V.E. & Lydia Owens Recreational Park - 2018-01-31 - Owens Park SIA

1
VH & Lydia Owens Recreational Park at Bull Creek
Stormwater Impact Analysis

General Description

The proposed Owens Park project is located in Franklin County, North Carolina at the
corner of Massenburg Baker Road and Wheless Road. Planned activities associated with
this project involve redevelopment of the property including construction of new walking
paths, a new restroom building, and a playground area. The proposed development is
located within the Tar-Pamilco basin with stormwater runoff draining to Cypress Creek
[Lake Sagamore (Lake Royale)]. Per Franklin County regulations, stormwater
management on this site shall meet the stormwater management performance standards
for development set forth in the Franklin County UDO, Section 4.2, and the North
Carolina Stormwater Rules and Regulations.

Design Regulations

NCDEQ:
• GS 143-214.7
o Section (b2): For purposes of implementing stormwater programs, "built-upon area"
means impervious surface and partially impervious surface to the extent that the
partially impervious surface does not allow water to infiltrate through the surface
and into the subsoil. "Built-upon area" does not include a slatted deck; the water
area of a swimming pool; a surface of number 57 stone, as designated by the
American Society for Testing and Materials, laid at least four inches thick over a
geotextile fabric; or a trail as defined in G.S. 113A-85 that is either unpaved or
paved as long as the pavement is porous with a hydraulic conductivity greater than
0.001 centimeters per second (1.41 inches per hour). For State stormwater programs
and local stormwater programs approved pursuant to subsection (d) of this section,
all of the following shall apply:
1. The volume, velocity, and discharge rates of water associated with the one-year,
24-hour storm and the difference in stormwater runoff from the predevelopment
and postdevelopment conditions for the one-year, 24-hour storm shall be
calculated using any acceptable engineering hydrologic and hydraulic methods.
2. Development may occur within the area that would otherwise be required to be
placed within a vegetative buffer required by the Commission pursuant to G.S.
143-214.1 and G.S. 143-214.7 to protect classified shellfish waters, outstanding
resource waters, and high-quality waters provided the stormwater runoff from
the development is collected and treated from the entire impervious area and
discharged so that it passes through the vegetative buffer and is managed so
that it otherwise complies with all applicable State and federal stormwater
management requirements.
3. The requirements that apply to development activities within one-half mile of
and draining to Class SA waters or within one-half mile of Class SA waters and
draining to unnamed freshwater tributaries shall not apply to development
activities and associated stormwater discharges that do not occur within one -
half mile of and draining to Class SA waters or are not within one -half mile of
Class SA waters and draining to unnamed freshwater tributaries.

• 15A NCAC 02H .1003
1. Density
(Section 1(a)): Project density shall be calculated as the total built-upon area
divided by the total project area
2
2. Low Density
a. (Section 2(a)): Low density projects shall not exceed the low density
development thresholds set forth in the stormwater programs to which
they are subject pursuant to Rules .1017, .1019, and .1021.
b. (Section 2(c)): Stormwater that cannot be released as dispersed flow
shall be transported by vegetated conveyances. A minimal amount of
non-vegetated conveyances for erosion protection or piping for
driveways or culverts under a road shall be allowed by the permitting
authority when it cannot be avoided. Vegetated conveyances shall meet
the following requirements:
i. Side slopes shall be no steeper than 3:1 (horizontal to
vertical) unless it is demonstrated to the permitting authority
that the soils and vegetation will remain stable in perpetuity
based on engineering calculations and on-site soil
investigation; and
ii. The conveyance shall be designed so that it does not erode
during the peak flow from the 10-year storm as demonstrated
by engineering calculations.
3. Outlets
(Section 2(d)): Low density projects may use curb and gutter with outlets to
convey stormwater to grassed swales or vegetated areas. Requirements for these
curb outlet systems shall be as follows:
a. The curb outlets shall be designed such that the swale or vegetated
area can carry the peak flow from the 10-year storm at a non-erosive
velocity;
b. The longitudinal slope of the swale or vegetated area shall not exceed
five percent, except where not practical due to physical constraints. In
these cases, devices to slow the rate of runoff and encourage
infiltration to reduce pollutant delivery shall be provided;
c. The swale's cross-section shall be trapezoidal with a minimum bottom
width of two feet;
d. The side slopes of the swale or vegetated area shall be no steeper than
3:1 (horizontal to vertical);
e. The minimum length of the swale or vegetated area shall be 100 feet;
and
f. Low density projects may use treatment swales designed pursuant to
Rule .1061 of this Section in lieu of the requirements specified in Sub -
items (i) through (v) of this Item.

• 15A NCAC 02H .1017
o Section (4): A project shall be considered a low density project if it meets the low
density criteria set forth in Rule .1003(2) of this Section and contains no more than
24 percent built-upon area or no more than two dwelling units per acre; otherwise, a
project shall be considered high density. Low density projects shall comply with the
requirements set forth in Rule .1003(2) of this Section. High density projects shall
comply with the requirements set forth in Rule .1003(3) of this Section.

Franklin County Stormwater Ordinance
o Section (4.2 (b)): New development or redevelopment within the Tar/Pamlico Basin must
comply with the following:
1. Riparian areas must be protected and maintained in compliance with the Division of
Water Quality rules and regulations 15A NCAC 2B .0259.
2. Nitrogen load contribution must not exceed 4.0 lbs per acre per year and
Phosphorous must not exceed 0.4 lbs per acre per year, and
3
3. No net increase in peak flow leaving the site from the predevelopment conditions for
the 1-year, 24-hour storm.
4. Additional information about Tar-Pamlico Nutrient Strategy may be obtained at:
http://portal.ncdenr.org/web/wq/ps/nps/tarpamlico

Calculation Methodology
• Using maps contained within the Franklin County Soil Surveys, the on-site soils
were determined to be from hydrologic soil group (HSG) ‘B’, ‘C’, and ‘D’ soils.
Since the method chosen to compute both pre- and post-development peak flow
rates and runoff volumes is dependent upon the soil type, care was taken when
selecting the appropriate Soil Conservation Number (SCS CN). Within the site
boundary, an approximate proportion of each soil group was determined using
NRCS Soil Survey Maps. Once an approximate proportion was determined, a
composite SCS CN was computed for each cover condition.
• Land cover conditions for the pre- and post-development conditions are composed
of an existing conditions survey prepared by McAdams, QL2 Lidar data, and GIS
cover conditions data. Please refer to the pre- and post- development hydrology
calculation sections of this report for additional information.
• The hydrology was calculated according to the SCS TR-55 method. The times of
concentration for hydrology calculations were calculated using the SCS TR-55
Segmental Approach. The Tc flow paths are divided into three segments: overland
flow, concentrated flow, and channel flow. The travel time is then computed for
each segment, from which the overall time of concentration is determined by
taking the sum of each segmental time. The travel time through on-site bodies of
water was considered to be zero (0) minutes.

• The Tar-Pamilco Total Nitrogen and Total Phosphorus Loading Calculation
Worksheet was used to analyze nutrient export. The site coverage breakdown was
broken up into categories based on the Worksheet. Water Bodies were considered
“Managed Pervious (lawn/landscape)” in the Worksheet since this coverage type
is not included in the Worksheet.

• The Rational Method was used for all swale calculations based on a weighted C
calculated using 0.95 for impervious and 0.35 for all open and wooded areas. All
time of concentrations were estimated at 5 minutes.

• Swale calculations were performed using Bentley FlowMaster V8.0 ©. A
Manning’s n of 0.024 for grassed line swales. Calculations for velocity and shear
stress were performed for lining determinations.

• Swale lining calculations were performed using calculated velocities and shear
stress values based on static flow equations and interpolating Manning’s n value
per Chapter 8 of the NCDEMLR Erosion and Sediment Control Planning and
Design Manual. Permenant lining calculations are based on the 10-year storm
while the temporary lining calculations are based on the 2-year storm. A
temporary lining has been specified for all swales based on a velocity of 2 ft/s or
greater.

4
• Culvert calculations were performed using Bentley FlowMaster V8.0 ©. Riprap
velocity dissipater calculations were performed per NY DOT method and sizing
based on Figure 8.06.b.1 of the NCDEMLR Erosion and Sediment Control
Planning and Design Manual.

Discussion of Results

The proposed project will result in an increase in impervious cover from the pre- to post-
development. The percentage of impervious cover in the proposed conditions is 2.7%,
less than the 24% required for Low Density Projects as per the NCDEQ Stormwater
Design Manual. Since site-scale grading is not in the scope of this project, stormwater
drainage breaks and flow pathways will be unchanged from pre-development to post-
development. Hydrology calculations show unchanged SCS CNs and times of
concentration fom pre- to post-development. Therefore, stormwater flows from the
project site are not expected to change with development. Thus, a stormwater control
measure was not proposed for this site.

The proposed development will result in nutrient loading of 0.91 lb/ac/yr of nitrogen and
0.17 lb/ac/yr of phosphorus. This complies with the Tar-Pamilco nutrient export limits of
4.0 lb/ac/yr and 0.4 lb/ac/yr for nitrogen and phosphorus, respectively. Thus, a SCM for
nutrient treatment and a nutrient buydown payment will not be required for this project.

Swale 8 outlets into a jurisdicaitonal buffer. In order to meet diffuse flow and buffer
requirements, Swale 8 has been designed as a wet treatment swale with a permanent rock
check dam. This swale has been designed according to the latest NCDEMLR MDC
revision.

Conclusion

If the development on this tract is built as proposed within this report, then the
stormwater management requirements set forth by Franklin County and the State of North
Carolina will be met without additional stormwater management facilities; however, if
the proposed site impervious surface exceeds the amount accounted for in this report,
then this analysis must be revisited.

4 CULVERT SIZING AND
DISSIPATER CALCULATIONS
5 TREATMENT SWALE
CALCULATIONS
1 MISCELLANEOUS SITE
INFORMATION
2 HYDROLOGIC AND NUTRIENT
LOADING CALCULATIONS
3 SWALE SIZING AND LINING
CALCULATIONS
OWENS RECREATIONAL PARK
FRC-17000

MISCELLANEOUS SITE INFORMATION

NC Center for Geographic Information & Analysis, Esri, HERE, DeLorme,MapmyIndia, © OpenStreetMap contributors
0 500 1,00 0250Feet1 inch = 500 feet
¯OWENS RECREATIONAL PARK
SITE A ERIAL MAPPROJECT #: FRC-17000FRANKLIN COUNTY, NORTH CAROLINA
Copyright:© 2013 National Geographic Society, i-cubed
0 2,000 4,0001,000 Feet1 inch = 2,000 feet
¯OWENS RECREATIONAL PARK
USGS TOPO MAPPROJECT #: FRC-17000FRANKLIN COUNTY, NORTH CAROLINA
Hydrologic Soil Group—Franklin County, North Carolina
(FRC-17000)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/21/2017
Page 1 of 4399710039973003997500399770039979003998100399830039985003998700399710039973003997500399770039979003998100399830039985003998700751500751700751900752100752300752500
751500 751700 751900 752100 752300 752500 752700
36° 6' 3'' N 78° 12' 26'' W36° 6' 3'' N78° 11' 34'' W36° 5' 7'' N
78° 12' 26'' W36° 5' 7'' N
78° 11' 34'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 400 800 1600 2400
Feet
0 100 200 400 600
Meters
Map Scale: 1:8,420 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Franklin County, North Carolina
Survey Area Data: Version 20, Oct 2, 2017
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 25, 2014—Mar 5,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Franklin County, North Carolina
(FRC-17000)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/21/2017
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
AaA Altavista sandy loam, 0
to 3 percent slopes,
rarely flooded
C 13.1 7.9%
ChA Chewacla and
Wehadkee soils, 0 to
3 percent slopes,
frequently flooded
B/D 14.1 8.4%
HeB Helena sandy loam, 2 to
6 percent slopes
D 14.8 8.9%
W Water 5.4 3.2%
WaB Wake-Saw-Wedowee
complex, 2 to 8
percent slopes, rocky
D 22.8 13.7%
WbD Wake-Wateree-
Wedowee complex, 8
to 15 percent slopes,
rocky
B 43.4 26.0%
WeB Wedowee sandy loam, 2
to 6 percent slopes
B 41.2 24.7%
WeC Wedowee sandy loam, 6
to 10 percent slopes
B 12.1 7.3%
Totals for Area of Interest 166.8 100.0%
Hydrologic Soil Group—Franklin County, North Carolina FRC-17000
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/21/2017
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Franklin County, North Carolina FRC-17000
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/21/2017
Page 4 of 4
OWENS RECREATIONAL PARK
FRC-17000

HYDROLOGIC AND NUTRIENT
LOADING CALCULATIONS

OWENS PARK
FRC-17000
PRE-DEVELOPMENT HYDROLOGY
Subbasin PRE
M. TORRES, EI
12/22/2017
I. SCS CURVE NUMBERS
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume:HSG 'A' =0.0%
HSG 'B' =58.0%
HSG 'C' =7.8%
HSG 'D' =34.2%
Cover Condition SCS CN
Impervious 98
Open 69
Wooded 64
II. PRE-DEVELOPMENT
Watershed Breakdown
Contributing Area SCS CN Area [sf]Area [acres]
Transportation Impervious 98 160,270 3.68
Roof Impervious 98 14,950 0.34
Open 69 4,920,244 112.95
Wooded 64 1,907,767 43.80
Pond 100 263,240 6.04
Total area =166.82 acres
Composite SCS CN =69
% Impervious =2.4%
-
Assume good condition
Assume good condition
-
Comments
-
Assume good condition
Assume good condition
Comments
-
OWENS PARK
FRC-17000
PRE-DEVELOPMENT HYDROLOGY
Subbasin PRE
M. TORRES, EI
12/22/2017
C. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 536 ft
Top Elev = 322 ft Top Elev = 320 ft
Bot Elev = 320 ft Bot Elev = 287 ft
Height = 2 ft Height = 33 ft
Slope = 0.0200 ft/ft Slope = 0.0615 ft/ft
Manning's n = 0.24 dense grass Paved ? = No
P (2-year/24-hour) = 3.45 inches (Apex, NC) Velocity = 4.00 ft/sec
Segment Time =13.74 minutes Segment Time =2.23 minutes
Segment 3: Channel Flow Segment 5: Channel Flow
Length = 461 ft Length = 155 ft
Top Elev = 287 Top Elev = 278
Bot Elev = 278 Bot Elev = 268
Height = 9 ft Height = 10 ft
Slope = 0.0195 ft/ft Slope = 0.0645 ft/ft
Manning's n = 0.045 natural channel Manning's n = 0.045 natural channel
Flow Area = 6.00 sf (assume 3' X 2' channel) Flow Area = 1.00 sf (assume 1' X 1' channel)
Wetted Perimeter = 7.00 lf (assume 3' X 2' channel) Wetted Perimeter = 3.00 lf (assume 1' X 1' channel)
Channel Velocity = 4.17 ft/sec Channel Velocity = 4.04 ft/sec
Segment Time =1.84 minutes Segment Time =0.64 minutes
Segment 7: Channel Flow
Length = 1197 ft
Top Elev = 268
Bot Elev = 254
Height = 14 ft
Slope = 0.0117 ft/ft
Manning's n = 0.045 natural channel
Flow Area = 8.00 sf (assume 4' X 2' channel)
Wetted Perimeter = 6.00 lf (assume 4' X 2' channel)
Channel Velocity = 4.34 ft/sec
Segment Time =4.60 minutes
Time of Concentration =23.06 minutes
SCS Lag Time =13.83 minutes (SCS Lag = 0.6* Tc)
Time Increment =4.01 minutes (= 0.29*SCS Lag)
* Segments 4 and 6 flow through
existing ponds. Segment time
through ponds is assumed to be
zero (0) min.
OWENS PARK
FRC-17000
POST-DEVELOPMENT HYDROLOGY
Subbasin POST
M. TORRES, EI
1/31/2018
I. SCS CURVE NUMBERS
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume:HSG 'A' =0.0%
HSG 'B' =58.0%
HSG 'C' =7.9%
HSG 'D' =34.2%
Cover Condition SCS CN
Impervious 98
Open 69
Wooded 64
II. PRE-DEVELOPMENT
Watershed Breakdown
Contributing Area SCS CN Area [sf]Area [acres]
Transportation Impervious 98 181,343 4.16
Roof Impervious 98 15,866 0.36
Open 69 4,938,273 113.37
Wooded 64 1,867,749 42.88
Pond 100 263,240 6.04
Total area =166.82 acres
Composite SCS CN =69
% Impervious =2.7%
Comments
-
Assume good condition
Assume good condition
Comments
-
-
Assume good condition
Assume good condition
-
OWENS PARK
FRC-17000
POST-DEVELOPMENT HYDROLOGY
Subbasin POST
M. TORRES, EI
1/31/2018
C. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR-55).
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 536 ft
Top Elev = 322 ft Top Elev = 320 ft
Bot Elev = 320 ft Bot Elev = 287 ft
Height = 2 ft Height = 33 ft
Slope = 0.0200 ft/ft Slope = 0.0615 ft/ft
Manning's n = 0.24 dense grass Paved ? = No
P (2-year/24-hour) = 3.45 inches (Apex, NC) Velocity = 4.00 ft/sec
Segment Time =13.74 minutes Segment Time =2.23 minutes
Segment 3: Channel Flow Segment 5: Channel Flow
Length = 461 ft Length = 155 ft
Top Elev = 287 Top Elev = 278
Bot Elev = 278 Bot Elev = 268
Height = 9 ft Height = 10 ft
Slope = 0.0195 ft/ft Slope = 0.0645 ft/ft
Manning's n = 0.045 natural channel Manning's n = 0.045 natural channel
Flow Area = 6.00 sf (assume 3' X 2' channel) Flow Area = 1.00 sf (assume 1' X 1' channel)
Wetted Perimeter = 7.00 lf (assume 3' X 2' channel) Wetted Perimeter = 3.00 lf (assume 1' X 1' channel)
Channel Velocity = 4.17 ft/sec Channel Velocity = 4.04 ft/sec
Segment Time =1.84 minutes Segment Time =0.64 minutes
Segment 7: Channel Flow
Length = 1197 ft
Top Elev = 268
Bot Elev = 254
Height = 14 ft
Slope = 0.0117 ft/ft
Manning's n = 0.045 natural channel
Flow Area = 8.00 sf (assume 4' X 2' channel)
Wetted Perimeter = 6.00 lf (assume 4' X 2' channel)
Channel Velocity = 4.34 ft/sec
Segment Time =4.60 minutes
Time of Concentration =23.06 minutes
SCS Lag Time =13.83 minutes (SCS Lag = 0.6* Tc)
Time Increment =4.01 minutes (= 0.29*SCS Lag)
* Segments 4 and 6 flow through
existing ponds. Segment time
through ponds is assumed to be
zero (0) min.
Tar-Pamlico Stormwater Rule 15A NCAC 2B .0258 Last Modified 1/11/2018
Piedmont of the Tar-Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name:Owens Recreational Park
Date:
By:M. Torres Checked By:J. Eason
Directions (same for pre-development and post-development tables):
Pre-development:
(2)(3)(4)(5)(6)(7)
Area
(acres)
S.M. Formula
(0.46 + 8.3I)
Average EMC
of TN (mg/L)
Column
(2) *(3) *(4)
Average EMC
of TP (mg/L)
Column
(2) *(3) *(6)
3.68 0.66 2.60 6.32 0.19 0.46
0.34 0.66 1.95 0.44 0.11 0.02
119.00 0.66 1.42 111.59 0.28 22.00
0.66 4.23 0.00 1.23 0.00
0.66 2.04 0.00 0.62 0.00
43.80 0.66 0.94 27.19 0.14 4.05
0.02 TN Loading
(lb/yr) =145.53 TP Loading
(lb/yr) =26.54
166.82 TN Exp. Coeff.
(lb/ac/yr) =0.87 TP Exp. Coeff.
(lb/ac/yr) =0.16
Post-development:
(2)(3)(4)(5)(6)(7)
Area
(acres)
S.M. Formula
(0.46 + 8.3I)
Average EMC
of TN (mg/L)
Column
(2) *(3) *(4)
Average EMC
of TP (mg/L)
Column
(2) *(3) *(6)
4.16 0.69 2.60 7.42 0.19 0.54
0.36 0.69 1.95 0.49 0.11 0.03
119.41 0.69 1.42 116.23 0.28 22.92
42.88 0.69 0.95 27.92 0.14 4.11
0.03 TN Loading
(lb/yr) =152.06 TP Loading
(lb/yr) =27.60
166.82 TN Exp. Coeff.
(lb/ac/yr) =0.91 TP Exp. Coeff.
(lb/ac/yr) =0.17
Note:The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post-development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post-development TN and TP loadings after BMPs are installed.
Fraction Impervious (I) =
Roof impervious
Type of Land Cover
Managed pervious
(pasture)
Fraction Impervious (I) =
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreage values and treated.
(1)
Type of Land Cover
Roof impervious
Managed pervious
(cropland)
(1)
Transportation impervious
Total Area of Development =
Transportation impervious
Managed pervious
(lawn/landscaped)
Wooded pervious
Total Area of Development =
Wooded pervious
Managed pervious
OWENS RECREATIONAL PARK
FRC-17000

SWALE SIZING AND LINING CALCULATIONS

OWENS PARK
FRC-17000
SWALE HYDROLOGY CALCULATIONS J. EASON, PE
1/31/2018
Swale
Number
Drainage
Area (ac.)
Impervious
Area (ac)
Grassed
Area (ac.)C Q10 (cfs)Slope (%)
Vallow
(fps)
Vactual
(fps)
Flow Depth
(ft)
1 0.20 0.04 0.16 0.47 0.67 4.95%5.50 3.39 0.26
2 0.29 0.04 0.25 0.43 0.89 2.97%5.50 2.83 0.28
3 0.64 0.14 0.50 0.48 2.19 4.80%5.50 4.23 0.36
4 1.19 0.15 1.04 0.43 3.65 6.30%5.00 4.60 0.41
5 2.85 0.17 2.68 0.39 7.92 1.00%5.50 3.08 0.72
6 0.65 0.00 0.65 0.35 1.62 2.92%5.50 3.10 0.32
7 3.69 0.02 3.67 0.35 9.21 1.00%5.50 3.20 0.76
8 4.15 0.05 4.10 0.36 10.65 1.54%5.50 3.90 0.74
9 0.25 0.13 0.12 0.66 1.18 2.50%5.50 2.70 0.30
10 0.69 0.3 0.39 0.61 3.00 2.92%5.50 3.62 0.41
11 0.84 0.38 0.46 0.62 3.71 2.22%5.50 3.43 0.47
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.04950 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Discharge 0.67 ft³/s
Results
Normal Depth 0.26 ft
Flow Area 0.20 ft²
Wetted Perimeter 1.62 ft
Hydraulic Radius 0.12 ft
Top Width 1.54 ft
Critical Depth 0.32 ft
Critical Slope 0.01667 ft/ft
Velocity 3.39 ft/s
Velocity Head 0.18 ft
Specific Energy 0.43 ft
Froude Number 1.67
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.26 ft
Critical Depth 0.32 ft
Channel Slope 0.04950 ft/ft
Critical Slope 0.01667 ft/ft
Worksheet for Swale 1
1/31/2018 9:29:33 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-1
I. FLOW CALCULATIONS
Drainage Area =0.20 acres
Rational C =0.47
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =0.52 cfs
Q10 =0.67 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =4.95%
Left Sideslope =3.00 H:V
Right Sideslope =3.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.135 0.49 0.72 3.10 0.23 0.93 0.22 0.67 0.67 1.51 Tall Fescue 0.135
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.23 0.16 1.45 0.11 3.43 n/a 0.52 0.54 0.71 Bare Earth -
0.055 0.32 0.31 2.02 0.15 1.71 n/a 0.52 0.53 0.99 ERONET DS150 0.055
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Description
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
Temporary Liner Specifications - ERONET DS150
Manning's "n"
Manning's "n"
EROSION CONTROL CHANNEL DESIGN
2 Months
For established grass lined channel
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.02970 ft/ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Discharge 0.89 ft³/s
Results
Normal Depth 0.28 ft
Flow Area 0.31 ft²
Wetted Perimeter 2.31 ft
Hydraulic Radius 0.14 ft
Top Width 2.24 ft
Critical Depth 0.31 ft
Critical Slope 0.01619 ft/ft
Velocity 2.83 ft/s
Velocity Head 0.12 ft
Specific Energy 0.40 ft
Froude Number 1.33
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.28 ft
Critical Depth 0.31 ft
Channel Slope 0.02970 ft/ft
Critical Slope 0.01619 ft/ft
Worksheet for Swale 2
1/31/2018 9:30:32 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-2
I. FLOW CALCULATIONS
Drainage Area =0.29 acres
Rational C =0.43
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =0.69 cfs
Q10 =0.89 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =2.97%
Left Sideslope =4.00 H:V
Right Sideslope =4.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.135 0.54 1.17 4.45 0.26 0.78 0.20 0.89 0.91 1.00 Tall Fescue 0.135
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.25 0.25 2.06 0.12 2.85 n/a 0.69 0.71 0.46 Bare Earth -
0.055 0.35 0.49 2.89 0.17 1.43 n/a 0.69 0.70 0.65 ERONET DS150 0.055
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
2 Months
Manning's "n" Description
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.04800 ft/ft
Left Side Slope 4.00 ft/ft (H:V)
Right Side Slope 4.00 ft/ft (H:V)
Discharge 2.19 ft³/s
Results
Normal Depth 0.36 ft
Flow Area 0.52 ft²
Wetted Perimeter 2.97 ft
Hydraulic Radius 0.17 ft
Top Width 2.88 ft
Critical Depth 0.45 ft
Critical Slope 0.01436 ft/ft
Velocity 4.23 ft/s
Velocity Head 0.28 ft
Specific Energy 0.64 ft
Froude Number 1.76
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.36 ft
Critical Depth 0.45 ft
Channel Slope 0.04800 ft/ft
Critical Slope 0.01436 ft/ft
Worksheet for Swale 3
1/31/2018 9:44:48 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-3
I. FLOW CALCULATIONS
Drainage Area =0.64 acres
Rational C =0.48
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =1.71 cfs
Q10 =2.19 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =4.80%
Left Sideslope =4.00 H:V
Right Sideslope =4.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.090 0.59 1.39 4.87 0.29 1.57 0.45 2.19 2.19 1.77 Tall Fescue 0.090
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.32 0.41 2.64 0.16 4.27 n/a 1.71 1.75 0.96 Bare Earth -
0.055 0.45 0.81 3.71 0.22 2.14 n/a 1.71 1.74 1.35 ERONET DS150 0.055
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
2 Months
Manning's "n" Description
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.06300 ft/ft
Left Side Slope 10.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 3.65 ft³/s
Results
Normal Depth 0.33 ft
Flow Area 0.79 ft²
Wetted Perimeter 4.93 ft
Hydraulic Radius 0.16 ft
Top Width 4.88 ft
Critical Depth 0.43 ft
Critical Slope 0.01419 ft/ft
Velocity 4.60 ft/s
Velocity Head 0.33 ft
Specific Energy 0.65 ft
Froude Number 2.01
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.33 ft
Critical Depth 0.43 ft
Channel Slope 0.06300 ft/ft
Critical Slope 0.01419 ft/ft
Worksheet for Swale 4
1/31/2018 10:00:27 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-4
I. FLOW CALCULATIONS
Drainage Area =1.19 acres
Rational C =0.43
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =2.85 cfs
Q10 =3.65 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =6.30%
Left Sideslope =10.00 H:V
Right Sideslope =5.00 H:V
Maximum Vel. =5.00 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.090 0.53 2.11 8.03 0.26 1.70 0.45 3.65 3.58 2.08 Tall Fescue 0.090
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.29 0.63 4.39 0.14 4.65 n/a 2.85 2.93 1.14 Bare Earth -
0.055 0.4 1.20 6.06 0.20 2.30 n/a 2.85 2.76 1.57 ERONET DS150 0.055
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
Manning's "n" Description
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
2 Months
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.01000 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 7.92 ft³/s
Results
Normal Depth 0.72 ft
Flow Area 2.57 ft²
Wetted Perimeter 7.31 ft
Hydraulic Radius 0.35 ft
Top Width 7.17 ft
Critical Depth 0.69 ft
Critical Slope 0.01229 ft/ft
Velocity 3.08 ft/s
Velocity Head 0.15 ft
Specific Energy 0.86 ft
Froude Number 0.91
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.72 ft
Critical Depth 0.69 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01229 ft/ft
Worksheet for Swale 5
1/31/2018 11:40:06 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-5
I. FLOW CALCULATIONS
Drainage Area =2.85 acres
Rational C =0.39
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =6.18 cfs
Q10 =7.92 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =1.00%
Left Sideslope =5.00 H:V
Right Sideslope =5.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.068 1.06 5.62 10.81 0.52 1.41 0.73 7.92 7.94 0.66 Tall Fescue 0.068
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.63 1.98 6.42 0.31 3.09 n/a 6.18 6.12 0.39 Bare Earth -
0.047 0.84 3.53 8.57 0.41 1.75 n/a 6.18 6.17 0.52 ERONET DS150 0.047
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
Manning's "n" Description
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
2 Months
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.02920 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 1.62 ft³/s
Results
Normal Depth 0.32 ft
Flow Area 0.52 ft²
Wetted Perimeter 3.30 ft
Hydraulic Radius 0.16 ft
Top Width 3.23 ft
Critical Depth 0.37 ft
Critical Slope 0.01518 ft/ft
Velocity 3.10 ft/s
Velocity Head 0.15 ft
Specific Energy 0.47 ft
Froude Number 1.36
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.32 ft
Critical Depth 0.37 ft
Channel Slope 0.02920 ft/ft
Critical Slope 0.01518 ft/ft
Worksheet for Swale 6
1/31/2018 11:40:45 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-6
I. FLOW CALCULATIONS
Drainage Area =0.65 acres
Rational C =0.35
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =1.26 cfs
Q10 =1.62 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =2.92%
Left Sideslope =5.00 H:V
Right Sideslope =5.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.135 0.62 1.92 6.32 0.30 0.85 0.26 1.62 1.63 1.13 Tall Fescue 0.135
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.28 0.39 2.86 0.14 3.07 n/a 1.26 1.20 0.51 Bare Earth -
0.055 0.4 0.80 4.08 0.20 1.56 n/a 1.26 1.25 0.73 ERONET DS150 0.055
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
Manning's "n" Description
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
2 Months
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.01000 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 9.21 ft³/s
Results
Normal Depth 0.76 ft
Flow Area 2.88 ft²
Wetted Perimeter 7.74 ft
Hydraulic Radius 0.37 ft
Top Width 7.59 ft
Critical Depth 0.73 ft
Critical Slope 0.01204 ft/ft
Velocity 3.20 ft/s
Velocity Head 0.16 ft
Specific Energy 0.92 ft
Froude Number 0.92
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.76 ft
Critical Depth 0.73 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.01204 ft/ft
Worksheet for Swale 7
1/31/2018 11:41:21 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-7
I. FLOW CALCULATIONS
Drainage Area =3.69 acres
Rational C =0.35
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =7.18 cfs
Q10 =9.21 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =1.00%
Left Sideslope =5.00 H:V
Right Sideslope =5.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.064 1.1 6.05 11.22 0.54 1.54 0.83 9.21 9.31 0.69 Tall Fescue 0.064
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.67 2.24 6.83 0.33 3.21 n/a 7.18 7.22 0.42 Bare Earth -
0.046 0.88 3.87 8.97 0.43 1.84 n/a 7.18 7.14 0.55 ERONET DS150 0.046
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
Manning's "n" Description
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
2 Months
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.01540 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 10.65 ft³/s
Results
Normal Depth 0.74 ft
Flow Area 2.73 ft²
Wetted Perimeter 7.53 ft
Hydraulic Radius 0.36 ft
Top Width 7.39 ft
Critical Depth 0.78 ft
Critical Slope 0.01181 ft/ft
Velocity 3.90 ft/s
Velocity Head 0.24 ft
Specific Energy 0.98 ft
Froude Number 1.13
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.74 ft
Critical Depth 0.78 ft
Channel Slope 0.01540 ft/ft
Critical Slope 0.01181 ft/ft
Worksheet for Swale 8
1/31/2018 11:42:18 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-8
I. FLOW CALCULATIONS
Drainage Area =4.15 acres
Rational C =0.36
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =8.31 cfs
Q10 =10.65 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =1.54%
Left Sideslope =5.00 H:V
Right Sideslope =5.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.059 1.04 5.41 10.61 0.51 1.99 1.02 10.65 10.79 1.00 Tall Fescue 0.059
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.65 2.11 6.63 0.32 3.91 n/a 8.31 8.26 0.62 Bare Earth -
0.047 0.87 3.78 8.87 0.43 2.22 n/a 8.31 8.41 0.84 ERONET DS150 0.047
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
Manning's "n" Description
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
2 Months
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.02500 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 1.18 ft³/s
Results
Normal Depth 0.30 ft
Flow Area 0.44 ft²
Wetted Perimeter 3.01 ft
Hydraulic Radius 0.14 ft
Top Width 2.96 ft
Critical Depth 0.32 ft
Critical Slope 0.01583 ft/ft
Velocity 2.70 ft/s
Velocity Head 0.11 ft
Specific Energy 0.41 ft
Froude Number 1.24
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.30 ft
Critical Depth 0.32 ft
Channel Slope 0.02500 ft/ft
Critical Slope 0.01583 ft/ft
Worksheet for Swale 9
1/31/2018 11:43:17 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-9
I. FLOW CALCULATIONS
Drainage Area =0.25 acres
Rational C =0.66
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =0.92 cfs
Q10 =1.18 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =2.50%
Left Sideslope =5.00 H:V
Right Sideslope =5.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.135 0.56 1.57 5.71 0.27 0.74 0.20 1.18 1.15 0.87 Tall Fescue 0.135
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.26 0.34 2.65 0.13 2.70 n/a 0.92 0.91 0.41 Bare Earth -
0.055 0.37 0.68 3.77 0.18 1.37 n/a 0.92 0.94 0.58 ERONET DS150 0.055
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
2 Months
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
Manning's "n" Description
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.02920 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 3.00 ft³/s
Results
Normal Depth 0.41 ft
Flow Area 0.83 ft²
Wetted Perimeter 4.15 ft
Hydraulic Radius 0.20 ft
Top Width 4.07 ft
Critical Depth 0.47 ft
Critical Slope 0.01398 ft/ft
Velocity 3.62 ft/s
Velocity Head 0.20 ft
Specific Energy 0.61 ft
Froude Number 1.41
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.41 ft
Critical Depth 0.47 ft
Channel Slope 0.02920 ft/ft
Critical Slope 0.01398 ft/ft
Worksheet for Swale 10
1/31/2018 11:44:14 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-10
I. FLOW CALCULATIONS
Drainage Area =0.69 acres
Rational C =0.61
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =2.34 cfs
Q10 =3.00 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =2.92%
Left Sideslope =5.00 H:V
Right Sideslope =5.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.090 0.67 2.24 6.83 0.33 1.34 0.44 3.00 3.01 1.22 Tall Fescue 0.090
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.36 0.65 3.67 0.18 3.63 n/a 2.34 2.35 0.66 Bare Earth -
0.055 0.51 1.30 5.20 0.25 1.83 n/a 2.34 2.38 0.93 ERONET DS150 0.055
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
2 Months
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
Manning's "n" Description
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.02200 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 3.71 ft³/s
Results
Normal Depth 0.47 ft
Flow Area 1.08 ft²
Wetted Perimeter 4.74 ft
Hydraulic Radius 0.23 ft
Top Width 4.65 ft
Critical Depth 0.51 ft
Critical Slope 0.01359 ft/ft
Velocity 3.43 ft/s
Velocity Head 0.18 ft
Specific Energy 0.65 ft
Froude Number 1.25
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.47 ft
Critical Depth 0.51 ft
Channel Slope 0.02200 ft/ft
Critical Slope 0.01359 ft/ft
Worksheet for Swale 11
1/31/2018 11:44:33 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Name:Owens Park Date:1/31/2018
Project Number:FRC-17000 Calculated By:JLE
Channel Number:SWALE-11
I. FLOW CALCULATIONS
Drainage Area =0.84 acres
Rational C =0.62
TC =5.00 min
I2 =5.56 in/hr
I10 =7.13 in/hr
Q2 =2.90 cfs
Q10 =3.71 cfs
II. SWALE CALCULATIONS
Proposed Channel Section
Longitudinal Slope =2.22%
Left Sideslope =5.00 H:V
Right Sideslope =5.00 H:V
Maximum Vel. =5.50 ft/s
Bottom Width =0.00 ft
10-Year Storm Calculations (for Permanent Liner)
Match Manning's "n" to Calculated "n" and adjust Depth until Capacity matches Flow (Q10).
Depth Flow Area
Wetted
Perimeter
Hydraulic
Radius Velocity VR Flow (Q10)Capacity Shear Stress
Liner Description/
Selection Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.090 0.76 2.89 7.75 0.37 1.27 0.47 3.71 3.68 1.05 Tall Fescue 0.090
------->NO PERMANENT LINER REQUIRED
2-Year Storm Calculations (for Temporary Liner)
Depth Flow Area Wetted Perimeter Hydraulic Rad.Velocity VR Flow (Q2)Capacity Shear Stress Calculated
[ft][ft2][ft][ft][ft/sec][ft2/sec][cfs][cfs][lb/ft^2]"n"
0.022 0.41 0.84 4.18 0.20 3.45 n/a 2.90 2.90 0.57 Bare Earth -
0.053 0.57 1.62 5.81 0.28 1.78 n/a 2.90 2.90 0.79 ERONET DS150 0.053
------->CHANNEL UNSTABLE - TEMPORARY LINER REQUIRED
------->VELOCITY IS OKAY
------->SHEAR STRESS IS OKAY
Liner Longevity ->
T = Top; B = Bottom; M = Middle
100% Straw Fiber - 0.5lb/sy T&B: Lightweight photodegradable
with photo accelerators - 1.5lb/10000sf 6.0 1.75
Temporary Liner Specifications - ERONET DS150
Matrix Netting
Allowabe Unvegetated Allowable Partially Vegetated
Velocity (f/s)Shear Stress [lb/ft^2]
2 Months
EROSION CONTROL CHANNEL DESIGN
For established grass lined channel
Manning's "n"
Manning's "n" Description
OWENS RECREATIONAL PARK
FRC-17000

CULVERT SIZING AND DISSIPATER
CALCULATIONS

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.05000 ft/ft
Diameter 15.00 in
Discharge 5.35 ft³/s
Results
Normal Depth 0.50 ft
Flow Area 0.46 ft²
Wetted Perimeter 1.72 ft
Hydraulic Radius 0.27 ft
Top Width 1.23 ft
Critical Depth 0.94 ft
Percent Full 40.3 %
Critical Slope 0.00703 ft/ft
Velocity 11.55 ft/s
Velocity Head 2.07 ft
Specific Energy 2.58 ft
Froude Number 3.31
Maximum Discharge 16.83 ft³/s
Discharge Full 15.65 ft³/s
Slope Full 0.00585 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 40.32 %
Downstream Velocity Infinity ft/s
Worksheet for Trail Crossing
1/31/2018 11:51:33 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.50 ft
Critical Depth 0.94 ft
Channel Slope 0.05000 ft/ft
Critical Slope 0.00703 ft/ft
Worksheet for Trail Crossing
1/31/2018 11:51:33 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of2Page
Project: Date:1-31-2018
Project Number: Calculated By: JLE
Outlet Number:
Outlet flowrate =5.35 cfs
Pipe diameter = 15 inches
Number of pipes = 1
Pipe separation = 0 feet
Outlet Velocity = 11.55 ft/sec
Zone from graph above =2
Outlet pipe diameter 15 in.Length =7.5 ft.
Outlet flowrate 5.4 cfs Width =4.3 ft.
Outlet velocity 11.6 ft/sec Stone diameter =6 in.
Material =Class B Thickness =18 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 12 4 x D(o) 3 x D(o)
2 Class B 6 18 6 x D(o) 3 x D(o)
3 Class I 13 24 8 x D(o) 3 x D(o)
4 Class I 13 24 8 x D(o) 3 x D(o)
5 Class II 23 36 10 x D(o) 3 x D(o)
6 Class II 23 36 10 x D(o) 3 x D(o)
7
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full-flow velocity
Special study required
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
OWENS PARK
FRC-17000
Trail Crossing
11.6 ft/sec
0
5
10
15
20
25
0 1 2 3 4 5 6 7 8 9 10Velocity (ft/sec)Pipe diameter (ft)
Figure 8.06.b.1
Zone 1 Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.02650 ft/ft
Diameter 30.00 in
Discharge 45.30 ft³/s
Results
Normal Depth 1.43 ft
Flow Area 2.91 ft²
Wetted Perimeter 4.30 ft
Hydraulic Radius 0.68 ft
Top Width 2.47 ft
Critical Depth 2.23 ft
Percent Full 57.4 %
Critical Slope 0.00922 ft/ft
Velocity 15.55 ft/s
Velocity Head 3.76 ft
Specific Energy 5.19 ft
Froude Number 2.53
Maximum Discharge 77.81 ft³/s
Discharge Full 72.33 ft³/s
Slope Full 0.01039 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 57.36 %
Downstream Velocity Infinity ft/s
Worksheet for Trail Culvert Crossing
1/31/2018 11:58:38 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 1.43 ft
Critical Depth 2.23 ft
Channel Slope 0.02650 ft/ft
Critical Slope 0.00922 ft/ft
Worksheet for Trail Culvert Crossing
1/31/2018 11:58:38 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of2Page
Project: Date:1-31-2018
Project Number: Calculated By: JLE
Outlet Number:
Outlet flowrate =45.30 cfs
Pipe diameter = 30 inches
Number of pipes = 1
Pipe separation = 0 feet
Outlet Velocity = 15.55 ft/sec
Zone from graph above =3
Outlet pipe diameter 30 in.Length =20.0 ft.
Outlet flowrate 45.3 cfs Width =10.5 ft.
Outlet velocity 15.6 ft/sec Stone diameter =13 in.
Material =Class I Thickness =24 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 12 4 x D(o) 3 x D(o)
2 Class B 6 18 6 x D(o) 3 x D(o)
3 Class I 13 24 8 x D(o) 3 x D(o)
4 Class I 13 24 8 x D(o) 3 x D(o)
5 Class II 23 36 10 x D(o) 3 x D(o)
6 Class II 23 36 10 x D(o) 3 x D(o)
7
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full-flow velocity
Special study required
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
OWENS PARK
FRC-17000
Trail Culvert
15.6 ft/sec
0
5
10
15
20
25
0 1 2 3 4 5 6 7 8 9 10Velocity (ft/sec)Pipe diameter (ft)
Figure 8.06.b.1
Zone 1 Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.012
Channel Slope 0.03460 ft/ft
Diameter 15.00 in
Discharge 7.92 ft³/s
Results
Normal Depth 0.70 ft
Flow Area 0.71 ft²
Wetted Perimeter 2.12 ft
Hydraulic Radius 0.34 ft
Top Width 1.24 ft
Critical Depth 1.11 ft
Percent Full 56.3 %
Critical Slope 0.01140 ft/ft
Velocity 11.12 ft/s
Velocity Head 1.92 ft
Specific Energy 2.63 ft
Froude Number 2.59
Maximum Discharge 14.00 ft³/s
Discharge Full 13.02 ft³/s
Slope Full 0.01281 ft/ft
Flow Type SuperCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 56.32 %
Downstream Velocity Infinity ft/s
Worksheet for Access Road Culvert Crossing
1/31/2018 11:57:59 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
GVF Output Data
Upstream Velocity Infinity ft/s
Normal Depth 0.70 ft
Critical Depth 1.11 ft
Channel Slope 0.03460 ft/ft
Critical Slope 0.01140 ft/ft
Worksheet for Access Road Culvert Crossing
1/31/2018 11:57:59 AM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of2Page
Project: Date:1-31-2018
Project Number: Calculated By: JLE
Outlet Number:
Outlet flowrate =7.92 cfs
Pipe diameter = 15 inches
Number of pipes = 1
Pipe separation = 0 feet
Outlet Velocity = 11.12 ft/sec
Zone from graph above =2
Outlet pipe diameter 15 in.Length =7.5 ft.
Outlet flowrate 7.9 cfs Width =4.3 ft.
Outlet velocity 11.1 ft/sec Stone diameter =6 in.
Material =Class B Thickness =18 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 12 4 x D(o) 3 x D(o)
2 Class B 6 18 6 x D(o) 3 x D(o)
3 Class I 13 24 8 x D(o) 3 x D(o)
4 Class I 13 24 8 x D(o) 3 x D(o)
5 Class II 23 36 10 x D(o) 3 x D(o)
6 Class II 23 36 10 x D(o) 3 x D(o)
7
1. Calculations based on NY DOT method - Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full-flow velocity
Special study required
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
OWENS PARK
FRC-17000
Access Road Culvert Crossing
11.1 ft/sec
0
5
10
15
20
25
0 1 2 3 4 5 6 7 8 9 10Velocity (ft/sec)Pipe diameter (ft)
Figure 8.06.b.1
Zone 1 Zone 2
Zone 3
Zone 4
Zone 5
Zone 6
Zone 7
OWENS RECREATIONAL PARK
FRC-17000

TREATMENT SWALE CALCULATIONS

OWENS PARK
FRC-17000
TREATMENT SWALE
SSFxn Above NP
J. EASON, PE
1/31/2018
STAGE-STORAGE FUNCTION - ABOVE NORMAL POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet)(feet)(SF)(SF)(CF)(CF)(feet)
279.00 0.00 514
280.00 1.00 1,675 1095 1095 1095 1.00
281.00 2.00 3,847 2761 2761 3856 2.00
1.816646013 6.998052917
1094.5
KS = 1095
b =1.8166
y = 1094.5x1.8166
R² = 1
0
500
1000
1500
2000
2500
3000
3500
4000
4500
0.00 0.50 1.00 1.50 2.00 2.50Storage (CF)Stage (feet)
Storage vs. Stage
OWENS PARK
FRC-17000
TREATMENT SWALE
WQV Calculation
J. EASON, PE
1/31/2018
DETERMINATION OF WATER QUALITY VOLUME
WQ V = (P)(R V )(A)/12
where,
WQV = water quality volume (in acre-ft)
RV = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A = 4.15 acres
Impervious area = 0.05 acres
Percent impervious cover, I = 1.2 %
Rainfall, P =1.00 inches
Calculated values:
RV = 0.06
WQV = 0.02 acre-ft
= 917 cf.
ASSOCIATED DEPTH IN POND
WQV = 917 cf.
Stage / Storage Data:
Ks = 1095
b = 1.817
Zo = 279.00
Volume in 1" rainfall = 917 cf.
Calculated values:
Depth of WQv in Basin = 0.91 ft
= 10.88 inches
Elevation =279.91 ft
OWENS PARK
FRC-17000
SWALE HYDROLOGY CALCULATIONS J. EASON, PE
1/31/2018
Drainage Area
(ac.)
Impervious
Area (ac)
Grassed
Area (ac.) C Q (cfs) Slope (%) n V (fps)
Flow Depth
(ft)
4.15 0.05 4.10 0.36 1.12 1.54%0.024 2.22 0.39
Swale Length 988 ft
HRT 7.42 min
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.01540 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Discharge 1.12 ft³/s
Results
Normal Depth 0.32 ft
Flow Area 0.50 ft²
Wetted Perimeter 3.24 ft
Hydraulic Radius 0.16 ft
Top Width 3.17 ft
Critical Depth 0.32 ft
Critical Slope 0.01595 ft/ft
Velocity 2.22 ft/s
Velocity Head 0.08 ft
Specific Energy 0.39 ft
Froude Number 0.98
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.32 ft
Critical Depth 0.32 ft
Channel Slope 0.01540 ft/ft
Critical Slope 0.01595 ft/ft
Worksheet for Treatment Swale - 0.75 IN
1/31/2018 4:37:05 PM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.024
Channel Slope 0.01540 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Bottom Width 13.88 ft
Discharge 10.65 ft³/s
Results
Normal Depth 0.25 ft
Flow Area 3.73 ft²
Wetted Perimeter 16.40 ft
Hydraulic Radius 0.23 ft
Top Width 16.35 ft
Critical Depth 0.26 ft
Critical Slope 0.01365 ft/ft
Velocity 2.86 ft/s
Velocity Head 0.13 ft
Specific Energy 0.37 ft
Froude Number 1.05
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.25 ft
Critical Depth 0.26 ft
Channel Slope 0.01540 ft/ft
Worksheet for Treatment Swale - 10-YR
1/31/2018 4:36:31 PM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of1Page
Worksheet for Treatment Swale - 10-YR
GVF Output Data
Critical Slope 0.01365 ft/ft
1/31/2018 4:36:31 PM
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]of2Page