21‑5.21)
5.67
(5.06‑6.28)
6.52
(5.78‑7.22)
7.42
(6.51‑8.21)
8.41
(7.29‑9.29)
9.82
(8.38‑10.8)
11.1
(9.30‑12.2)
24-hr 3.05
(2.78‑3.35)
3.70
(3.38‑4.07)
4.74
(4.31‑5.22)
5.58
(5.06‑6.13)
6.75
(6.10‑7.42)
7.72
(6.95‑8.48)
8.73
(7.83‑9.59)
9.80
(8.75‑10.8)
11.3
(10.0‑12.5)
12.5
(11.1‑13.8)
2-day 3.57
(3.26‑3.90)
4.32
(3.95‑4.71)
5.49
(5.01‑5.99)
6.42
(5.85‑7.01)
7.73
(7.01‑8.44)
8.81
(7.94‑9.62)
9.93
(8.92‑10.9)
11.1
(9.93‑12.2)
12.8
(11.4‑14.1)
14.2
(12.5‑15.6)
3-day 3.80
(3.49‑4.13)
4.59
(4.22‑4.99)
5.79
(5.31‑6.29)
6.76
(6.18‑7.33)
8.10
(7.37‑8.79)
9.19
(8.33‑9.98)
10.3
(9.32‑11.2)
11.5
(10.4‑12.6)
13.2
(11.8‑14.5)
14.6
(13.0‑16.0)
4-day 4.03
(3.73‑4.36)
4.86
(4.49‑5.26)
6.10
(5.62‑6.60)
7.09
(6.51‑7.65)
8.47
(7.73‑9.14)
9.58
(8.72‑10.3)
10.7
(9.73‑11.6)
12.0
(10.8‑13.0)
13.7
(12.3‑14.9)
15.1
(13.4‑16.4)
7-day 4.67
(4.30‑5.07)
5.60
(5.16‑6.09)
6.95
(6.39‑7.56)
8.02
(7.34‑8.70)
9.49
(8.66‑10.3)
10.7
(9.72‑11.6)
11.9
(10.8‑12.9)
13.2
(11.9‑14.3)
15.0
(13.4‑16.3)
16.4
(14.6‑17.9)
10-day 5.33
(4.97‑5.72)
6.38
(5.94‑6.85)
7.78
(7.23‑8.36)
8.87
(8.22‑9.52)
10.4
(9.56‑11.1)
11.5
(10.6‑12.4)
12.7
(11.7‑13.7)
14.0
(12.8‑15.0)
15.6
(14.2‑16.9)
17.0
(15.4‑18.3)
20-day 7.18
(6.68‑7.72)
8.53
(7.94‑9.17)
10.2
(9.51‑11.0)
11.6
(10.7‑12.4)
13.4
(12.4‑14.4)
14.8
(13.7‑15.9)
16.2
(14.9‑17.5)
17.7
(16.2‑19.1)
19.7
(18.0‑21.2)
21.3
(19.3‑23.0)
30-day 8.95
(8.34‑9.63)
10.6
(9.86‑11.4)
12.5
(11.6‑13.4)
13.9
(12.9‑15.0)
15.9
(14.7‑17.1)
17.3
(16.0‑18.7)
18.8
(17.4‑20.2)
20.3
(18.7‑21.8)
22.3
(20.4‑24.0)
23.8
(21.7‑25.7)
45-day 11.4
(10.7‑12.1)
13.4
(12.6‑14.3)
15.5
(14.6‑16.6)
17.2
(16.1‑18.4)
19.3
(18.0‑20.6)
20.9
(19.5‑22.4)
22.5
(21.0‑24.1)
24.1
(22.4‑25.8)
26.2
(24.2‑28.1)
27.8
(25.6‑29.9)
60-day 13.6
(12.8‑14.5)
16.0
(15.0‑17.0)
18.4
(17.3‑19.6)
20.2
(18.9‑21.5)
22.5
(21.1‑24.0)
24.3
(22.7‑25.9)
26.0
(24.3‑27.8)
27.7
(25.8‑29.6)
29.9
(27.8‑32.0)
31.6
(29.2‑33.9)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in 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 recurrence 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) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
SUPPORT DOCUMENTS
Stream Classification
NC DENR - DIVISON OF WATER RESOURCES
Name of Stream Description Class Class Date Index No.
2B .0300
. 0311 CAPE FEAR RIVER BASIN
Six Runs Creek C;Sw,ORW:+06/01/94 18-68-2-(11.5)From Quewiffle Swamp to Black
River
Crane Creek C;Sw 07/01/73 18-68-2-12From source to Six Runs Creek
Jump-and-Run Branch C;Sw 07/01/73 18-68-2-12-1From source to Crane Creek
Buckhorn Creek (Boney Pond)C;Sw 07/01/73 18-68-2-12-2From source to Crane Creek
Wolf Pit Branch C;Sw 07/01/73 18-68-2-12-2-1From source to Buckhorn Creek
Bridge Branch C;Sw 07/01/73 18-68-2-12-2-2From source to Buckhorn Creek
Peters Branch C;Sw 07/01/73 18-68-2-12-2-3From source to Buckhorn Creek
Robinson Mill Branch C;Sw 04/01/59 18-68-2-13From source to Six Runs Creek
Mathis Mill Branch C;Sw 04/01/59 18-68-2-14From source to Six Runs Creek
Spearmans Mill Creek C;Sw 04/01/59 18-68-2-15From source to Six Runs Creek
Gaddy Branch C;Sw 04/01/59 18-68-2-16From source to Six Runs Creek
Tarkill Branch C;Sw 04/01/59 18-68-2-17From source to Six Runs Creek
Clear Run (Swamp)C;Sw 07/01/73 18-68-3From source to Black River
New Hope Creek C;Sw 07/01/73 18-68-3-1From source to Clear Run
Red Hill Branch C;Sw 07/01/73 18-68-3-1-1From source to New Hope Creek
Free Will Creek C;Sw 07/01/73 18-68-3-2From source to Clear Run
Beaverdam Creek C;Sw 07/01/73 18-68-3-3From source to Clear Run
Big Branch C;Sw 09/01/74 18-68-4From source to Black River
Juniper Branch C;Sw 04/01/59 18-68-5From source to Black River
Devane Branch C;Sw 04/01/59 18-68-6From source to Black River
Rocky Branch C;Sw 04/01/59 18-68-6-1From source to Devane Branch
Canty Mill Creek C;Sw 09/01/74 18-68-7From source to Black River
Cobb Branch C;Sw 09/01/74 18-68-7-1From source to Canty Mill Creek
Wild Cat Creek C;Sw 09/01/74 18-68-8From source to Black River
Keith Branch C;Sw 09/01/74 18-68-9From source to Black River
Kings Branch C;Sw 09/01/74 18-68-10From source to Black River
Cypress Lake C;Sw 04/01/59 18-68-11Entire lake and connecting stream to
Black River
South River C;Sw 04/01/59 18-68-12-(0.5)From source to Big Swamp
Black River (Little Black River)
(Popes Lake, Rhodes Pond)
C;Sw 09/01/74 18-68-12-1From source to South River
Youngs Pond C;Sw 09/01/74 18-68-12-1-1Entire pond and connecting stream
to Black River
Big Branch C;Sw 09/01/74 18-68-12-1-2From source to Black River
Juniper Creek C;Sw 09/01/74 18-68-12-1-3From source to Black River
Mingo Swamp C;Sw 09/01/74 18-68-12-2From source to South River
East Mingo Creek C;Sw 09/01/74 18-68-12-2-1From source to Mingo Swamp
Stony Run (Hannas Pond)C;Sw 09/01/74 18-68-12-2-2From source to Mingo Swamp
Big Juniper Run (Jernigan Pond)C;Sw 09/01/74 18-68-12-2-3From source to Mingo Swamp
37
SUPPORT DOCUMENTS
Hydrology Group - Soils
CALCULATIONS & ANALYSIS
Weighted Curve Number
Project #No Date
Project Name
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =45.60 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 34.66 ac
Total Area in "C" Soils 10.94 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
81 71 64
98 98 98
69 63 59
86 86 86
28.06 ac
0.00 ac
17.54 ac
ac
Poor Fair Good
76 68 62
Open Space
Impervious
Wooded
Gravel
Weighted CN Value
Land Uses in Sub-Basin
Lynchburg C
Norfolk B
Rains B
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Soil Area in Drainage Area
Soil Name Hydrologic Group
Bibb C
Dothan B
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2018-002 Description
Kathryn's Place
6/15/2018
SOIL WEIGHTED CN VALUES
Pre-Developed - Drainage Area No. 1
Project #No Date
Project Name
Date
A B C D
68 79 86 89
49 69 79 84
39 61 74 80
Impervious Areas
98 98 98 98
83 89 98 98
76 85 89 91
72 82 85 88
Poor Condition 45 66 77 83
Fair Condition 36 60 73 79
Good Condition 30 55 70 77
1/8 acre or less 65 77 85 92
38 61 75 87
30 57 72 86
25 54 70 85
20 51 68 84
12 46 65 82
Drainage Area =25.29 ac
Total Area in "A" Soils =0.00 ac
Total Area in "B" Soils 19.22 ac
Total Area in "C" Soils 6.07 ac
Total Area in "D" Soils =0.00 ac
Poor Fair Good
81 71 64
98 98 98
69 63 59
86 86 86
11.32 ac
0.00 ac
13.97 ac
ac
Poor Fair Good
74 67 61
Curve Numbers for Hydrologic Soil Group
Project Data Revisions
2018-002 Description
Kathryn's Place
6/15/2018
SOIL WEIGHTED CN VALUES
Post-Developed - Drainage Area By-Pass
Residential
Open Space (Lawns, Parks)
Poor Condition
Fair Condition
Good Condition
Parking Lots, Roofs
Paved; Curbs
Paved; Open Ditches
Gravel
Dirt
Woods
Dothan B
1/4 acre
1/3 acre
1/2 acre
1 acre
2 acre
Types of Soils with in Drainage Area Soil Area in Drainage Area
Soil Name Hydrologic Group
Bibb C
Land Uses in Sub-Basin
Lynchburg C
Norfolk B
Rains B
Use the following CN Values for each Land Use
Open Space =
Impervious Surface =
Wooded Area =
Gravel Area =
Open Space
Impervious
Wooded
Gravel
Weighted CN Value
CALCULATIONS & ANALYSIS
BMP Design Worksheets
Project #No Date
Project Name
Date
1)Calculate percent impervious draining to pond.
Drainage Area =4.20 acres Road/Parking 0.63 ac
Impervious Area =2.40 acres Sidewalk 0.15 ac
Lots 1.45 ac
% Imperv. =57.20 %Driveways 0.18 ac
2)Find the volume of the 1.0" storm using the "Simple Method" (Schueler 1987):
Rv = 0.05 + 0.009 (I)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
I = percent impervious
Rv =0.565 in/in
Volume of 1.0" storm (must exceed 3630 cf):
WQv = 3630 x RD x Rv X A
WQv = volume of runoof gnerated from design storm
RD =Design storm =1 inch
Rv = Runoff Coef =0.565 inch/inch
A= Drainage Area = 4.20 acre
WQv =8,611 ft 3
3)Determine Surface Area to Drainage Area Ratio & Surface of Permanent Pool (Water Quality)
Desired Depth =3 ft
Imp. %Ratio
Lower Limit =50.00 1.49
Upper Limit =60.00 2.09 3,516 ft 2
Acutal =57.20 1.92
The volume of the 1" storm must be detained in the pond above the permanent pool and must be drawn down over a
period of two to five days.
Minimum SA Required =
Project Data Revisions
Description
WATER QUALITY & SURFACE AREA CALCUALTION
Wet Detention Pond #1
2018-002
Kathryn's Place
6/15/2018
Impervious
Project #No Date
Project Name
Date
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)
0 252 1452 0 0 Main Pool Vol = 14960 cf
1 253 1849 1651 1651 Main Pool SA = 4689 sf
2 254 2293 2071 3722 YES 83%
3 255 2780 2537 6258
4 256 3284 3032 9290
5 257 3808 3546 12836
5.5 257.5 4689 2124 14960
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)Total P. Pool Vol = 18104 cf
0 255 679 0 0 Total Forebay Vol = 3144 cf
1 256 1108 894 894 Is Forebay ~ 15-20%YES 17%
2 257 1628 1368 2262
2.5 257.5 1901 882 3144
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)WQ Volume = 8611 cf
0 257.5 6653 0 0 Temp. Pool Vol = 10146 cf
0.5 258 7921 3644 3644 Volume Enough YES
1.25 258.75 9420 6503 10146
Average Depth Calculation:
Vshelf = 201 cf
Dmax over shelf =0.5 ft
Peimeter =268 ft
Width =3 ft
VPP = 14960 cf
Abottom of shelf =3808 sf
Davg =3.88 ft
Project Data Revisions
2018-002 Description
Kathryn's Place
6/15/2018
POND VOLUMES
Wet Detention Pond #1
Total Main Pool
Permanent Pool Volume Check
Is Main Pool ~ 80-85%
Total Forebay Volume Forebay Volume Check
Temporary Pool Volume Temporary Pool Volume Check
Project #No Date
Project Name
Date
1)Input Orifice and Spillway Information
1.50 in
0.60
Volume Provided =10,146 cf
Number Orifices =1.00
Inv Orfice =257.50
Inv Primary Spillway =258.75
2)Calculate Area, Head and Discharge Flow
g=32.2 ft/s2
h= use h/3 to simulate decreasing head
A= cross section area of orifice
Q= discharge cfs
Q=discharge cfs
0.012 sf
0.417 feet
0.038 cfs
3)Calculate Drawn Down Time
Time =Volume/Flowrate
3.08 days
Check =OK
Drawdown Time =
Orifice Diameter =
Orfice Coefficent =
Orfice Cross Section Area =
Average head =
Discharge =
6/15/2018
WATER QUALITY VOLUME DRAW DOWN CALCULATION
Wet Detention Pond #1
Project Data Revisions
2018-002 Description
Kathryn's Place
ghACQ20
Project #No Date
Project Name
Date
Step 1.DETERMINE BOUYANT FORCES
Volume = Depth * Area
Depth = Riser Top Elev - Riser Bottom Elev
Riser Top Elev. =260 ft
Bottom of Riser Elev. =257.50 ft
Riser Wall Thickness =6.00 in
Diameter of Manhole =4.00 ft
Area = pi * diameter^2 / 4
Area (@ outside diam)=19.64 sf
Volume =49.09 cf
times wt of water 62.4 lbs/cf
Bouyant Force =3,063 lbs
Step 2.DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation =260
Thickness =0 inches
Outside Diam =5.00 ft
Volume =0.00 cf
Riser Walls
Inside Diam =4.00 ft
Wall Thickness =6.00 in
Height =2.50 ft
Volume =17.67 cf
Riser Bottom - Extended Base
Bottom Elevation =257.50
Diameter =0.00 ft
Thickness=6.00 in
Volume =0.00 cf
17.67 cf
150 lbs/cf
2,651 lbs
0.87
Y
1,331 lbs
Step 3.ADD CONCRETE BELOW INVERT IN RISER
12.57 sf
Volume Required =15.20 cf
1.21 ft
24 in
25.13 cf
2202 lb
1.58
Y
Summary
Amount of Concrete Required =
Area of Riser (@inside diam) =
Factor of Safety > 1.30 (Y/N) =
Calculated Depth of Concrete =
Actual Depth Used =
Backcheck Volume =
Backcheck Weight of Added Conc
(150-62.4) =
Factor of Safety =
Total Volume =
x unit weight of reinforced conc.
CounterweIght =
Factor of Safety Provided (FSP) =
Additional Concrete Required (Y/N) =
Add minimum 24 inches below invert of
pond
6/15/2018
RISER ANTI-FLOATATION
Wet Detention Pond #1
Project Data Revisions
2018-002 Description
Kathryn's Place
Project #No Date
Project Name
Date
1)Calculate percent impervious draining to pond.
Drainage Area =16.90 acres Road/Parking 2.23 ac
Impervious Area =9.70 acres Sidewalk 0.65 ac
Lots 5.62 ac
% Imperv. =57.42 %Driveways 0.70 ac
Amenity 0.50 ac
2)Find the volume of the 1.0" storm using the "Simple Method" (Schueler 1987):
Rv = 0.05 + 0.009 (I)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
I = percent impervious
Rv =0.567 in/in
Volume of 1.0" storm (must exceed 3630 cf):
WQv = 3630 x RD x Rv X A
WQv = volume of runoof gnerated from design storm
RD =Design storm =1 inch
Rv = Runoff Coef =0.567 inch/inch
A= Drainage Area = 16.90 acre
WQv =34,772 ft 3
3)Determine Surface Area to Drainage Area Ratio & Surface of Permanent Pool (Water Quality)
Desired Depth =4 ft
Imp. %Ratio
Lower Limit =50.00 1.47
Upper Limit =60.00 1.73 12,242 ft 2
Acutal =57.42 1.66
The volume of the 1" storm must be detained in the pond above the permanent pool and must be drawn down over a
period of two to five days.
Minimum SA Required =
Project Data Revisions
Description
WATER QUALITY & SURFACE AREA CALCUALTION
Wet Detention Pond #2
2018-002
Kathryn's Place
7/20/2018
Impervious
Project #No Date
Project Name
Date
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)
0 249 6429 0 0 Main Pool Vol = 40578 cf
1 250 7054 6742 6742 Main Pool SA = 10600 sf
2 251 7708 7381 14123 YES 84%
3 252 8391 8050 22172
4 253 9102 8747 30919
4.5 253.5 9467 4642 35561
5 254 10600 5017 40578
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)Total P. Pool Vol = 48079 cf
0 251 1265 0 0 Total Forebay Vol = 7502 cf
1 252 2003 1634 1634 Is Forebay ~ 15-20%YES 16%
2 253 2900 2452 4086
3 254 3932 3416 7502
Stage Level Elevation (ft) Area (sf)
Stage Volume
(cf)
Cumulative Storage
(cf)WQ Volume = 34772 cf
0 254 14532 0 0 Temp. Pool Vol = 35056 cf
0.5 254.5 16325 7714 7714 Volume Enough YES
1 255 17578 8476 16190
2 256 20154 18866 35056
Average Depth Calculation:
Vshelf = 276 cf
Dmax over shelf =0.5 ft
Peimeter =368 ft
Width =3 ft
VPP = 40578 cf
Abottom of shelf =9467 sf
Davg =4.26 ft
Project Data Revisions
2018-002 Description
Kathryn's Place
7/20/2018
POND VOLUMES
Wet Detention Pond #2
Total Main Pool
Permanent Pool Volume Check
Is Main Pool ~ 80-85%
Total Forebay Volume Forebay Volume Check
Temporary Pool Volume Temporary Pool Volume Check
Project #No Date
Project Name
Date
1)Input Orifice and Spillway Information
2.50 in
0.60
Volume Provided =35,056 cf
Number Orifices =1.00
Inv Orfice =254.00
Inv Primary Spillway =256.00
2)Calculate Area, Head and Discharge Flow
g=32.2 ft/s2
h= use h/3 to simulate decreasing head
A= cross section area of orifice
Q= discharge cfs
Q=discharge cfs
0.034 sf
0.667 feet
0.134 cfs
3)Calculate Drawn Down Time
Time =Volume/Flowrate
3.03 days
Check =OK
Drawdown Time =
Orifice Diameter =
Orfice Coefficent =
Orfice Cross Section Area =
Average head =
Discharge =
7/20/2018
WATER QUALITY VOLUME DRAW DOWN CALCULATION
Wet Detention Pond #2
Project Data Revisions
2018-002 Description
Kathryn's Place
ghACQ20
Project #No Date
Project Name
Date
Step 1.DETERMINE BOUYANT FORCES
Volume = Depth * Area
Depth = Riser Top Elev - Riser Bottom Elev
Riser Top Elev. =258 ft
Bottom of Riser Elev. =254.00 ft
Riser Wall Thickness =6.00 in
Diameter of Manhole =6.00 ft
Area = pi * diameter^2 / 4
Area (@ outside diam)=38.48 sf
Volume =153.94 cf
times wt of water 62.4 lbs/cf
Bouyant Force =9,606 lbs
Step 2.DETERMINE COUNTERWEIGHT REQUIREMENTS
Riser Top
Top Elevation =258
Thickness =0 inches
Outside Diam =7.00 ft
Volume =0.00 cf
Riser Walls
Inside Diam =6.00 ft
Wall Thickness =6.00 in
Height =4.00 ft
Volume =40.84 cf
Riser Bottom - Extended Base
Bottom Elevation =254.00
Diameter =0.00 ft
Thickness=6.00 in
Volume =0.00 cf
40.84 cf
150 lbs/cf
6,126 lbs
0.64
Y
6,361 lbs
Step 3.ADD CONCRETE BELOW INVERT IN RISER
28.27 sf
Volume Required =72.62 cf
2.57 ft
32 in
75.40 cf
6605 lb
1.33
Y
Summary
Amount of Concrete Required =
Area of Riser (@inside diam) =
Factor of Safety > 1.30 (Y/N) =
Calculated Depth of Concrete =
Actual Depth Used =
Backcheck Volume =
Backcheck Weight of Added Conc
(150-62.4) =
Factor of Safety =
Total Volume =
x unit weight of reinforced conc.
CounterweIght =
Factor of Safety Provided (FSP) =
Additional Concrete Required (Y/N) =
Add minimum 32 inches below invert of
pond
7/20/2018
RISER ANTI-FLOATATION
Wet Detention Pond #2
Project Data Revisions
2018-002 Description
Kathryn's Place
CALCULATIONS & ANALYSIS
Hydraflow Routing
1 3 4
5
6
7
8
1
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Project: Kathryns Place Routing.gpw Friday, 06 / 15 / 2018
Hyd.Origin Description
Legend
1 SCS Runoff Pre-Development DA
3 SCS Runoff Post-Development DA - Bypass
4 SCS Runoff Post-Development DA - BMP#1
5 Reservoir BMP#1 Outflow
6 SCS Runoff Post Development DA - BMP#2
7 Reservoir BMP#2 Outflow
8 Combine Post-Development Total
Hydrograph Return Period Recap
2
Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph
No.type hyd(s)Description
(origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff -------------31.98 --------------95.52 141.74 ------- 227.52 Pre-Development DA
3 SCS Runoff -------------19.56 --------------59.67 88.87 ------- 143.26 Post-Development DA - Bypass
4 SCS Runoff -------------15.67 --------------27.90 35.62 -------48.64 Post-Development DA - BMP#1
5 Reservoir 4 -------2.103 --------------8.484 21.17 -------42.71 BMP#1 Outflow
6 SCS Runoff -------------54.39 --------------97.20 124.11 ------- 169.54 Post Development DA - BMP#2
7 Reservoir 6 -------6.044 --------------17.69 70.97 ------- 150.15 BMP#2 Outflow
8 Combine 3, 5, 7 -------26.25 --------------84.89 177.96 ------- 333.97 Post-Development Total
Proj. file: Kathryns Place Routing.gpw Friday, 06 / 15 / 2018
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hydrograph Summary Report
3
Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No.type flow interval Peak volume hyd(s)elevation strge used Description
(origin)(cfs)(min)(min)(cuft)(ft)(cuft)
1 SCS Runoff 31.98 1 726 116,438 ------------------Pre-Development DA
3 SCS Runoff 19.56 1 723 60,104 ------------------Post-Development DA - Bypass
4 SCS Runoff 15.67 1 718 31,885 ------------------Post-Development DA - BMP#1
5 Reservoir 2.103 1 732 26,096 4 259.29 15,439 BMP#1 Outflow
6 SCS Runoff 54.39 1 718 115,558 ------------------Post Development DA - BMP#2
7 Reservoir 6.044 1 743 95,433 6 257.08 57,534 BMP#2 Outflow
8 Combine 26.25 1 724 181,634 3, 5, 7 ------------Post-Development Total
Kathryns Place Routing.gpw Return Period: 2 Year Friday, 06 / 15 / 2018
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 1
Pre-Development DA
Hydrograph type = SCS Runoff Peak discharge = 31.98 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 116,438 cuft
Drainage area = 45.600 ac Curve number = 62
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 18.10 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (min)
Pre-Development DA
Hyd. No. 1 -- 2 Year
Hyd No. 1
TR55 Tc Worksheet 5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 1
Pre-Development DA
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in)= 3.70 0.00 0.00
Land slope (%)= 2.50 0.00 0.00
Travel Time (min)=12.14 +0.00 +0.00 =12.14
Shallow Concentrated Flow
Flow length (ft)= 583.00 0.00 0.00
Watercourse slope (%)= 4.60 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=3.46 0.00 0.00
Travel Time (min)=2.81 +0.00 +0.00 =2.81
Channel Flow
X sectional flow area (sqft)= 16.37 0.00 0.00
Wetted perimeter (ft)= 12.47 0.00 0.00
Channel slope (%)= 1.50 0.00 0.00
Manning's n-value = 0.045 0.015 0.015
Velocity (ft/s)=4.87
0.00
0.00
Flow length (ft)({0})909.0 0.0 0.0
Travel Time (min)=3.11 +0.00 +0.00 =3.11
Total Travel Time, Tc ..............................................................................18.10 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 3
Post-Development DA - Bypass
Hydrograph type = SCS Runoff Peak discharge = 19.56 cfs
Storm frequency = 2 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 60,104 cuft
Drainage area = 25.290 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 13.10 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
6
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (min)
Post-Development DA - Bypass
Hyd. No. 3 -- 2 Year
Hyd No. 3
TR55 Tc Worksheet 7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hyd. No. 3
Post-Development DA - Bypass
Description A B C Totals
Sheet Flow
Manning's n-value = 0.200 0.011 0.011
Flow length (ft)= 100.0 0.0 0.0
Two-year 24-hr precip. (in)= 3.70 0.00 0.00
Land slope (%)= 5.00 0.00 0.00
Travel Time (min)=7.95 +0.00 +0.00 =7.95
Shallow Concentrated Flow
Flow length (ft)= 123.00 0.00 0.00
Watercourse slope (%)= 0.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s)=1.14 0.00 0.00
Travel Time (min)=1.80 +0.00 +0.00 =1.80
Channel Flow
X sectional flow area (sqft)= 16.37 0.00 0.00
Wetted perimeter (ft)= 12.47 0.00 0.00
Channel slope (%)= 1.50 0.00 0.00
Manning's n-value = 0.045 0.015 0.015
Velocity (ft/s)=4.87
0.00
0.00
Flow length (ft)({0})971.0 0.0 0.0
Travel Time (min)=3.33 +0.00 +0.00 =3.33
Total Travel Time, Tc ..............................................................................13.10 min
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 4
Post-Development DA - BMP#1
Hydrograph type = SCS Runoff Peak discharge = 15.67 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 31,885 cuft
Drainage area = 4.200 ac Curve number = 83
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
8
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
Post-Development DA - BMP#1
Hyd. No. 4 -- 2 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 5
BMP#1 Outflow
Hydrograph type = Reservoir Peak discharge = 2.103 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 26,096 cuft
Inflow hyd. No.= 4 - Post-Development DA - BMP#1Max. Elevation = 259.29 ft
Reservoir name = Wet Pond #1 Max. Storage = 15,439 cuft
Storage Indication method used.
9
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
Q (cfs)
Time (min)
BMP#1 Outflow
Hyd. No. 5 -- 2 Year
Hyd No. 5 Hyd No. 4 Total storage used = 15,439 cuft
Pond Report 10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Pond No. 1 - Wet Pond #1
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 257.50 ft
Stage / Storage Table
Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft)
0.00 257.50 6,653 0 0
0.50 258.00 7,922 3,644 3,644
1.00 258.50 8,734 4,164 7,808
1.50 259.00 9,720 4,614 12,421
2.50 260.00 10,952 10,336 22,757
3.50 261.00 12,242 11,597 34,354
4.00 261.50 12,907 6,287 40,642
Culvert / Orifice Structures Weir Structures
[A][B][C] [PrfRsr][A][B][C][D]
Rise (in)= 15.00 1.50 6.00 0.00
Span (in)= 15.00 1.50 6.00 0.00
No. Barrels = 1 1 4 0
Invert El. (ft)= 257.50 257.50 258.75 0.00
Length (ft)= 60.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 15.71 30.00 0.00 0.00
Crest El. (ft)= 259.75 260.50 0.00 0.00
Weir Coeff.= 3.33 3.00 3.33 3.33
Weir Type = 1 Rect ------
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0
Stage (ft)
0.00 257.50
1.00 258.50
2.00 259.50
3.00 260.50
4.00 261.50
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 6
Post Development DA - BMP#2
Hydrograph type = SCS Runoff Peak discharge = 54.39 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 115,558 cuft
Drainage area = 16.100 ac Curve number = 83
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 7.00 min
Total precip.= 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Post Development DA - BMP#2
Hyd. No. 6 -- 2 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 7
BMP#2 Outflow
Hydrograph type = Reservoir Peak discharge = 6.044 cfs
Storm frequency = 2 yrs Time to peak = 743 min
Time interval = 1 min Hyd. volume = 95,433 cuft
Inflow hyd. No.= 6 - Post Development DA - BMP#2Max. Elevation = 257.08 ft
Reservoir name = Wet Pond #2 Max. Storage = 57,534 cuft
Storage Indication method used.
12
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
BMP#2 Outflow
Hyd. No. 7 -- 2 Year
Hyd No. 7 Hyd No. 6 Total storage used = 57,534 cuft
Pond Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Pond No. 2 - Wet Pond #2
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 254.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft)
0.00 254.00 14,532 0 0
1.00 255.00 17,578 16,055 16,055
2.00 256.00 20,154 18,866 34,921
3.00 257.00 21,373 20,764 55,685
4.00 258.00 22,629 22,001 77,686
5.00 259.00 23,922 23,276 100,961
6.00 260.00 25,245 24,584 125,545
6.50 260.50 25,923 12,792 138,337
Culvert / Orifice Structures Weir Structures
[A][B][C] [PrfRsr][A][B][C][D]
Rise (in)= 18.00 2.50 8.00 0.00
Span (in)= 18.00 2.50 8.00 0.00
No. Barrels = 1 1 4 0
Invert El. (ft)= 254.00 254.00 256.00 0.00
Length (ft)= 50.00 0.00 0.00 0.00
Slope (%)= 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 18.85 50.00 0.00 0.00
Crest El. (ft)= 258.00 259.30 0.00 0.00
Weir Coeff.= 3.33 3.00 3.33 3.33
Weir Type = 1 Rect ------
Multi-Stage = Yes No No No
Exfil.(in/hr)= 0.000 (by Contour)
TW Elev. (ft)= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0
Stage (ft)
0.00 254.00
1.00 255.00
2.00 256.00
3.00 257.00
4.00 258.00
5.00 259.00
6.00 260.00
7.00 261.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 8
Post-Development Total
Hydrograph type = Combine Peak discharge = 26.25 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 181,634 cuft
Inflow hyds.= 3, 5, 7 Contrib. drain. area = 25.290 ac
14
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980 2160
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 8 -- 2 Year
Hyd No. 8 Hyd No. 3 Hyd No. 5 Hyd No. 7
Hydrograph Summary Report
15
Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No.type flow interval Peak volume hyd(s)elevation strge used Description
(origin)(cfs)(min)(min)(cuft)(ft)(cuft)
1 SCS Runoff 95.52 1 725 295,957 ------------------Pre-Development DA
3 SCS Runoff 59.67 1 722 156,332 ------------------Post-Development DA - Bypass
4 SCS Runoff 27.90 1 717 58,225 ------------------Post-Development DA - BMP#1
5 Reservoir 8.484 1 725 52,349 4 260.32 26,478 BMP#1 Outflow
6 SCS Runoff 97.20 1 718 211,023 ------------------Post Development DA - BMP#2
7 Reservoir 17.69 1 729 190,552 6 259.10 103,274 BMP#2 Outflow
8 Combine 84.89 1 722 399,233 3, 5, 7 ------------Post-Development Total
Kathryns Place Routing.gpw Return Period: 10 Year Friday, 06 / 15 / 2018
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 1
Pre-Development DA
Hydrograph type = SCS Runoff Peak discharge = 95.52 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 295,957 cuft
Drainage area = 45.600 ac Curve number = 62
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 18.10 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
16
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
Pre-Development DA
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 3
Post-Development DA - Bypass
Hydrograph type = SCS Runoff Peak discharge = 59.67 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 156,332 cuft
Drainage area = 25.290 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 13.10 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
17
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
Post-Development DA - Bypass
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 4
Post-Development DA - BMP#1
Hydrograph type = SCS Runoff Peak discharge = 27.90 cfs
Storm frequency = 10 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 58,225 cuft
Drainage area = 4.200 ac Curve number = 83
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
18
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
Post-Development DA - BMP#1
Hyd. No. 4 -- 10 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 5
BMP#1 Outflow
Hydrograph type = Reservoir Peak discharge = 8.484 cfs
Storm frequency = 10 yrs Time to peak = 725 min
Time interval = 1 min Hyd. volume = 52,349 cuft
Inflow hyd. No.= 4 - Post-Development DA - BMP#1Max. Elevation = 260.32 ft
Reservoir name = Wet Pond #1 Max. Storage = 26,478 cuft
Storage Indication method used.
19
0 180 360 540 720 900 1080 1260 1440 1620
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
BMP#1 Outflow
Hyd. No. 5 -- 10 Year
Hyd No. 5 Hyd No. 4 Total storage used = 26,478 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 6
Post Development DA - BMP#2
Hydrograph type = SCS Runoff Peak discharge = 97.20 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 211,023 cuft
Drainage area = 16.100 ac Curve number = 83
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 7.00 min
Total precip.= 5.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
20
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
Post Development DA - BMP#2
Hyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 7
BMP#2 Outflow
Hydrograph type = Reservoir Peak discharge = 17.69 cfs
Storm frequency = 10 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 190,552 cuft
Inflow hyd. No.= 6 - Post Development DA - BMP#2Max. Elevation = 259.10 ft
Reservoir name = Wet Pond #2 Max. Storage = 103,274 cuft
Storage Indication method used.
21
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (min)
BMP#2 Outflow
Hyd. No. 7 -- 10 Year
Hyd No. 7 Hyd No. 6 Total storage used = 103,274 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 8
Post-Development Total
Hydrograph type = Combine Peak discharge = 84.89 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 399,233 cuft
Inflow hyds.= 3, 5, 7 Contrib. drain. area = 25.290 ac
22
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 8 -- 10 Year
Hyd No. 8 Hyd No. 3 Hyd No. 5 Hyd No. 7
Hydrograph Summary Report
23
Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No.type flow interval Peak volume hyd(s)elevation strge used Description
(origin)(cfs)(min)(min)(cuft)(ft)(cuft)
1 SCS Runoff 141.74 1 724 428,548 ------------------Pre-Development DA
3 SCS Runoff 88.87 1 722 228,003 ------------------Post-Development DA - Bypass
4 SCS Runoff 35.62 1 717 75,346 ------------------Post-Development DA - BMP#1
5 Reservoir 21.17 1 722 69,436 4 260.76 31,530 BMP#1 Outflow
6 SCS Runoff 124.11 1 718 273,073 ------------------Post Development DA - BMP#2
7 Reservoir 70.97 1 723 252,479 6 259.80 120,443 BMP#2 Outflow
8 Combine 177.96 1 723 549,917 3, 5, 7 ------------Post-Development Total
Kathryns Place Routing.gpw Return Period: 25 Year Friday, 06 / 15 / 2018
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 1
Pre-Development DA
Hydrograph type = SCS Runoff Peak discharge = 141.74 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 428,548 cuft
Drainage area = 45.600 ac Curve number = 62
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 18.10 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
24
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
Pre-Development DA
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 3
Post-Development DA - Bypass
Hydrograph type = SCS Runoff Peak discharge = 88.87 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 228,003 cuft
Drainage area = 25.290 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 13.10 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
25
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (min)
Post-Development DA - Bypass
Hyd. No. 3 -- 25 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 4
Post-Development DA - BMP#1
Hydrograph type = SCS Runoff Peak discharge = 35.62 cfs
Storm frequency = 25 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 75,346 cuft
Drainage area = 4.200 ac Curve number = 83
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
26
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
Post-Development DA - BMP#1
Hyd. No. 4 -- 25 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 5
BMP#1 Outflow
Hydrograph type = Reservoir Peak discharge = 21.17 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 69,436 cuft
Inflow hyd. No.= 4 - Post-Development DA - BMP#1Max. Elevation = 260.76 ft
Reservoir name = Wet Pond #1 Max. Storage = 31,530 cuft
Storage Indication method used.
27
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (min)
BMP#1 Outflow
Hyd. No. 5 -- 25 Year
Hyd No. 5 Hyd No. 4 Total storage used = 31,530 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 6
Post Development DA - BMP#2
Hydrograph type = SCS Runoff Peak discharge = 124.11 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 273,073 cuft
Drainage area = 16.100 ac Curve number = 83
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 7.00 min
Total precip.= 6.75 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
28
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
Post Development DA - BMP#2
Hyd. No. 6 -- 25 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 7
BMP#2 Outflow
Hydrograph type = Reservoir Peak discharge = 70.97 cfs
Storm frequency = 25 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 252,479 cuft
Inflow hyd. No.= 6 - Post Development DA - BMP#2Max. Elevation = 259.80 ft
Reservoir name = Wet Pond #2 Max. Storage = 120,443 cuft
Storage Indication method used.
29
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (min)
BMP#2 Outflow
Hyd. No. 7 -- 25 Year
Hyd No. 7 Hyd No. 6 Total storage used = 120,443 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 8
Post-Development Total
Hydrograph type = Combine Peak discharge = 177.96 cfs
Storm frequency = 25 yrs Time to peak = 723 min
Time interval = 1 min Hyd. volume = 549,917 cuft
Inflow hyds.= 3, 5, 7 Contrib. drain. area = 25.290 ac
30
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 8 -- 25 Year
Hyd No. 8 Hyd No. 3 Hyd No. 5 Hyd No. 7
Hydrograph Summary Report
31
Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No.type flow interval Peak volume hyd(s)elevation strge used Description
(origin)(cfs)(min)(min)(cuft)(ft)(cuft)
1 SCS Runoff 227.52 1 724 675,954 ------------------Pre-Development DA
3 SCS Runoff 143.26 1 721 362,407 ------------------Post-Development DA - Bypass
4 SCS Runoff 48.64 1 717 104,975 ------------------Post-Development DA - BMP#1
5 Reservoir 42.71 1 720 99,032 4 261.02 34,503 BMP#1 Outflow
6 SCS Runoff 169.54 1 718 380,455 ------------------Post Development DA - BMP#2
7 Reservoir 150.15 1 720 359,714 6 260.22 130,939 BMP#2 Outflow
8 Combine 333.97 1 721 821,154 3, 5, 7 ------------Post-Development Total
Kathryns Place Routing.gpw Return Period: 100 Year Friday, 06 / 15 / 2018
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 1
Pre-Development DA
Hydrograph type = SCS Runoff Peak discharge = 227.52 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 1 min Hyd. volume = 675,954 cuft
Drainage area = 45.600 ac Curve number = 62
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 18.10 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
32
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (min)
Pre-Development DA
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 3
Post-Development DA - Bypass
Hydrograph type = SCS Runoff Peak discharge = 143.26 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 362,407 cuft
Drainage area = 25.290 ac Curve number = 61
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc)= 13.10 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
33
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (min)
Post-Development DA - Bypass
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 4
Post-Development DA - BMP#1
Hydrograph type = SCS Runoff Peak discharge = 48.64 cfs
Storm frequency = 100 yrs Time to peak = 717 min
Time interval = 1 min Hyd. volume = 104,975 cuft
Drainage area = 4.200 ac Curve number = 83
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 5.00 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
34
0 120 240 360 480 600 720 840 960 1080 1200
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
Post-Development DA - BMP#1
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 5
BMP#1 Outflow
Hydrograph type = Reservoir Peak discharge = 42.71 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 99,032 cuft
Inflow hyd. No.= 4 - Post-Development DA - BMP#1Max. Elevation = 261.02 ft
Reservoir name = Wet Pond #1 Max. Storage = 34,503 cuft
Storage Indication method used.
35
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (min)
BMP#1 Outflow
Hyd. No. 5 -- 100 Year
Hyd No. 5 Hyd No. 4 Total storage used = 34,503 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 6
Post Development DA - BMP#2
Hydrograph type = SCS Runoff Peak discharge = 169.54 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 380,455 cuft
Drainage area = 16.100 ac Curve number = 83
Basin Slope = 0.0 %Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc)= 7.00 min
Total precip.= 8.73 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
36
0 120 240 360 480 600 720 840 960 1080 1200 1320
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (min)
Post Development DA - BMP#2
Hyd. No. 6 -- 100 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 7
BMP#2 Outflow
Hydrograph type = Reservoir Peak discharge = 150.15 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 359,714 cuft
Inflow hyd. No.= 6 - Post Development DA - BMP#2Max. Elevation = 260.22 ft
Reservoir name = Wet Pond #2 Max. Storage = 130,939 cuft
Storage Indication method used.
37
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (min)
BMP#2 Outflow
Hyd. No. 7 -- 100 Year
Hyd No. 7 Hyd No. 6 Total storage used = 130,939 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Hyd. No. 8
Post-Development Total
Hydrograph type = Combine Peak discharge = 333.97 cfs
Storm frequency = 100 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 821,154 cuft
Inflow hyds.= 3, 5, 7 Contrib. drain. area = 25.290 ac
38
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (min)
Post-Development Total
Hyd. No. 8 -- 100 Year
Hyd No. 8 Hyd No. 3 Hyd No. 5 Hyd No. 7
Hydraflow Rainfall Report 39
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)B D E (N/A)
1 57.0356 11.9000 0.8655 --------
2 69.0307 12.5000 0.8674 --------
3 0.0000 0.0000 0.0000 --------
5 69.4522 12.4000 0.8238 --------
10 68.8066 11.9000 0.7899 --------
25 64.1391 11.1000 0.7420 --------
50 58.2337 10.1000 0.6979 --------
100 53.8523 9.3000 0.6602 --------
File name: Raleigh.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs)5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.94 3.94 3.30 2.85 2.51 2.25 2.04 1.87 1.73 1.61 1.50 1.41
2 5.76 4.64 3.89 3.37 2.98 2.67 2.42 2.22 2.05 1.91 1.79 1.68
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.60 5.36 4.54 3.96 3.52 3.17 2.89 2.66 2.47 2.31 2.16 2.04
10 7.38 6.01 5.11 4.47 3.98 3.60 3.29 3.04 2.83 2.65 2.49 2.35
25 8.16 6.68 5.70 5.01 4.48 4.07 3.74 3.46 3.23 3.03 2.86 2.71
50 8.76 7.17 6.14 5.41 4.86 4.43 4.08 3.79 3.55 3.34 3.16 3.00
100 9.30 7.63 6.55 5.79 5.22 4.77 4.41 4.11 3.85 3.64 3.45 3.28
Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
Precip. file name: Z:\AutoCAD\Hydraflow\PCP\Angier.pcp
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.05 3.70 1.00 4.80 5.58 6.75 7.30 8.73
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydraflow Table of Contents Kathryns Place Routing.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 06 / 15 / 2018
Watershed Model Schematic ...................................................................................... 1
Hydrograph Return Period Recap ............................................................................. 2
2 - Year
Summary Report......................................................................................................................... 3
Hydrograph Reports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, Pre-Development DA............................................................ 4
TR-55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 3, SCS Runoff, Post-Development DA - Bypass............................................ 6
TR-55 Tc Worksheet............................................................................................................ 7
Hydrograph No. 4, SCS Runoff, Post-Development DA - BMP#1............................................ 8
Hydrograph No. 5, Reservoir, BMP#1 Outflow......................................................................... 9
Pond Report - Wet Pond #1...............................................................................................10
Hydrograph No. 6, SCS Runoff, Post Development DA - BMP#2..........................................11
Hydrograph No. 7, Reservoir, BMP#2 Outflow.......................................................................12
Pond Report - Wet Pond #2...............................................................................................13
Hydrograph No. 8, Combine, Post-Development Total..........................................................14
10 - Year
Summary Report.......................................................................................................................15
Hydrograph Reports.................................................................................................................16
Hydrograph No. 1, SCS Runoff, Pre-Development DA..........................................................16
Hydrograph No. 3, SCS Runoff, Post-Development DA - Bypass..........................................17
Hydrograph No. 4, SCS Runoff, Post-Development DA - BMP#1..........................................18
Hydrograph No. 5, Reservoir, BMP#1 Outflow.......................................................................19
Hydrograph No. 6, SCS Runoff, Post Development DA - BMP#2..........................................20
Hydrograph No. 7, Reservoir, BMP#2 Outflow.......................................................................21
Hydrograph No. 8, Combine, Post-Development Total..........................................................22
25 - Year
Summary Report.......................................................................................................................23
Hydrograph Reports.................................................................................................................24
Hydrograph No. 1, SCS Runoff, Pre-Development DA..........................................................24
Hydrograph No. 3, SCS Runoff, Post-Development DA - Bypass..........................................25
Hydrograph No. 4, SCS Runoff, Post-Development DA - BMP#1..........................................26
Hydrograph No. 5, Reservoir, BMP#1 Outflow.......................................................................27
Hydrograph No. 6, SCS Runoff, Post Development DA - BMP#2..........................................28
Hydrograph No. 7, Reservoir, BMP#2 Outflow.......................................................................29
Hydrograph No. 8, Combine, Post-Development Total..........................................................30
100 - Year
Summary Report .......................................................................................................................31
Hydrograph Reports.................................................................................................................32
Hydrograph No. 1, SCS Runoff, Pre-Development DA..........................................................32
Hydrograph No. 3, SCS Runoff, Post-Development DA - Bypass..........................................33
Hydrograph No. 4, SCS Runoff, Post-Development DA - BMP#1..........................................34
Hydrograph No. 5, Reservoir, BMP#1 Outflow.......................................................................35
Contents continued...Kathryns Place Routing.gpw
Hydrograph No. 6, SCS Runoff, Post Development DA - BMP#2..........................................36
Hydrograph No. 7, Reservoir, BMP#2 Outflow.......................................................................37
Hydrograph No. 8, Combine, Post-Development Total..........................................................38
IDF Report ..................................................................................................................39
CALCULATIONS & ANALYSIS
Storm Sewer Composite C Values
Project #No Date
Project Name
Date
Impervious Area Pervious Area Composite C
101 3733 0.09 2925 808 0.77
102 5035 0.12 3412.5 1622.5 0.71
103 3808 0.09 2632.5 1175.5 0.71
104 4674 0.11 3705 969 0.78
105 924 0.02 780 144 0.81
106 1903 0.04 1575 328 0.80
107 2425 0.06 1755 670 0.73
108 2304 0.05 1716 588 0.75
109 10336 0.24 6425 3911 0.67
110 12583 0.29 8662.5 3920.5 0.71
111 6211 0.14 4380 1831 0.72
112 11977 0.27 8080 3897 0.70
201 13972 0.32 6240 7732 0.57
202 1967 0.05 1014 953 0.61
203 1857 0.04 1404 453 0.75
204 4832 0.11 2435 2397 0.60
205 6088 0.14 3995 2093 0.69
206 3947 0.09 3120 827 0.77
207 7417 0.17 4421.5 2995.5 0.66
208 4270 0.10 2925 1345 0.71
209 19872 0.46 11300 8572 0.64
209A 15610 0.36 7000 8610 0.57
210 75141 1.72 36750 38391 0.59
211 10016 0.23 5250 4766 0.61
212 9681 0.22 4725 4956 0.59
213 3917 0.09 2925 992 0.75
214 3873 0.09 3120 753 0.78
215 10084 0.23 5250 4834 0.61
216 16032 0.37 9625 6407 0.66
217 11626 0.27 6125 5501 0.62
218 14480 0.33 7875 6605 0.63
301 16143 0.37 7000 9143 0.56
302 6024 0.14 3500 2524 0.65
303 7952 0.18 4965 2987 0.67
304 14346 0.33 9635 4711 0.70
305 8615 0.20 4906.5 3708.5 0.64
306 2633 0.06 2145 488 0.79
307 3576 0.08 1794 1782 0.60
308 4482 0.10 3646.5 835.5 0.79
309 3596 0.08 2535 1061 0.72
310 2548 0.06 1950 598 0.76
311 10643 0.24 6945 3698 0.69
312 2853 0.07 1989 864 0.72
313 12693 0.29 9025 3668 0.73
314 10617 0.24 5950 4667 0.64
315 9396 0.22 4375 5021 0.58
316 8119 0.19 4090 4029 0.60
317 4503 0.10 3549 954 0.77
318 2912 0.07 2242.5 669.5 0.76
319 2414 0.06 1852.5 561.5 0.76
320 994 0.02 585 409 0.65
321 1983 0.05 1983 0 0.90
321A 54814 1.26 19250 35564 0.51
322 32559 0.75 13040 19519 0.54
322A 28839 0.66 8750 20089 0.48
323 4241 0.10 3120 1121 0.74
324 4124 0.09 3120 1004 0.75
325 17103 0.39 10375 6728 0.66
326 15581 0.36 10450 5131 0.70
327 12962 0.30 6854 6108 0.62
328 2059 0.05 1400 659 0.71
329 16865 0.39 10737 6128 0.68
330 21993 0.50 9975 12018 0.57
331 16514 0.38 11500 5014 0.72
STORM DRAINAGE AREAS AND C-VALUES
Project Data Revisions
2018-002 Description
Kathryn's Place
C-ValuesInlet #Drainage Area (sf) Drainage Area (ac)
6/22/2018
CALCULATIONS & ANALYSIS
Hydraulic Grade Line
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jul 13 2018
DA to FES 601
Hydrograph type = Rational Peak discharge (cfs) = 3.882
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 1.180 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 8.224 Tc by User (min) = 5
IDF Curve = Fuquay Varina 2017.IDF Rec limb factor = 1.00
Hydrograph Volume = 1,165 (cuft); 0.027 (acft)
0 5 10
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
Runoff Hydrograph
25-yr frequency
Runoff Hyd - Qp = 3.88 (cfs)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jul 13 2018
FES 600-601
Invert Elev Dn (ft) = 263.00
Pipe Length (ft) = 27.00
Slope (%) = 2.00
Invert Elev Up (ft) = 263.54
Rise (in) = 15.0
Shape = Circular
Span (in) = 15.0
No. Barrels = 1
n-Value = 0.012
Culvert Type = Circular Concrete
Culvert Entrance = Groove end projecting (C)
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft) = 266.00
Top Width (ft) = 6.00
Crest Width (ft) = 25.00
Calculations
Qmin (cfs) = 3.88
Qmax (cfs) = 3.88
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 3.88
Qpipe (cfs) = 3.88
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 3.61
Veloc Up (ft/s) = 4.71
HGL Dn (ft) = 264.02
HGL Up (ft) = 264.34
Hw Elev (ft) = 264.71
Hw/D (ft) = 0.94
Flow Regime = Inlet Control
Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jul 13 2018
DA to FES 701
Hydrograph type = Rational Peak discharge (cfs) = 6.678
Storm frequency (yrs) = 25 Time interval (min) = 1
Drainage area (ac) = 2.030 Runoff coeff. (C) = 0.4
Rainfall Inten (in/hr) = 8.224 Tc by User (min) = 5
IDF Curve = Fuquay Varina 2017.IDF Rec limb factor = 1.00
Hydrograph Volume = 2,003 (cuft); 0.046 (acft)
0 5 10
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
Runoff Hydrograph
25-yr frequency
Runoff Hyd - Qp = 6.68 (cfs)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jul 13 2018
FES 700-701
Invert Elev Dn (ft) = 258.00
Pipe Length (ft) = 40.00
Slope (%) = 2.00
Invert Elev Up (ft) = 258.80
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.012
Culvert Type = Circular Concrete
Culvert Entrance = Groove end projecting (C)
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft) = 261.00
Top Width (ft) = 6.00
Crest Width (ft) = 25.00
Calculations
Qmin (cfs) = 6.68
Qmax (cfs) = 6.68
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 6.68
Qpipe (cfs) = 6.68
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 4.25
Veloc Up (ft/s) = 5.34
HGL Dn (ft) = 259.25
HGL Up (ft) = 259.80
Hw Elev (ft) = 260.29
Hw/D (ft) = 0.99
Flow Regime = Inlet Control
CALCULATIONS & ANALYSIS
Gutter Spread
CALCULATIONS
Outlet Protection
Project #No Date
Project Name
Date
Input Values
Defined Channel (Y/N)N
Diameter (in)18
Flow Rate (cfs)7.33
Slope (%)1.00
Manning Coef.0.013
Iteration Variable 1
Angle of Sump,a 3.602
Calculated Data
Normal Depth (ft)0.92
Outlet Velocity (fps)6.44
Classification
Average
Diameter (in)Stone Class
Minimum
Thickness (in)
Fine 3 A 12
Light 6 B 18
Zone =2 Medium 13 1 24
Heavy 23 2 36
9 ft
5 ft
N/A ft
6 ft
LIGHT
B
18 in
Diagram of Outlet Appron
Project Data Revisions
2018-002 Description
Kathryns Place
6/22/2018
Outlet Protection - NYDOT Dissipator Methodology
FES#100
Equations Summary
L = See Table Length of Apron =
W1 = 3 x Diameter Width at Pipe, W1 =
Min. Thickness =
W2 = Diameter + 0.4*L
Width at end of Apron, W2 =
(defined channel)
W2 = 1.25 X W1
Width at end of Apron, W2 =
(undefined channel)
Classification =
NCDOT Stone Class =
Project #No Date
Project Name
Date
Input Values
Defined Channel (Y/N)N
Diameter (in)24
Flow Rate (cfs)21.92
Slope (%)1.00
Manning Coef.0.013
Iteration Variable 1
Angle of Sump,a 7.625
Calculated Data
Normal Depth (ft)1.78
Outlet Velocity (fps)16.69
Classification
Average
Diameter (in)Stone Class
Minimum
Thickness (in)
Fine 3 A 12
Light 6 B 18
Zone =3 Medium 13 1 24
Heavy 23 2 36
16 ft
6 ft
N/A ft
8 ft
MEDIUM
1
24 in
Diagram of Outlet Appron
Project Data Revisions
2018-002 Description
Kathryns Place
6/22/2018
Outlet Protection - NYDOT Dissipator Methodology
FES#200
Equations Summary
L = See Table Length of Apron =
W1 = 3 x Diameter Width at Pipe, W1 =
Min. Thickness =
W2 = Diameter + 0.4*L
Width at end of Apron, W2 =
(defined channel)
W2 = 1.25 X W1
Width at end of Apron, W2 =
(undefined channel)
Classification =
NCDOT Stone Class =
Project #No Date
Project Name
Date
Input Values
Defined Channel (Y/N)N
Diameter (in)30
Flow Rate (cfs)29.09
Slope (%)1.00
Manning Coef.0.013
Iteration Variable 1
Angle of Sump,a 3.630
Calculated Data
Normal Depth (ft)1.55
Outlet Velocity (fps)9.09
Classification
Average
Diameter (in)Stone Class
Minimum
Thickness (in)
Fine 3 A 12
Light 6 B 18
Zone =3 <-- Use 2 Minimum Medium 13 1 24
Heavy 23 2 36
40 ft
16 ft
N/A ft
20 ft
MEDIUM
1
24 in
Diagram of Outlet Appron
Project Data Revisions
2018-002 Description
Kathryns Place
6/22/2018
Outlet Protection - NYDOT Dissipator Methodology
FES#300
Equations Summary
L = See Table Length of Apron =
W1 = 3 x Diameter Width at Pipe, W1 =
Min. Thickness =
W2 = Diameter + 0.4*L
Width at end of Apron, W2 =
(defined channel)
W2 = 1.25 X W1
Width at end of Apron, W2 =
(undefined channel)
Classification =
NCDOT Stone Class =
Project #No Date
Project Name
Date
Input Values
Defined Channel (Y/N)N
Diameter (in)15
Flow Rate (cfs)8.48
Slope (%)1.00
Manning Coef.0.013 RCP
Iteration Variable 1
Angle of Sump,a 8.960
Calculated Data
Normal Depth (ft)0.77
Outlet Velocity (fps)5.10
Classification
Average
Diameter (in)Stone Class
Minimum
Thickness (in)
Fine 3 A 12
Light 6 B 18
Zone =2 <-- Use 2 Minimum Medium 13 1 24
Heavy 23 2 36
8 ft
4 ft
N/A ft
5 ft
LIGHT
B
18 inMin. Thickness =
W2 = Diameter + 0.4*L
Width at end of Apron, W2 =
(defined channel)
W2 = 1.25 X W1
Width at end of Apron, W2 =
(undefined channel)
Classification =
NCDOT Stone Class =
Equations Summary
L = See Table Length of Apron =
W1 = 3 x Diameter Width at Pipe, W1 =
Diagram of Outlet Appron
Project Data Revisions
2018-002 Description
Kathryns Place
6/15/2018
Outlet Protection - NYDOT Dissipator Methodology
FES#400
Project #No Date
Project Name
Date
Input Values
Defined Channel (Y/N)N
Diameter (in)18
Flow Rate (cfs)17.69
Slope (%)1.00
Manning Coef.0.013 RCP
Iteration Variable 1
Angle of Sump,a 9.852
Calculated Data
Normal Depth (ft)0.59
Outlet Velocity (fps)6.13
Classification
Average
Diameter (in)Stone Class
Minimum
Thickness (in)
Fine 3 A 12
Light 6 B 18
Zone =2 <-- Use 2 Minimum Medium 13 1 24
Heavy 23 2 36
9 ft
5 ft
N/A ft
6 ft
LIGHT
B
18 inMin. Thickness =
W2 = Diameter + 0.4*L
Width at end of Apron, W2 =
(defined channel)
W2 = 1.25 X W1
Width at end of Apron, W2 =
(undefined channel)
Classification =
NCDOT Stone Class =
Equations Summary
L = See Table Length of Apron =
W1 = 3 x Diameter Width at Pipe, W1 =
Diagram of Outlet Appron
Project Data Revisions
2018-002 Description
Kathryns Place
6/15/2018
Outlet Protection - NYDOT Dissipator Methodology
FES#500
Project #No Date
Project Name
Date
Input Values
Defined Channel (Y/N)Y
Diameter (in)15
Flow Rate (cfs)3.88
Slope (%)2.00
Manning Coef.0.013 RCP
Iteration Variable 1
Angle of Sump,a 2.959
Calculated Data
Normal Depth (ft)0.57
Outlet Velocity (fps)7.15
Classification
Average
Diameter (in)Stone Class
Minimum
Thickness (in)
Fine 3 A 12
Light 6 B 18
Zone =2 <-- Use 2 Minimum Medium 13 1 24
Heavy 23 2 36
8 ft
4 ft
4 ft
N/A ft
LIGHT
B
18 inMin. Thickness =
W2 = Diameter + 0.4*L
Width at end of Apron, W2 =
(defined channel)
W2 = 1.25 X W1
Width at end of Apron, W2 =
(undefined channel)
Classification =
NCDOT Stone Class =
Equations Summary
L = See Table Length of Apron =
W1 = 3 x Diameter Width at Pipe, W1 =
7/13/2018
Outlet Protection - NYDOT Dissipator Methodology
FES#500
Diagram of Outlet Appron
Project Data Revisions
2018-002 Description
Kathryns Place
FES#600
Project #No Date
Project Name
Date
Input Values
Defined Channel (Y/N)Y
Diameter (in)18
Flow Rate (cfs)6.67
Slope (%)2.00
Manning Coef.0.013 RCP
Iteration Variable 1
Angle of Sump,a 3.017
Calculated Data
Normal Depth (ft)0.70
Outlet Velocity (fps)8.20
Classification
Average
Diameter (in)Stone Class
Minimum
Thickness (in)
Fine 3 A 12
Light 6 B 18
Zone =2 <-- Use 2 Minimum Medium 13 1 24
Heavy 23 2 36
9 ft
5 ft
5 ft
N/A ft
LIGHT
B
18 inMin. Thickness =
W2 = Diameter + 0.4*L
Width at end of Apron, W2 =
(defined channel)
W2 = 1.25 X W1
Width at end of Apron, W2 =
(undefined channel)
Classification =
NCDOT Stone Class =
Equations Summary
L = See Table Length of Apron =
W1 = 3 x Diameter Width at Pipe, W1 =
7/13/2018
Outlet Protection - NYDOT Dissipator Methodology
FES#500
Diagram of Outlet Appron
Project Data Revisions
2018-002 Description
Kathryns Place
FES#700
CALCULATIONS
Sediment Basin Calculations
Project #No Date
Project Name
Date
Sediment Basin #1
Area Disturbed =182952 sf
4.20 acres
Peak Discharge Calculation:
Drainage Area =182952 sf
4.20 acres C A (ac)C*A
Woods/Open 0.15 0.00 0.00
Q10 = C x I x A Bare Earth 0.50 0.00 0.00
C =0.50 Ex. Imperv 0.50 0.00 0.00
I10 =7.44 in/hr
A =4.20 acres Composite Value =0.00
Q10 =15.62 cfs
Minimum Surface Area Calculation:
Surface Area (SF)= Q10 x 435 sf/ac
= 15.62 cfs x 435 sf/ac
Surface Area Req =6796 sf
Basin Volume Calculation:
Volume of Sediment = (Drainage Ac.) x (1800 cf sed./year) x (1 year)
= 4.2 ac x 1800 x 1 yr
Min Vol =7560 cf
Assumed basin depth =2 ft min D = 2' for "Temp Sediment Trap"
Resultant Basin Area Req =3780 sf
Check Surface Area Criteria
Surface Area Requirement =6796 sf
Basin Volume Calc Area =3780 sf
Therefore: Surface Area Governs
Min Volume Req =7560 cf
Min Area Req =6796 sf
L:W Ratio =2.0
Use L =2xW, calculate basin dimensions
Actual W =60 ft Min W =59 ft
L =120 ft
D =2 ft
Actual Vol =14400 cf Vol Check:OK
Actual Area =7200 sf Area Check:OK
Actual Basin Dimensions =60 ft W x 120 ft L x 2 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H = [Q/CL]2/3
Q10 =15.62 cfs
C =2.68 constant
L =20 ft min L = 10'
H =0.44 ft max H = 0.5'
Calculate Velocity Over Weir V = Q/A
V =15.62 cfs / 20 ft x 0.44 ft
V =1.78 ft/sec OK
Skimmer Sizing:
3 Skimmer Size (inches)Skimmer Size
0.25 Head on Skimmer (feet)(Inches)
2 Orifice Size (1/4 inch increments)1.5
3.12 Dewatering Time (days)2
2.5
3
4
5
6
8
6/15/2018
SEDIMENT SKIMMER BASIN
Skimmer Basin #1
Composite C
Project Data Revisions
2018-002 Description
Kathryn's Place
Project #No Date
Project Name
Date
Sediment Basin #1
Area Disturbed =701316 sf
16.10 acres
Peak Discharge Calculation:
Drainage Area =701316 sf
16.10 acres C A (ac)C*A
Woods/Open 0.15 0.00 0.00
Q10 = C x I x A Bare Earth 0.50 0.00 0.00
C =0.50 Ex. Imperv 0.50 0.00 0.00
I10 =5.95 in/hr Tc = 10 min
A =16.10 acres Composite Value =0.00
Q10 =47.90 cfs
Minimum Surface Area Calculation:
Surface Area (SF)= Q10 x 435 sf/ac
= 47.9 cfs x 435 sf/ac
Surface Area Req =20835 sf
Basin Volume Calculation:
Volume of Sediment = (Drainage Ac.) x (1800 cf sed./year) x (1 year)
= 16.1 ac x 1800 x 1 yr
Min Vol =28980 cf
Assumed basin depth =2 ft min D = 2' for "Temp Sediment Trap"
Resultant Basin Area Req =14490 sf
Check Surface Area Criteria
Surface Area Requirement =20835 sf
Basin Volume Calc Area =14490 sf
Therefore: Surface Area Governs
Min Volume Req =28980 cf
Min Area Req =20835 sf
L:W Ratio =2.5
Use L =2.5xW, calculate basin dimensions
Actual W =92 ft Min W =92 ft
L =230 ft
D =2 ft
Actual Vol =42320 cf Vol Check:OK
Actual Area =21160 sf Area Check:OK
Actual Basin Dimensions =92 ft W x 230 ft L x 2 ft D
Weir Design and Velocity Check:
Calculate Flow Depth H = [Q/CL]2/3
Q10 =47.90 cfs
C =2.68 constant
L =50 ft min L = 10'
H =0.50 ft max H = 0.5'
Calculate Velocity Over Weir V = Q/A
V =47.9 cfs / 50 ft x 0.5 ft
V =1.90 ft/sec OK
Skimmer Sizing:
4 Skimmer Size (inches)Skimmer Size
0.333 Head on Skimmer (feet)(Inches)
3 Orifice Size (1/4 inch increments)1.5
3.53 Dewatering Time (days)2
2.5
3
4
5
6
8
6/15/2018
SEDIMENT SKIMMER BASIN
Skimmer Basin #2
Composite C
Project Data Revisions
2018-002 Description
Kathryn's Place
CALCULATIONS
Diversion Ditch Calculations
Project #No Date
Project Name
Date
Peak Discharge Calculation (10 Year Design)
Drainage Area =9.5 ac
C =0.50 Bare Earth
I10 =7.91 in/hr Assume Tc =5 min
A =9.50 ac
Q10 =37.57 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
0.02 Bare Earth
2.00 ft
2
1.50%
2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =1.19 ft
Area (A) =B*d + M*d2 =5.18
Perimeter (P) =b + 2d*(M2+1).5 =7.30
R =A/P =0.71
VpR =V Permiss * R =1.42
V =Flow Velocity =7.25 fps
Q =design flow =37.57 cfs check Q:OK
Check Ditch Velocity for Lining:
2.00 fps
7.25 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material =Tshear stress =Shear stress =g*d*s
n =0.033 Table 8.05e NCESCPDM g =density of water =62.4 lb/ft3
Base Width (B) =2.00 ft d =flow depth =1.50 ft
M =2 S =channel slope =1.50%
Ditch Slope (S) =1.50%Tshear stress = Shear Stress =1.40
T allow (Td) =1.45 psf
Apply the Following Analysis to Determine Actual "d" and "V"T allow (Td)1.45
d =flow depth =1.50 ft Tshear stress =1.40
Area (A) =B*d + M*d2 =7.51
Perimeter (P) =b + 2d*(M2+1).5 =8.71
R =A/P =0.86
V = Flow Velocity = 5.00 fps
Q =design flow =37.57 cfs check Q:OK
Straw with Net
Compare Tshear stress to Td:
Tshear stress < Td => OK
Summary
Straw with NetTemporary Ditch Liner =
Vp =
Vactual =
Vactual>Vallow, Find Temp Lining
n =
Base Width (B) =
M =
Ditch Slope (S) =
Permissible Max Velocity (Vp) =
TDD A
2018-002
Kathryns Retreat
7/13/2018
Project Data Revisions
Description
TEMPORARY DIVERSION DITCH CALCULATION
dM:1
B
Project #No Date
Project Name
Date
Peak Discharge Calculation (10 Year Design)
Drainage Area =2.9 ac
C =0.50 Bare Earth
I10 =7.91 in/hr Assume Tc =5 min
A =2.90 ac
Q10 =11.47 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
0.02 Bare Earth
2.00 ft
2
0.50%
2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.87 ft
Area (A) =B*d + M*d2 =3.24
Perimeter (P) =b + 2d*(M2+1).5 =5.88
R =A/P =0.55
VpR =V Permiss * R =1.10
V =Flow Velocity =3.54 fps
Q =design flow =11.47 cfs check Q:OK
Check Ditch Velocity for Lining:
2.00 fps
3.54 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material =Tshear stress =Shear stress =g*d*s
n =0.022 Table 8.05e NCESCPDM g =density of water =62.4 lb/ft3
Base Width (B) =2.00 ft d =flow depth =0.91 ft
M =2 S =channel slope =0.50%
Ditch Slope (S) =0.50%Tshear stress = Shear Stress =0.28
T allow (Td) =0.45 psf
Apply the Following Analysis to Determine Actual "d" and "V"T allow (Td)0.45
d =flow depth =0.91 ft Tshear stress =0.28
Area (A) =B*d + M*d2 =3.48
Perimeter (P) =b + 2d*(M2+1).5 =6.07
R =A/P =0.57
V = Flow Velocity = 3.30 fps
Q =design flow =11.47 cfs check Q:OK
Jute Net
Compare Tshear stress to Td:
Tshear stress < Td => OK
Summary
Temporary Ditch Liner =Jute Net
Vactual =
7/13/2018
TEMPORARY DIVERSION DITCH CALCULATION
TDD B
n =
Base Width (B) =
M =
Ditch Slope (S) =
Permissible Max Velocity (Vp) =
Vp =Vactual>Vallow, Find Temp Lining
Project Data Revisions
2018-002 Description
Kathryns Retreat
dM:1
B
Project #No Date
Project Name
Date
Peak Discharge Calculation (10 Year Design)
Drainage Area =2.21 ac
C =0.50 Bare Earth
I10 =7.91 in/hr Assume Tc =5 min
A =2.21 ac
Q10 =8.74 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
0.02 Bare Earth
2.00 ft
2
1.40%
2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.58 ft
Area (A) =B*d + M*d2 =1.83
Perimeter (P) =b + 2d*(M2+1).5 =4.60
R =A/P =0.40
VpR =V Permiss * R =0.80
V =Flow Velocity =4.76 fps
Q =design flow =8.74 cfs check Q:OK
Check Ditch Velocity for Lining:
2.00 fps
4.76 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material =Tshear stress =Shear stress =g*d*s
n =0.033 Table 8.05e NCESCPDM g =density of water =62.4 lb/ft3
Base Width (B) =2.00 ft d =flow depth =0.75 ft
M =2 S =channel slope =1.40%
Ditch Slope (S) =1.40%Tshear stress = Shear Stress =0.66
T allow (Td) =1.45 psf
Apply the Following Analysis to Determine Actual "d" and "V"T allow (Td)1.45
d =flow depth =0.75 ft Tshear stress =0.66
Area (A) =B*d + M*d2 =2.63
Perimeter (P) =b + 2d*(M2+1).5 =5.36
R =A/P =0.49
V = Flow Velocity = 3.32 fps
Q =design flow =8.74 cfs check Q:OK
Straw w/ Net
Compare Tshear stress to Td:
Tshear stress < Td => OK
Summary
Temporary Ditch Liner =Straw w/ Net
Vactual =
7/13/2018
TEMPORARY DIVERSION DITCH CALCULATION
TDD C
n =
Base Width (B) =
M =
Ditch Slope (S) =
Permissible Max Velocity (Vp) =
Vp =Vactual>Vallow, Find Temp Lining
Project Data Revisions
2018-002 Description
Kathryns Retreat
dM:1
B
Project #No Date
Project Name
Date
Peak Discharge Calculation (10 Year Design)
Drainage Area =3.66 ac
C =0.50 Bare Earth
I10 =7.91 in/hr Assume Tc =5 min
A =3.66 ac
Q10 =14.48 cfs
Determine Ditch Flow Depth (d) and Velocity (v) - Check for Temporary Conditions
Apply Manning's Equation: V=1.49/n * R2/3*S1/2 , Q=A/V
Ditch Characteristics:
0.02 Bare Earth
2.00 ft
2
1.90%
2.00 fps
Apply the Following Analysis to Determine Actual "d" and "V"
d =flow depth =0.70 ft
Area (A) =B*d + M*d2 =2.36
Perimeter (P) =b + 2d*(M2+1).5 =5.12
R =A/P =0.46
VpR =V Permiss * R =0.92
V =Flow Velocity =6.12 fps
Q =design flow =14.48 cfs check Q:OK
Check Ditch Velocity for Lining:
2.00 fps
6.12 fps
Determine Temporary Liner
Recalculate with Liner:
Liner Material =Tshear stress =Shear stress =g*d*s
n =0.033 Table 8.05e NCESCPDM g =density of water =62.4 lb/ft3
Base Width (B) =2.00 ft d =flow depth =0.90 ft
M =2 S =channel slope =1.90%
Ditch Slope (S) =1.90%Tshear stress = Shear Stress =1.06
T allow (Td) =1.45 psf
Apply the Following Analysis to Determine Actual "d" and "V"T allow (Td)1.45
d =flow depth =0.90 ft Tshear stress =1.06
Area (A) =B*d + M*d2 =3.41
Perimeter (P) =b + 2d*(M2+1).5 =6.01
R =A/P =0.57
V = Flow Velocity = 4.25 fps
Q =design flow =14.48 cfs check Q:OK
Straw with Net
Compare Tshear stress to Td:
Tshear stress < Td => OK
Summary
Temporary Ditch Liner =Straw with Net
Vactual =
7/13/2018
TEMPORARY DIVERSION DITCH CALCULATION
TDD D
n =
Base Width (B) =
M =
Ditch Slope (S) =
Permissible Max Velocity (Vp) =
Vp =Vactual>Vallow, Find Temp Lining
Project Data Revisions
2018-002 Description
Kathryns Retreat
dM:1
B