20110057 Ver 1_Stormwater Info_20110118

EcoEngineering
A division of The John R. McAdams Company, Inc.
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THE JAMISON AT BRIER CREEK
RALEIGH, NORTH CAROLINA
FINAL STORMWA TER MANAGEMENT PLAN DESIGN
CALCULATIONS
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• The Jamison at Brier Creek
Final Stormwater Management Plan Design Calculations
Project Description and Summary
Located at the northeast quadrant of the I-540 (Northern Wake Expressway)/Aviation
Parkway intersection and on the western edge of the Brier Creek Village development
between Sellona Street and Aviation Parkway in Raleigh, North Carolina, is the proposed
multi-family development currently known as The Jamison at Brier Creek. Proposed
development on this 17.79 acre site consists of the construction of approximately 276
units, with amenities, parking, sidewalks, streets, and associated utility and stormwater
management improvements.
The proposed development is located within the Neuse River basin and will be subject to
the stormwater management requirements set forth in Section 10, Chapter 9 of the City of
Raleigh regulations. Per City of Raleigh regulations, stormwater management on this site
shall address two primary issues: (1) peak discharge rates and (2) water quality
management.
1. Stormwater Runoff Controls [Section 10-90231
(a) Runoff limitation
Following the application of this regulation, the peak stormwater runoff leaving
any site for the two-year and ten-year storms shall be no greater for post-
development conditions than pre-development conditions. The same
• methodologies used to calculate Stormwater runoff must be used for both pre-
development and post-development conditions.
For any land disturbing activity on sites, as defined in Part 10 Chapter S, between
S and 15 acres in size the peak Stormwater runoff leaving the site at each
discharge point for the two-year storm and ten-year storm shall be no greater
during construction than for pre-development conditions. For any land disturbing
activity on sites, as defined in Part 10 Chapter S, greater than 15 acres in size the
peak stormwater runoff leaving the site at each discharge point for the two-year
storm, ten-year storm, and twenty- five-year storm shall be no greater during
construction than for pre-development conditions. However, this regulation shall
not be applicable when the development site conforms to all of the following:
(1) The disturbed acreage is less than five (S) acres;
(2) The two-year peak discharge for the disturbed condition, for all points
of discharge, is less than ten (10) percent of the peak discharge from
the contributing watershed as measured at the nearest receiving
watercourse.
0
• (b) Exemptions
In addition to those activities exempted by §10-9003(b) and §10-9021, the
stormwater runoff control requirements of this section shall not apply to one (1)
or more of the following:
(1) The increase in peak stormwater runoff between pre-development and
post-development conditions for the two-year and ten-year and twenty-
five-year storms is ten (10) per cent or less at each point of discharge.
(2) The maximum impervious surface coverage of the lot, including any
existing impervious surfaces, is no more than fifteen (15) per cent and
the remaining pervious portions of the lot are utilized to convey and
control the stormwater runoff of the lot to the maximum extent
practical. Any lot which is exempted from the runoff control
requirements by subsection (b)(2), shall comply with all the
requirements of subsection (a) whenever:
a. The exempted lot is subdivided; or
b. The exempted lot size is reduced by recombination; or
c. Impervious surfaces on the exempted lot equal or exceed fifteen
• (15) per cent.
(3) Compliance with the runoff limitations in subsection (a) above would
result in greater adverse downstream impact, such as local flooding,
as determined by City approved engineering studies.
(4) Compliance with the ten year storm and twenty-five-year storm runoff
limitations in subsection (a) above results in no benefit to current and
future downstream development, as determined by City-approved
engineering studies.
Projects exempted by subsection (b) shall protect all affected lands and receiving
watercourses from accelerated erosion as defined in Chapter S, Part 10.
2. Nitrogen Reduction [Section 10-90221
(a) Requirements
Unless otherwise exempted by §§10-9003(b) and 10-9021, following the
application of this regulation *, no development nor any expansion of an existing
development, use, facility, building, structure, nor any new or expanded vehicular
• surface area shall contribute a nitrogen export load exceeding three and six-
tenths (3.6) pounds per acre per year.
(b) Payment to North Carolina Riparian Buffer Restoration Fund as an offset
Developers shall have the option of offsetting their nitrogen export load
limitations of subsection (a) above by paying monies to the North Carolina
Riparian Buffer Restoration Fund based on the latest fee adopted by the State.
For residential development, a one-time offset payment may be paid to the North
Carolina Riparian Buffer Restoration Fund to bring the nitrogen export load
down from six (6) pounds per acre per year to three and six-tenths (3.6) pounds
per acre per year. For all other developments, a one-time offset payment may be
paid to the North Carolina Riparian Buffer Restoration Fund to bring the
nitrogen export load down from ten (10) pounds per acre per year to three and
six-tenths (3.6) pounds per acre per year. Installation of City approved
stormwater control measures or payments or a combination of both may be used.
Residential developments which exceed nitrogen export loads of six (6) pounds
per acre per year and other developments which exceed nitrogen export loads of
ten (10) pounds per acre per year must install City approved stormwater control
measures to reduce the nitrogen export load of their development to the
applicable six (6) or ten (10) pounds per acre per year limitation to become
eligible for payment offsets. All payments are to be paid to the North Carolina
Riparian Buffer Restoration Fund at the time of subdivision recordation for those
subdivisions with an approved unified off-site stormwater control facilities plan.
• For all other developments, payments shall be paid to the North Carolina
Riparian Buffer Restoration Fund prior to the issuance of applicable development
permits.
This report contains the final design calculations detailing the expected stormwater
impacts as a result of the proposed development, along with final design of the
stormwater management facilities that will be used to mitigate the impacts. The sediment
and erosion control measures for this project are designed to detain the 2-year, 10-year,
and 25-year design storms as per the NCDENR Erosion Control Guidelines.
Calculation Methodology
1. Rainfall data for the Raleigh, NC region is from NOAA Atlas 14. This data
describes a depth-duration-frequency (DDF) table describing rainfall depth versus
time for varying return periods in the Raleigh, NC area. These rainfall depths are
input into the meteorological model within HEC-HMS for peak flow rate
calculations. Please reference the rainfall data section within this report for
additional information.
2. Using maps contained within the Wake County Soil Survey, the on- and off-site
soils were determined to contain hydrologic soil group (HSG) `B' soils, HSG `C'
soils, and HSG `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 Service Curve
Number (SCS CN).
0
Within each sub-basin, a proportion of each soil group was determined using
• NRCS Soil Survey Maps. Once a proportion was determined, a composite SCS
CN was computed for each cover condition. For example, the pre-development
condition of Sub-basin #7 consists of approximately 62.5% HSG `C' soils and
37.5% HSG `D' soils. Therefore, for the open area cover condition, the composite
SCS CN is computed as follows (assuming good condition):
Composite Open SCS CN= (0.625*74) + (0.375*80) = 76
This type of calculation was done for each of the studied sub-basins in the pre-
and post-development condition in an effort to accurately account for the
difference in runoff between HSG `B' soils, HSG `C' soils, and HSG `D' soils.
3. The time of concentration was calculated using SCS TR-55 (Segmental Approach,
1986). The Tc flow path was divided into three segments: overland flow,
concentrated flow, and channel flow. The travel time was then computed for each
segment, from which the overall time of concentration was determined by taking
the sum of each segmental time.
4. The time of concentrations to the proposed stormwater facilities are assumed to be
5 minutes in the post-development condition. This is a conservative assumption.
5. The off-site topography used in the analysis was obtained from LIDAR
information. Please refer to the pre- and post-development watershed maps for
more information. The on-site topography used in the analysis was provided by
The John R. McAdams Company, Inc.
• 6. HEC-HMS Version 2.2.1, by the U.S. Army Corps of Engineers, is used to
generate post-development peak flow rates and model the proposed stormwater
management facilities.
7. Pondpack Version 8.0, by Haestad Methods, is used to generate the stage-
discharge rating curve for the proposed stormwater management facilities. This
rating curve is then input into HEC-HMS for routing calculations.
8. The stage-discharge rating curve, stage-storage rating curve, and stage-storage
function for the proposed stormwater management facilities were all generated
outside of HEC-HMS and then input into HEC-HMS for preliminary routing
calculations.
9. For 100-year storm routing calculations, a "worst case condition" was modeled in
order to insure the proposed facilities would safely pass the 100-year storm event.
The assumptions used in this scenario are as follows:
The starting water surface elevation in the proposed wetlands, just prior to
the 100-year storm event, is at the top of riser elevation. This scenario
could occur as a result of a clogged siphon or a rainfall event that lingers
for several days. This could also occur as a result of several rainfall events
in a series, before the inverted siphon has an opportunity to draw down the
storage pool between NWSE and the riser crest elevation.
•
2. A minimum of approximately 1.0-ft of freeboard was provided between
• the peak elevation during the "worst case" scenario and the top of the dam
for the facilities.
10. Water quality sizing calculations for the proposed wetlands was performed in
accordance with the N.C. Stormwater Best Management Practices manual
(NCDENR July 2007). The wetland surface areas were sized using the runoff
volume computed using the Simple Method and a maximum ponding depth of 12-
inches.
11. Nitrogen export calculations are computed using Method 2 from the City of
Raleigh Storm Drainage Manual. This method uses known footprint areas of
wooded, open, and impervious surfaces. Please note that since the development
proposed on this site will be classified as "other development" with regards to
nitrogen export calculations, the site will be required to adhere to a maximum
nitrogen export of 10.0 lbs/ac/yr before' a one-time offset payment to the N.C.
Ecosystem Enhancement Program will be allowed by the City of Raleigh.
Discussion of Results
If the development on this tract is built as proposed within this report, then the
requirements set forth in Section 10, Chapter 9 of the City of Raleigh regulations will be
met with the proposed stormwater management facilities. However, modifications to the
proposed development may require that this analysis be revised. Some modifications that
would require this analysis to be revised include:
• 1. The proposed site impervious surface exceeds the amount accounted for in this
report.
2. The post-development watershed breaks change significantly from those used to
prepare this report.
The above modifications may result in the assumptions within this report becoming
invalid. The computations within this report will need to be revisited if any of the above
conditions become apparent as development of the proposed site moves forward.
0
BRIER CREEK APARTMENTS SUMMARY OF RESULTS B. IHNATOLYA, PE
EPH-10000 1/6/2011
. SUBBASIN #1
Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year 1.2 0.7 -41.7% 0.7
10-Year 3.0 2.0 -33.3% 2.0
SUBBASIN #2
Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year 0.4 0.3 -25.0% 0.3
10-Year 0.7 0.5 -28.6% 0.5
SUBBASIN #3
Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year 33.3 29.7 -10.8% 60.9
10-Year 52.6 52.5 -0.2% 87.3
SUBBASIN #4
Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year 1.7 0.0 -100.0% 0.0
10-Year 3.4 0.0 -100.0% 0.0
SUBBASIN #5
• Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year 2.2 2.2 0.0% 2.2
10-Year 4.3 3.5 -18.6% 3.5
SUBBASIN #6
Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year 0.6 0.1 -83.3% 0.1
10-Year 1.3 0.2 -84.6% 0.2
SUBBASIN #7
Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year 10.0 6.6 -34.0% 31.3
10-Year 17.7 15.1 -14.7% 45.3
SUBBASIN #8
Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year 0.9 0.6 -33.3% 0.6
10-Year 1.6 1.0 -37.5% 1.0
SUBBASIN #9
Return Period Pre Development
[cfs] Post Development w/Detention
[cfs] % Increase
[%] Post Development w/out Detention
[cfs]
2-Year
• 0.6 0.6 0.0% 0.6
10-Year 1.1 0.9 -18.2% 0.9
BRIER CREEK APARTMENTS SUMMARY OF RESULTS
EPH-10000
B. IHNATOLYA, PE
1/6/2011
US= I
• Total Nitrogen Analysis Area = 17.79 acres
Max. TN-Export w/o Offset Payment = 64.04 lbs/yr
3.60 lbs/ac/yr
Computed TN-Export After Treatment = 123.91 lbs/yr
6.97 lbs/ac/yr
TN-Export Requiring Offset Payment = 59.87 lbs/yr
Facility Lifetime = 30 years
TN-Export Reauirin2 Offset Payment = 1796.11 Ibs
Design Drainage Area = 7.80 acres
Design Impervious Area = 4.94 acres
Top of Dam = 350.00 ft
Orifice Diameter = 2 inches
Orifice Invert = 346.00 ft
Riser Size = 4x4 ft
Riser Crest = 347.80 ft
is Barrel Diameter = 24 inches
# of Barrels = 1
Invert In = 343.20 feet
Invert Out = 342.40 feet
Length = 70 feet
Slope = 0.0114 ft/ft
Return Period Inflow [cfs] Outflow [cfs] PeakfWSEL Freeboard [ft]
2-Year 33.03 3.90 347.87 2.13
10-Year 45.89 19.31 348.29 1.71
100-Year 58.84 28.31 348.80 1.20
100-Year WC 58.84 28.58 348.92 1.08
C
BRIER CREEK APARTMENTS SUMMARY OF RESULTS
EPH-10000
• Design Drainage Area = 8.12 acres
Design Impervious Area = 4.13 acres
Top of Dam = 363.00 ft
Orifice Diameter = 2 inches
Orifice Invert = 358.00 ft
Riser Size = 4x4 ft
Riser Crest = 360.40 ft
Barrel Diameter = 24 inches
# of Barrels = 1
Invert In = 354.30 feet
Invert Out = 354.00 feet
Length = 50 feet
Slope = 0.0060 ft/ft
B. IHNATOLYA, PE
1/6/2011
Return Period Inflow [cfs] Outflow [cfs] PeakfWSEL Freeboard [ft]
2-Year 31.02 6.58 359.80 3.20
10-Year 44.81 14.88 360.63 2.37
100-Year 59.02 34.51 361.11 1.89
100-Year WC 59.02 38.05 361.47 1.53

r?
•
•
1 MISCELLANEOUS SITE DATA
2 PRECIPITATION DATA
3 WATERSHED SOIL DATA
PRE-DEVELOPMENT
4 HYDROLOGIC CALCULATIONS
POST-DEVELOPMENT
5 HYDROLOGIC CALCULATIONS
NITROGEN EXPORT
6 CALCULATIONS
FINAL STORMWATER
MANAGEMENT FACILITY DESIGN
7 CALCULATIONS (STORMWATER
WETLAND #1)
FINAL STORMWATER
MANAGEMENT FACILITY DESIGN
8 CALCULATIONS (STORMWATER
WETLAND #2)
•
MISCELLANEOUS SITE DATA

0
THE JAMISON AT BRIER CREEK
EPH-10000
Name of Stream Description Curr. Class Date Basin Stream Index #
Beaverdam Creek From source to C;NSW 05/01/88 Neuse 27-33-15
Crabtree Creek
thwest Prong From source to C;NSW 05/01/88 Neuse 27-33-15-1
?verdam Creek Beaverdam Creek
Southeast Prong From source to C;NSW 05/01/88 Neuse 27-33-15-2
Beaverdam Creek Beaverdam Creek
Oxford Branch From source to C;NSW 05/01/88 Neuse 27-33-16
Crabtree Creek
Big Branch From source to C;NSW 05/01/88 Neuse 27-33-17
Crabtree Creek
Hog Pen Branch From source to dam at B;NSW 05/01/88 Neuse 27-33-17-1-(1)
Doak Day Camp Lake
Hog Pen Branch From dam at Doak Day C;NSW 05/01/88 Neuse 27-33-17-1-(2)
Camp Lake to Big Branch
Pigeon House From source to C;NSW 05/01/88 Neuse 27-33-18
Branch Crabtree Creek
Williamson Branch From source to Pigeon C;NSW 05/01/88 Neuse 27-33-18-1
House Branch
Cemetery Branch From source to Pigeon C;NSW 05/01/88 Neuse 27-33-18-2
House Branch
Bridges Branch From source to C;NSW 05/01/88 Neuse 27-33-19
Crabtree Creek
Turkey Creek From source to C;NSW 05/01/88 Neuse 27-33-2
Crabtree Creek
Marsh Creek From source to C;NSW 05/01/88 Neuse 27-33-20
Crabtree Creek
man Lake Entire lake and C;NSW 05/01/88 Neuse 27-33-20-1
connecting stream to
Marsh Creek
Pews Pond Entire pond and C;NSW 05/01/88 Neuse 27-33-20-2
connecting stream to
Marsh Creek
Longview Branch From source to C;NSW 05/01/88 Neuse 27-33-21
Crabtree Creek
Carolina Lake Entire lake and C;NSW 05/01/88 Neuse 27-33-22
connecting stream to
Crabtree Creek
Coles Branch From source to C;NSW 05/01/88 Neuse 27-33-3
Crabtree Creek
South Fork Coles From source to Coles C;NSW 05/01/88 Neuse 27-33-3-1
Branch Branch
Brier Creek From source to C;NSW 05/01/88 Neuse 27-33-4
Crabtree Lake,
Crabtree Cr.
Little Brier From source to Brier C;NSW 05/01/88 Neuse 27-33-4-1
Creek Creek
Stirrup Iron From source to Brier C;NSW 05/01/88 Neuse 27-33-4-2
Creek Creek
Black Creek From source to C;NSW 05/01/88 Neuse 27-33-5
Crabtree Lake,
• Crabtree Cr.
Page 8 of 13 2010-09-11 07:08:53
Copyright (C) 1998, Maptech, Inc
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PRECIPITATION DATA
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THE JAMISON AT BRIER CREEK
EPH-10000
Precipitation Frequency Data Server
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAH ATLAS 14 •, T.-
•
North Carolina 35.5994990 N 78.8104415 W 351 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Mon Nov 22 2010
Page 1 of 4
ARI* 5 10 15 30 60 120 12 24 10 20 30 45 60
(years) min min min min min min 3 hr 6 hr hr hr 48 hr 4 day 7 day
* Upper bound of the 90% confidence interval
Precipitation Fre quency Estimates (inches)
ARI 5 10 F115 F30, F60, 120 3 6 12 24 F 4 7
[
] F20 30 45

min
I
min
min
hr
hr
hr
hr hr
day
day [:]
day
day
day day
1:1
0.43 0.69 0.86 1.18 1.47 1.71 1.81 2.19 2.59 3.04 3.52 3.91 4.51 5.12 6.82 8.45 10.71 12.81
0 0.50 0.81 1.01 1.40 1.75 2.04 2.17 2.62 3.10 3.67 4.23 4.68 5.37 6.08 8.05 9.93 12.52 14.94
0 0.58 0.92 1.17
1.6
6 2.13 2.52 2.68 3.23 3.83 4.58 5.24 5.75 6.52 7.29 9.50 11.53 14.32 1
6.83
10 0.64 1.02 1.29
1.8
7 2.44 2.90 3.11 3.75 4.48 5.28 6.01 6.59 7.43
8.23
10.66
12.77
15.72 18.33
25 0.70 1.12 1.42 2.10 2.80 3.37 3.65 4.41 5.31 6.25 7.05 7.73 8.66 9.52 12.24 14.43 17.56 20.22
50 0.75 1.19 1.51 2.27 3.08 3.75 4.10 4.97 6.00 7.00 7.86 8.63 9.64 10.54 13.49 15.70 18.97 21.68
100 0.79 1.25 1.59 2.43 3.35 4.12 4.54 5.52 6.72 7.78 8.70 9.55 10.64 11.56 14.77 16.98 20.38 23.08
200 0.82 1.31 1.65 2.571 3 60 4.47 4.98 6.10 7.47 8.58 9.53 10.47 11.67 12.62 16.07 18.26 21.75 24.43
500 0.86 1.36 1.72 2.73 3.92 4.93 5.58 6.87 8.50 9.66 10.67 11.74 13.06 14.03 17.83 19.98 23.59 26.18
1000 0.89 1.41 1.76 2.86 4.17 5.30 6.08 7.53 9.40 10.52 11.54 12.74 14.15 15.13 19.22 21.29 24.98 27.48
[it: upper uounu or me conoaence mtervar at vu -/o commence never is me varue wmcn o% or me srmmateo quanvie vawes for a given frequency are greater than.
" These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 15 30 60 120 3 6 12 11 24 M41 4 7 [:]F
20 45 IWM
s) min min min min !JLTi2j min hr hr hr hr day day da
y day day day
WI 0.36 0.58 0.72 0.99 1.24 1.43 1.52 1.85 2.20 2.66 3.05 3.42 3.97 4.51 6.03 7.49 9.62 11.59
http://dipper.nws.noaa.gov/cgi-binlhdscibuildout.perl?type=pf&units=us&series=pd&statename=NORT... 11/22/2010
precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
P?fier to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Precipitation Frequency Data Server
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.8994990 N 78.8104415 W 351 Ft
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Mon Nov 22 08:40:49 2010
•
Duration
5-min - 30-min 3-hr -e 24-hr 7-day 30-day -e-
10-min -+- 60-min t:- 6-hr 48-hr= 10-day - 45-day
15-min - 120-m 12-hr 4-day 20-day 60-day --9-
5 10 25 50 100 200 500 1000
Average Recurrence Interval (years)
Page 2 of 4
http://dipper.nws. noaa.gov/cgi-binlhdsc/buildout.perl?type=pf&units=us&series=pd&statename=NORT... 11/22/2010
These precipitation frequency estimates are based on a partial duration maxima series. ARt is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of ta?
Precipitation Frequency Data Server
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.8994990 N 78.$i04415 W 351 ft
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Related Information
Maps & Aerials
Click here to see topographic maps and aerial photographs available for this location from Microsoft Research Mans
Watershed/Streamflow Information
Page 3 of 4
Click here to see watershed and streamflow information available for this location from the U.S. Environmental Protection Agency's site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within:
+/-30 minutes 1 or +/-1 degree of this location. Digital ASCII data can be obtained directly from NCD4C.
Note: Precipitation frequency results are based on analysis of precipitation data from a variety of sources, but largely NCDC. The following
links provide general information about observing sites in the area, regardless of if their data was used in this study. For detailed information
ab=the stations used in this study, please refer to the matching documentation available at the PF Document page
National Oceanic and Atmospheric Administration
http://dipper.nws.noaa.gov/cgi-binlhdsc/buildout.perl?type=pf&units=us&series=pd&statenaine=NORT... 11/22/2010
Precipitation Frequency Data Server
POINT PRECIPITATION
FREQUENCY ESTIMATES
F
ROM NOAA ATLAS 14
North Carolina 35.8994990 N 78.8104415 W 351 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Mon Nov 22 2010
Page 1 of 4
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
AEP**
(1-in- 5
min 10
in 15
min 30
min 60
min 120
min 3
hr 6
hr 12
hr 24
hr 48
hr 4
day 7
day 10
day 20
day 30
day :day 5 60
day
0 0.46 0.74 0.93 1.29 1.62 1.88 2.00 2.41 2.85 3.38 3.90 4.31 4.95 5.60 7.41 9.14 11.53 13.75
0.56 0.90 1.14 1.62 2.08 2.46 2.62 3.15 3.74 4.47 5.12 5.62 6.38 7.13 9.29 11.27 14.00 16.45
10 0.63 1.01 1.28 1.86 2.42 2.87 3.08 3.71 4.43 5.23 5.95 6.53 7.35 8.15 10.56 12.64 15.57 18.15
25 0.70 1.12 1.42 2.10 2.79 3.36 3.63 4.39 5.29 6.22 7.03 7.70 8.62 9.48 12.14 14.37 17.49 20.14
50 0.75 1.19 1.50 2.2b 3.07 3.74 4.08 4.95 5.98 6.97 7.83 8.59 9.60 10.49 13.44 15.63 18.89 21.59
100 0.79 1.25 1.58 2.42 3.33 4.10 4.52 5.50 6.69 7.75 8.66 9.51 10.60 11.52
I
14.71
16.91
2030 .
22.99
200 0.82 1.30 1.64 2.56 3.59 4.46 4.96 6.07 7.44 8.55 9.49 10.43 11.62 12.57 16.01 18.19 21.66 24.34
500 0.86 1.36 1.71 2.72 3.90 4.91 5.56 6.84 8.47 9.62 10.63 11.69 13.01 13.97 17.76 19.90 23.49 26.08
1000 0.89 1.40 1.76 2.84 4.15 5.28 6.05 7.49 9.36 10.48 11.50 12.69 14.09 15.07 19.14 21.20 '4,?8 ?7.37
F,-. uuf I' ' "1-1 Ucll,e 11K=Val at ve%oewmuaaax over is are value wnicn a w or me srmuratea quanare values Tor a given Trequency are greater tnan.
These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
-EP**
(1-in- 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
min min min min min min hr hr hr hr hr day day day day day day day
0.39 0.62 0.78 1.08 1.36 1.58 1.68 2.04 2.43 2.95 3.39 3.77 4.36 4.93 6.54 8.10 10.37 12.44
http://dipper.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=am&statename=NORT... 11/22/2010
* These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Prefer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to aooear as zero.
Precipitation Frequency Data Server
Page 2 of 4
L 5? 0.48 1 10.76 0.96 1.37 1.76 2.05 2.19 2.66 3.18 3.91 4.45 4.91 5.61 6.28 8.19 9.97 12.58 14.88
n 0.53 0.85 1.08 1.56 2.03 2.39 2.57 3.13 3.76 4.57 5.16 5.69 6.47 7.18 9.28 11.18 13.98 16.37
0.59 0.94 1.19 1.76 2.34 2.78 3.02 3.69 4.47] F54-1] F7 6. 7.56 8.32 10.69 12.66 15.66 18.13
50 0.62 0.99 1.26 1.90 2.57 3.09 3.38 4.14 5.04 6.05 6.75 7.43 8.38 9.18 11.73 13.74 16.87 19.38
100 0.65 1.04
1.31
2.01
2.77
3.36 3.71 4.5
7
5.59
6.70
7.43
8.18
9.20
10.03
12.77
14.80
18.03
20.56'1'
200 0.68 1.08 1.36 2.11 2.96 3.63 4.05 5.00 6.15 7.35 8.11 8.94 10.03 10.89 13.82 15.85 1918 .21.70
500 0.70
1000 0.72 1.11 1.40 2.23 3.20
1.14 1.43 2.31 3.37 3.97 4.48
4.23 4.83 5.56 6.88 8.23 9.02 9.96 11.15 12.03
6.01 7.49 8.91 9.72 10.73 12.01 12.89 15.23 17.21 20.66 23.15
16.31 18.25 21.77 24.21
I he lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are lea than.
These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables
Annual Maxima based Point Precipitation Frequency Estimates - Version: 3
35.8994990 N 78.8104415 W 351 fit
26
25
24
23
22
21
20
19
18
17
L 16
5
4
0 13
12
4 10 11
Q 10
.8 9
L 8
a 7
6
5
4
3
2
1
0
2 5
Mon Nov 22 08:41:58 2010
•
Duration
5-min - 30-min 3-hr -0- 24-hr 7-day + 30-day -
J-i0-min -+- 60-min 6-hr 48-hr 10-day -: 45-day
15-min 120-m 12-hr 4-day 20-day 60-day --e-
10 25 50 100 200 500 1000
Annual Exceedance Probability (1-in-Y)
http://dipper.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=am&statename=NORT... 11/22/2010
Precipitation Frequency Data Server
05
24
23
22
21
20
19
18
17
-45- 16
15
14
13
12
11
10
9
L 6
a 7
6
5
4
3
2
1
0
Annual Maxima based Point Precipitation Frequency Estimates - Version: 3
35.8994990 N 78.6104415 W 351 ft
c
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ICS c
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ICS
14 c

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Mon Nov 22 06: 41:58 2010
•
1 1 CV M It ?O OD N QO ct 0 CO I I I I I I I I 1 I
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w v, Duration ?q -4 c1 m qt 5O
Annual Exceedance Probability
U-in-Y)
1 in 2 + 1 in 10 1 in 50 1 in 200 1 in 1000
1 in 5 - 1 to 25 -B 1 in 100 - 1 in 500
Related Information
Maps & Aerials
Click here to see topographic maps and aerial photographs available for this location from Microsoft Research Mans
Watershed/Streamflow Information
Page 3 of 4
Click here to see watershed and streamflow information available for this location from the U.S. Environmental Protection Agency's site
Climate Data Sources
National Climatic Data Center (NCDC) database
Locate NCDC climate stations within:
+/-30 minutes I or +/-1 degree I of this location. Digital ASCII data can be obtained directly from NCDC.
Note: Precipitation frequency results are based on analysis ofprecipitation data from a variety of sources, but largely NCDC. The following
links provide general information about observing sites in the area, regardless of if their data was used in this study. For detailed information
Aethe stations used in this study, please refer to the matching documentation available at the PF Document page
r)artment of Commerce
National Oceanic and Atmospheric Administration
http://dipper.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=am&statename=NORT... 11/22/2010
•
WATERSHED SOIL DATA
0
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BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #1
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
Cm Chewacla Soils B
CrC2 Creedmoor Sandy Loam C
References:
1 SOIL SURVEY: WAKE COUNTY. NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
0
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #2
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
References:
1 SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #3A
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrB Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
Ws132 White Store Sandy Loam D
WsE White Store Sandy Loam D
References:
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
E

BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #3B
• _> Site soils from the Wake County Soil Survey
References:
Symbol Name Soil Classification
CrB2 Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
CrE Creedmoor Sandy Loam C
Gu Gullied Land D
WsB2 White Store Sandy Loam D
WVD3 White Store Clay Loam D
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
:7
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #4
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrB Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
References:
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
E
0
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #5
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrB Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
CrE Creedmoor Sandy Loam C
References:
1 SOIL SURVEY: WAKE COUNTY. NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
•
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #6
• _> Site soils from the Wake County Soil Survey
References:
1
2
•
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
CrE Creedmoor Sandy Loam C
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
SCS TR-SS. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #7
• _> Site soils from the Wake County Soil Survey
References:
Symbol Name Soil Classification
CrB Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
CrE Creedmoor Sandy Loam C
Gu Gullied Land D
WsB2 White Store Sandy Loam D
WvD3 White Store Clay Loam D
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
.7
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
PRE-DEVELOPMENT-SUBBASIN #8
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
WvD3 White Store Clay Loam D
References:
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
11
0
BRIER CREEK APARTMENTS WATERSHED SOIL
EPH-10000 INFORMATION
PRE-DEVELOPMENT-SUBBASIN #9
• _> Site soils from the Wake County Soil Survey
B. IHNATOLYA, PE
11/22/2010
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
WsE White Store Sandy Loam D
References:
1 SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
is
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
POST-DEVELOPMENT-SUBBASIN #1
• => Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
Cm Chewacla Soils B
CrC2 Creedmoor Sandy Loam C
References:
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
0
BRIER CREEK APARTMENTS WATERSHED SOIL
EPH-10000 INFORMATION
POST-DEVELOPMENT-SUBBASIN #2
• => Site soils from the Wake County Soil Survey
B. IHNATOLYA, PE
11/22/2010
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
References:
1 SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
0
0
BRIER CREEK APARTMENTS WATERSHED SOIL
EPH-10000 INFORMATION
POST-DEVELOPMENT-SUBBASIN #3A-TO POND
• _> Site soils from the Wake County Soil Survey
B. IHNATOLYA, PE
11/22/2010
Symbol Name Soil Classification
Cm Chewacla Soils B
CrB Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
Ws132 White Store Sandy Loam D
WsE White Store Sandy Loam D
References:
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
0

BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
POST-DEVELOPMENT-SUBBASIN #3A-BYPASS
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrB Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
Ws132 White Store Sandy Loam D
References:
1 SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
t
0
BRIER CREEK APARTMENTS WATERSHED SOIL
EPH-10000 INFORMATION
POST-DEVELOPMENT-SUBBASIN #311
• _> Site soils from the Wake County Soil Survey
B. IHNATOLYA, PE
11/22/2010
Symbol Name Soil Classification
CrB Creedmoor Sandy Loam C
CrB2 Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
CrE Creedmoor Sandy Loam C
Gu Gullied Land D
Ws132 White Store Sandy Loam D
WVD3 White Store Clay Loam D
References:
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
0
0
BRIER CREEK APARTMENTS WATERSHED SOIL
EPH-10000 INFORMATION
POST-DEVELOPMENT-SUBBASIN #5
• _> Site soils from the Wake County Soil Survey
B. IHNATOLYA, PE
11/22/2010
Symbol Name Soil Classification
CrB Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
CrE Creedmoor Sandy Loam C
References:
SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

E?,
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
POST-DEVELOPMENT-SUBBASIN #6
• => Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
CrE Creedmoor Sandy Loam C
References:
1 SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.

0
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
POST-DEVELOPMENT-SUBBASIN #7-TO POND
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrB Creedmoor Sandy Loam C
CrC2 Creedmoor Sandy Loam C
CrE Creedmoor Sandy Loam C
Gu Gullied Land D
Ws132 White Store Sandy Loam D
WvD3 White Store Clay Loam D
References:
SOIL SURVEY: WAKE COUNTY. NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
0
BRIER CREEK APARTMENTS WATERSHED SOIL
EPH-10000 INFORMATION
POST-DEVELOPMENT-SUBBASIN #7-BYPASS
is _> Site soils from the Wake County Soil Survey
B. IHNATOLYA, PE
11/22/2010
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
References:
1 SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
0
0
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
POST-DEVELOPMENT-SUBBASIN #8
• _> Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
WvD3 White Store Clay Loam D
References:
1 SOIL SURVEY: WAKE COUNTY. NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
0
E
BRIER CREEK APARTMENTS WATERSHED SOIL B. IHNATOLYA, PE
EPH-10000 INFORMATION 11/22/2010
POST-DEVELOPMENT-SUBBASIN #9
• => Site soils from the Wake County Soil Survey
Symbol Name Soil Classification
CrC2 Creedmoor Sandy Loam C
WsE White Store Sandy Loam D
References:
1 SOIL SURVEY: WAKE COUNTY, NORTH CAROLINA. UNITED STATES
DEPARTMENT OF AGRICULTURE: SOIL CONSERVATION SERVICE (IN
COOPERATION WITH NORTH CAROLINA AGRICULTURE EXPERIMENT
STATION).
2 SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
•
C

PRE-DEVELOPMENT HYDROLOGIC
CALCULATIONS
0
0
THE JAMISON AT BRIER CREEK
EPH-10000
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? E' H
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS
EPH-10000 Pre-development - Subbasin #1
1. SCS CURVE NUMBERS
?
HSG Impervious j
Open Wooded
A 98 39 -- 30
B 98 61
C 1.__..w_ 74 ?. 70
D 98 80 1 77

Assume. HSG'A' = 0.0%
HSG'B' = 53.7%
HSG'C' = 46.3%
HSG'D' = 0.0%

Cover Condition SCS CN ; Comments
Impervious
en ?? _
67 Assume good condition
T
Wooded 62 Assume good condition
II. PRE-DEVELOPMENT

A. Watershed Breakdown
Contributing Area SCS CN j Area [acres]
Onsite impervious 98 6.66
Onsite open 67 0.37
Onsite wooded 62 1.58
Onsite pond 106 _
0.00
_._._
Offsite impervious
?Offsite open 67 J
0.01

Offsite wooded 62 _
_
0.00
?
Offsite pond.: ) .,... ,. _ 100 ,. . ,mi ... 0.00
Total area = 1.96 acres
0.0031 sq.mi.
Composite SCS CN = 62.9
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Comments
B. IHNATOLYA, PE
11/22/2010
Assume good condition -
Assume good condition
Assumegood condition
Assume good condition
Length = 100 ft
Height = 4.93 ft
Slope = 0.0493 ft/ft
Manning's n = 0.40 Wooded
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 14.48 minutes
0
Segment 2: Concentrated Flow
Length = 155.33 ft
Height = 12.88 ft
Slope = 0.0829 ft/ft
Paved ? = No
Velocity = 4.65 ft/sec
Segment Time = 0.56 minutes
Time of Concentration = 15.03 minutes
SCS Lag Time = 9.02 minutes (SCS Lag = 0.6* Tc)
0.1503 hours
Time Increment = 2.62 minutes (= 0.29*SCS Lag)
•
0
•
THE JAMISON AT BRIER CREEK
EPH-10000
Assume:
HYDROLOGIC CALCULATIONS
Pre-development - Subbasin #2
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 100.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Offsite impervious 98 0.00 -
Onsite open 74 0.05 Assume good condition
Onsite wooded 70 0.30 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 0.35 acres
0.0005 sq.mi.
Composite SCS CN = 70.6
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100 ft
Height = 4.57 ft
Slope = 0.0457 ft/ft
Manning's n = 0.40 Wooded
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 14.93 minutes
Time of Concentration = 15.69 minutes
SCS Lag Time = 9.41 minutes (SCS Lag = 0.6* Tc)
0.1569 hours
Time Increment = 2.73 minutes = 0.29*SCS Lag)
B. IHNATOLYA, PE
11/22/2010
Segment 2: Concentrated Flow
Length = 148.71 ft
Height = 6.12 ft
Slope = 0.0411 ft/ft
Paved ? = No
Velocity = 3.27 ft/sec
Segment Time = 0.76 minutes
•
•
THE JAMISON AT BRIER CREEK
EPH-10000
Assume:
HYDROLOGIC CALCULATIONS
Pre-development - Subbasin #3A
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 83.9%
HSG'D' = 16.1%
Cover Condition SCS CN Comments
Impervious 98
Open 75 Assume good condition
Wooded 71 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 75 0.57 Assume good condition
Onsite wooded 71 5.05 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 75 0.01 Assume good condition
Offsite wooded 71 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 5.64 acres
0.0088 sq.mi.
Composite SCS CN = 71.5
% Impervious = 0.1%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100 ft
Height = 3.16 ft
Slope = 0.0316 ft/ft
Manning's n = 0.24 Dense Grasses
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 11.49 minutes
B. IHNATOLYA, PE
11/22/2010
Segment 2: Concentrated Flow
Length = 114.66 ft
Height = 10.76 ft
Slope = 0.0938 ft/ft
Paved ? = No
Velocity = 4.94 ft/sec
Segment Time = 0.39 minutes
•
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
EPH-10000 Pre-development - Subbasin UA 11/22/2010
• Segment 3: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
660.23 ft
18.73 ft
0.0284 ft/ft
0.045 channel
6.00 sf (3'x2' channel)
7.00 ft (3'x2' channel)
5.03 ft/sec
2.19 minutes
Time of Concentration = 14.07 minutes
SCS Lag Time = 8.44 minutes (SCS Lag = 0.6* Tc)
= 0.1407 hours
Time Increment = 2.45 minutes = 0.29*SCS La
•
is
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS
EPH-10000 Pre-development - Subbasin #3B
1. SCS CURVE NUMBERS

HSG Impervious j Open Wooded
--
A 7 98
39
30
_
_
61 55
70
7
Ci...__..._.._..98_.._._._ 4
80
Assume. HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 75.7%
HSG'D' = 24.3%

Cover Condition ? SCS CN ? Comments
Impervious
? 98 ? -
_ ?
Open 75 Assume good condition
Wooded 72 Assume good condition
II. PRE-DEVELOPMENT
A. Watershed Breakdown
Contributing Area ' SCS CN
-Onsite impervious 98
_
Onsite open _ _
75

Onsite wooded -
72
Onsite_pond 100
Offsite impervious _
_ 98

Offsite.?pen _ -
_
75
Offsite wooded 72
Offsite pond 100
Total area = 8.04
0.0126
Composite SCS CN = 85.8
% Impervious = 48.8%
Area [acres] Comments

0.00 1 - Assume good condition_
0.00 Assume good condition J
_.......0.00
3.92

2.80 __-
r Assume good condition
1.32 Assumekood condition
0 00 -
acres
sq.mi.
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
B. IHNATOLYA, PE
11/22/2010
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 7 ft
Height = 4.50 ft Height = 0.20 ft
Slope = 0.0450 ft/ft Slope = 0.0286 ft/ft
Manning's n = 0.10 Dense Grasses/Smooth S urfaces Paved ? = Yes
P (2-year/24-hour) = 3.42 inches (RDU, NC) Velocity = 3.44 ft/sec
Segment Time = 4.89 minutes Segment Time = 0.03 minutes
•
THE JAMISON AT BRIER CREEK
EPH-10000
• Segment 3:30" RCP
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Hydraulic Radius =
Channel Velocity =
Segment Time
HYDROLOGIC CALCULATIONS
Pre-development - Subbasin #3B
Segment 4:30" RCP
532.59 ft Length = 437.24
5.3259 ft Height = 18
0.0100 ft/ft Slope = 0.0412
0.013 RCP Manning's n = 0.013
4.91 sf (Assume a 30" RCP) Flow Area = 4.91
7.85 ft (Assume a 30" RCP) Wetted Perimeter = 7.85
0.63 ft Hydraulic Radius = 0.63
8.38 ft/sec Channel Velocity = 17.00
1.06 minutes Segment Time = 0.43
B. IHNATOLYA, PE
11/22/2010
ft
ft
ft/ft
RCP
sf (Assume a 30" RCP)
ft (Assume a 30" RCP)
ft
ft/sec
minutes
Time of Concentration = 6.41 minutes
SCS Lag Time = 3.85 minutes (SCS Lag = 0.6* Tc)
0.0641 hours
Time Increment = 1.12 minutes = 0.29*SCS Lag)
0
is
E
•
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS
EPH-10000 Pre-development - Subbasin #4
Assume.
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 100.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 74 0.00 Assume good condition
Onsite wooded 70 1.72 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 1.73 acres
0.0027 sq.mi.
Composite SCS CN = 70.0
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100 ft
Height = 2.61 ft
Slope = 0.0261 ft/ft
Manning's n = 0.40 Wooded
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 18.67 minutes
B. IHNATOLYA, PE
11/22/2010
Segment 2: Concentrated Flow
Length = 273.37 ft
Height = 21.81 ft
Slope = 0.0798 ft/ft
Paved ? = No
Velocity = 4.56 ft/sec
Segment Time = 1.00 minutes
0
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
EPH-10000 Pre-development - Subbasin #4 11/22/2010
• Segment 3: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
100.02 ft
6.00 ft
0.0600 ft/ft
0.045 channel
2.00 sf (2'xF channel)
4.00 ft (2'x1' channel)
5.11 ft/sec
0.33 minutes
Time of Concentration = 20.00 minutes
SCS Lag Time = 12.00 minutes (SCS Lag = 0.6* Tc)
0.2000 hours
Time Increment = 3.48 minutes = 0.29*SCS La
C7

•
•
•
THE JAMISON AT BRIER CREEK
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Pre-development - Subbasin #5
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 100.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 74 0.18 Assume good condition
Onsite wooded 70 1.71 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
1.89 acres
0.0030 sq.mi.
70.4
0.0%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100 ft
Height = 4.67 ft
Slope = 0.0467 ft/ft
Manning's n = 0.40 Wooded
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 14.80 minutes
Time of Concentration = 15.38 minutes
SCS Lag Time = 9.23 minutes (SCS Lag = 0.6* Tc)
0.1538 hours
Time Increment = 2.68 minutes = 0.29*SCS La
B. IHNATOLYA, PE
11/22/2010
Segment 2: Concentrated Flow
Length = 194.52 ft
Height = 22.87 ft
Slope = 0.1176 ft/ft
Paved ? = No
Velocity = 5.53 ft/sec
Segment Time = 0.59 minutes
•
•
0
THE JAMISON AT BRIER CREEK
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Pre-development - Subbasin #6
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 100.0%
HSG 'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 74 0.00 Assume good condition
Onsite wooded 70 0.59 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 0.59 acres
0.0009 sq.mi.
Composite SCS CN = 70.0
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100 ft
Height = 4.60 ft
Slope = 0.0460 ft/ft
Manning's n = 0.40 Wooded
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 14.89 minutes
Time of Concentration = 15.13 minutes
SCS Lag Time = 9.08 minutes (SCS Lag = 0.6* Tc)
0.1513 hours
Time Increment = 2.63 minutes = 0.29*SCS La
B. IHNATOLYA, PE
11/22/2010
Segment 2: Concentrated Flow
Length = 63 ft
Height = 4.54 ft
Slope = 0.0720 ft/ft
Paved ? = No
Velocity = 4.33 ft/sec
Segment Time = 0.24 minutes
•
•
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 76 0.75 Assume good condition
Onsite wooded 73 3.63 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.46 -
Offsite open 76 0.77 Assume good condition
Offsite wooded 73 0.64 Assume good condition
Offsite and 100 0.00 -
Total area = 6.25 acres
0.0098 sq.mi.
THE JAMISON AT BRIER CREEK
EPH-10000
Assume:
HYDROLOGIC CALCULATIONS
Pre-development - Subbasin #7
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 62.5%
HSG'D' = 37.5%
Cover Condition SCS CN Comments
Impervious 98
Open 76 Assume good condition
Wooded 73 Assume good condition
A. Watershed Breakdown
Composite SCS CN = 75.4
% Impervious = 7.3%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-SS.
Segment 1: Overland Flow
Length = 100 ft
Height = 2.77 ft
Slope = 0.0277 ft/ft
Manning's n = 0.24 Dense Grasses
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 12.11 minutes
B. IHNATOLYA, PE
11/22/2010
Segment 2: Concentrated Flow
Length = 152.75 ft
Height = 10.08 ft
Slope = 0.0660 ft/ft
Paved ? = No
Velocity = 4.14 ft/sec
Segment Time = 0.61 minutes
0
•
THE JAMISON AT BRIER CREEK
EPH-10000
Segment 3: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
HYDROLOGIC CALCULATIONS
Pre-development - Subbasin #7
387.71 ft
21.4828 ft
0.0554 ft/ft
0.045 channel
2.00 sf (2'xl' channel)
4.00 ft (2'x1' channel)
4.91 ft/sec
1.32 minutes
B. IHNATOLYA, PE
11/22/2010
Time of Concentration = 14.04 minutes
SCS Lag Time = 8.42 minutes (SCS Lag = 0.6* Tc)
0.1404 hours
Time Increment = 2.44 minutes (= 0.29*SCS Lag)
•
Segment Time =
C?
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS
EPH-10000 Pre-development - Subbasin #8
• 1. SCS CURVE NUMBERS
HSG Impervious Open Wooded
A 98 30
B 98 61 55
C 98 74 ; 70
D 98 80 77
Assume: HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 68.6%
HSG'D' = 31.4%
Cover Condition - SCS RCN Comments
Impervious 1 98
Y
Open
Y 76 Assume good condition
Wooded 72 Assume good condition
•
11. PRE-DEVELOPMENT
A. Watershed Breakdown
B. IHNATOLYA, PE
11/22/2010

Contributing Area i
SCS CN Area [acres] 1
Comments
Onsite impervious 98 0 00

nsite open

6 0.25 - __.

.
- ------ - ------
Assume good condition

Onsite wooded
72 0.26 1 _
Assume good condition

Onsitepond
-____.-__
100 0.00 _
O_site impervious 98 0.00
w
_
Offsite open _
0.00
S 76 Assume good condition
Offsite wooded _
v ?72 0.00 Assume good condition

Offsite pond
100 0.00 _.?
Total area =
Composite SCS CN =
% Impervious =
0.51 acres
0.0008 sq.mi.
74.0
0.0%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length =
Height =
Slope =
Manning's n =
P (2-year/24-hour) =
Segment Time =
100 ft
6.4228 ft
0.0642 ft/ft
0.24 Dense Grasses
3.42 inches (RDU, NC)
8.66 minutes
Segment 2: Concentrated Flow
Length = 128.09 ft
Height = 11.0772 ft
Slope = 0.0865 ft/ft
Paved ? = No
Velocity = 4.74 ft/sec
Segment Time = 0.45 minutes
C7
•
THE JAMISON AT BRIER CREEK
EPH-10000
Segment 3: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
HYDROLOGIC CALCULATIONS
Pre-development - Subbasin #8
29.37 ft
1.3036 ft
0.0444 ft/ft
0.045 channel
4.00 sf (2'x2' channel)
6.00 ft (2'x2' channel)
5.32 ft/sec
0.09 minutes
B. IHNATOLYA, PE
11/22/2010
Time of Concentration = 9.20 minutes
SCS Lag Time = 5.52 minutes (SCS Lag = 0.6* Tc)
= 0.0920 hours
Time Increment = 1.60 minutes (= 0.29*SCS Lag)
•
Segment Time =
0
•
•
•
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS
EPH-10000 Pre-development - Subbasin #9
Assume:
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C'= 38.1%
HSG'D' = 61.9%
Cover Condition SCS CN Comments
Impervious 98
Open 78 Assume good condition
Wooded 74 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 78 0.12 Assume good condition
Onsite wooded 74 0.26 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 78 0.00 Assume good condition
Offsite wooded 74 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 0.38 acres
0.0006 sq.mi.
Composite SCS CN = 75.4
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100 ft
Height = 4.5621 ft
Slope = 0.0456 ft/ft
Manning's n = 0.40 Wooded
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 14.94 minutes
Time of Concentration = 15.02 minutes
SCS Lag Time = 9.01 minutes (SCS Lag = 0.6* Tc)
0.1502 hours
Time Increment = 2.61 minutes = 0.29*SCS La
B. IHNATOLYA, PE
11/22/2010
Segment 2: Concentrated Flow
Length = 43.81 ft
Height = 11.8894 ft
Slope = 0.2714 ft/ft
Paved ? = No
Velocity = 8.41 ft/sec
Segment Time = 0.09 minutes
III. CHANNEL REACH DATA
• _> Subbasin #3B-Reach #1
Segment #1-Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
690.48 ft
20.1 ft
0.0291 ft/ft
0.045 Natural Channel
6.00 sf (Assume Y x 2' Channel)
7.00 ft (Assume Y x 2' Channel)
5.10 ft/sec
2.26 minutes
Reach #1 Total Travel Time = 2.26 minutes
_> Subbasin W-Reach #2
Segment 1: Channel Flow
•
Length = 445.51 ft
Height = 4.4332 ft
Slope = 0.0100 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 28.00 sf (Assume Tx 4' Channel)
Wetted Perimeter = 15.00 ft (Assume Tx 4' Channel)
Channel Velocity = 5.01 ft/sec
Segment Time = 1.48 minutes
Reach #2 Total Travel Time = 1.48 minutes

•
•
HEC-HMS
Subbasin-5
9?
Subbasin-4
Subbasin-9
Subbasin-3
Subbasin-2
Subbasin-3A
Reach-2
Junction-1 Subbasin-1
Project: EPH10000
Subbasin-6
Reach-1
Q
Subbasin-7
Subbasin-8
Subbasin-3B
Basin Model:
0
HMS
Project EPH1000i
Start of Run 24Aug10
End of Run 25Aug10
Execution Time 22Nov10
* S.
0000
0000
0851
ummary of Results
Run Name : 2-Yr Pre
Basin Model Pre-Development
Met. Model 2-Yr Storm
Control Specs 1 min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 1.1894 24 Aug 10 1213 0.10138 0.003
Reach-2 1.1894 24 Aug 10 1214 0.10133 0.003
Junction-1 1.1894 24 Aug 10 1214 0.10133 0.003
Subbasin-2 0.36220 24 Aug 10 1212 0.026309 0.001
Subbasin-3B 27.356 24 Aug 10 1205 1.3497 0.013
Reach-1 27.356 24 Aug 10 1207 1.3490 0.013
Subbasin-3A 7.1049 24 Aug 10 1211 0.48645 0.009
Subbasin-3 33.313 24 Aug 10 1208 1.8354 0.021
Subbasin-4 1.6689 24 Aug 10 1215 0.13724 0.003
Subbasin-5 2.1621 24 Aug 10 1212 0.15614 0.003
Subbasin-6 0.63547 24 Aug 10 1212 0.045817 0.001
Subbasin-7 10.019 24 Aug 10 1211 0.66129 0.010
Subbasin-8 0.88371 24 Aug 10 1207 0.050428 0.001
?abbasin-9 0.59577 24 Aug 10 1211 0.040476 0.001
C
HMS * Summary of Results
Project : EPH10000 Run Name : 10-Yr Pre
• Start of Run 24Aug10 0000 Basin Model Pre-Development
End of Run 25Aug10 0000 Met. Model 10-Yr Storm
Execution Time 22Nov10 0853 Control Specs 1 min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 3.0394 24 Aug 10 1212 0.24096 0.003
Reach-2 3.0394 24 Aug 10 1213 0.24086 0.003
Junction-1 3.0394 24 Aug 10 1213 0.24086 0.003
Subbasin-2 0.71172 24 Aug 10 1212 0.054164 0.001
Subbasin-3B 40.531 24 Aug 10 1205 2.2761 0.013
Reach-1 40.531 24 Aug 10 1207 2.2750 0.013
Subbasin-3A 13.616 24 Aug 10 1210 0.98741 0.009
Subbasin-3 52.590 24 Aug 10 1207 3.2624 0.021
Subbasin-4 3.3670 24 Aug 10 1215 0.28535 0.003
Subbasin-5 4.2680 24 Aug 10 1211 0.32248 0.003
Subbasin-6 1.2674 24 Aug 10 1211 0.095237 0.001
Subbasin-7 17.727 24 Aug 10 1210 1.2684 0.010
Subbasin-8 1.5997 24 Aug 10 1207 0.098617 0.001
.ibbasin-9 1.0556 24 Aug 10 1211 0.077637 0.001
0
0
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
0
0
THE JAMISON AT BRIER CREEK
EPH-10000
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•
•
0
THE JAMISON AT BRIER CREEK
EPH-10000

Assume:
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #1
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 71.7%
HSG'C' = 28.3%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 65 Assume good condition
Wooded 59 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.01 -
Onsite open 65 0.53 Assume good condition
Onsite wooded 59 0.73 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 65 0.01 Assume good condition
Offsite wooded 59 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 1.28 acres
0.0020 sq.mi.
Composite SCS CN = 61.8
% Impervious = 0.6%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-SS.
Segment 1: Overland Flow
Length = 100 ft
Height = 5.41 ft
Slope = 0.0541 ft/ft
Manning's n = 0.32 Dense Grasses/Wooded
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 11.78 minutes
Time of Concentration = 12.32 minutes
SCS Lag Time = 7.39 minutes (SCS Lag = 0.6* Tc)
0.1232 hours
Time Increment = 2.14 minutes = 0.29*SCS La
B. IHNATOLYA, PE
12/20/2010
Segment 2: Concentrated Flow
Length = 151.78 ft
Height = 12.96 ft
Slope = 0.0854 ft/ft
Paved ? = No
Velocity = 4.72 ft/sec
Segment Time = 0.54 minutes
•
•
THE JAMISON AT BRIER CREEK
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #2
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 100.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 74 0.11 Assume good condition
Onsite wooded 70 0.00 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
0.13 acres
0.0002 sq.mi.
75.3
5.4%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
12/20/2010

E
E
THE JAMISON
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #3A-Bypass
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 73.1%
HSG'D' = 26.9%
Cover Condition SCS CN Comments
Impervious 98
Open 76 Assume good condition
Wooded 72 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.02 -
Onsite open 76 0.05 Assume good condition
Onsite wooded 72 0.47 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 76 0.00 Assume good condition
Offsite wooded 72 0.00 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
0.54 acres
0.0008 sq.mi.
73.4
4.6%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.8700 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
12/20/2010
0
•
•
THE JAMISON
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Post-development-Subbasin #3A-ToSWMF#1
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 1.76%
HSG'C' = 88.06%
HSG'D' = 10.18%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 4.94 -
Onsite open 74 2.35 Assume good condition
Onsite wooded 70 0.10 Assume good condition
Onsite and 100 0.41 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
7.80 acres
0.0122 sq.mi.
90.6
63.4%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment= 0.8700 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
1/6/2011
0
rI
E
THE JAMISON
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Post-development-Subbasin #3A-ToSWMF#1
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 1.76%
HSG'C' = 88.06%
HSG'D' = 10.18%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 4.94 -
Onsite open 74 2.35 Assume good condition
Onsite wooded 70 0.10 Assume good condition
Onsite and 100 0.41 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
7.80 acres
0.0122 sq.mi.
90.6
63.4%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.8700 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
12/20/2010
40
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS
EPH-10000 Post-development-Subbasin #3B
1. SCS CURVE NUMBERS

HSG Imperv?ous? '+ Open (? Wooded
A 98 , 39 j 30
61 55
C 98 ! 74 ; 70
D 98 I 80 77
Assume: HSG'A' = 0.0%
HSG'B'= 0.0%
HSG'C' = 75.7%
HSG'D' = 24.3%
Cover Condition SCS CN I Comments
impervious 98
- Olen _ 75 Assume good condition
Wooded
72
Assume good condition
II. POST-DEVELOPMENT
A. Watershed Breakdown
•
Contributing Area SCS CN j Area [acres] Comments
Onsite impervious 98 i 0.00 j -
Onsite open 75 0.00 j Assume good condition
_
Onsite wooded -
72 ! 0.00 Assume good condition
Onsite and _ 100 0.00 -
_ Offsite impervious _._
Offsite open _ 75 ! 2.80 _Assume good condition` _
Offsite wooded 72 1.32 Assume good condition
Offsite pond 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
B. IHNATOLYA, PE
12/20/2010
8.04 acres
0.0126 sq.mi.
85.8
48.8%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-SS.
Segment 1: Overland Flow Segment 2: Concentrated Flow
Length = 100 ft Length = 7 ft
Height = 4.50 ft Height = 0.20 ft
Slope = 0.0450 ft/ft Slope = 0.0286 ft/ft
Manning's n = 0.10 Dense Grasses/Smooth S urfaces Paved ? = Yes
P (2-year/24-hour) = 3.42 inches (RDU, NC) Velocity = 3.44 ft/sec
Segment Time = 4.89 minutes Segment Time = 0.03 minutes
•
THE JAMISON AT BRIER CREEK HYDROLOGIC CALCULATIONS B. IHNATOLYA, PE
EPH-10000 Post-development-Subbasin #3B 12/20/2010
. Segment 3: 30" RCP
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Hydraulic Radius =
Channel Velocity =
Segment Time =
532.59
5.3259
0.0100
0.013
4.91
7.85
0.63
8.38
1.06
ft
ft
ft/ft
RCP
sf (Assume a 30" RCP)
ft (Assume a 30" RCP)
ft
ft/sec
minutes
Segment 4:30" RCP
Length = 437.24
Height = 18
Slope = 0.0412
Manning's n = 0.013
Flow Area = 4.91
Wetted Perimeter = 7.85
Hydraulic Radius = 0.63
Channel Velocity = 17.00
Segment Time = 0.43
ft
ft
ft/ft
RCP
sf (Assume a 30" RCP)
ft (Assume a 30" RCP)
ft
ft/sec
minutes
Time of Concentration = 6.41 minutes
SCS Lag Time = 3.85 minutes (SCS Lag = 0.6* Tc)
0.0641 hours
Time Increment = 1.12 minutes (= 0.29*SCS Lag)
is

•
C
THE JAMISON AT BRIER CREEK
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #5
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 100.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.21 -
Onsite open 74 0.54 Assume good condition
Onsite wooded 70 0.00 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
0.75 acres
0.0012 sq.mi.
80.6
27.6%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.8700 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
12/20/2010
0
J

THE JAMISON AT BRIER CREEK
EPH-10000
Assume:
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #6
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 100.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 74 0.04 Assume good condition
Onsite wooded 70 0.00 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.00 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
0.04 acres
0.0001 sq.mi.
74.0
0.0%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.8700 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
12/20/2010
0
C.
•
THE JAMISON
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #7-Bypass
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 100.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 74 Assume good condition
Wooded 70 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.00 -
Onsite open 74 0.10 Assume good condition
Onsite wooded 70 0.00 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 74 0.00 Assume good condition
Offsite wooded 70 0.01 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
0.11 acres
0.0002 sq.mi.
73.8
0.8%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.8700 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
12/20/2010
0
•
•
THE JAMISON
EPH-10000
Assume:
HYDROLOGIC CALCULATIONS
Post-development-Subbasin #7-ToSWMF#2
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 69.8%
HSG'D' = 30.2%
Cover Condition SCS CN Comments
Impervious 98
Open 76 Assume good condition
Wooded 72 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 3.67 -
Onsite open 76 1.71 Assume good condition
Onsite wooded 72 0.55 Assume good condition
Onsite and 100 0.34 -
Offsite impervious 98 0.46 -
Offsite open 76 0.77 Assume good condition
Offsite wooded 72 0.63 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
8.12 acres
0.0127 sq.mi.
87.6
50.8%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment= 0.8700 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
1/6/2011
•
•
rI
THE JAMISON AT BRIER CREEK
EPH-10000

Assume:
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #8
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 72.3%
HSG'D' = 27.7%
Cover Condition SCS CN Comments
Impervious 98
Open 76 Assume good condition
Wooded 72 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onite impervious 98 0.00 -
Onsite open 76 0.28 Assume good condition
Offsite wooded 72 0.04 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 76 0.00 Assume good condition
Offsite wooded 72 0.00 Assume good condition
Offsite and 100 0.00 -
Total area = 0.32 acres
0.0005 sq.mi.
Composite SCS CN = 75.2
% Impervious = 0.0%
B. Time of Concentration Information
Time of concentration is calculated using SCS TR-55.
Segment 1: Overland Flow
Length = 100 ft
Height = 6.4594 ft
Slope = 0.0646 ft/ft
Manning's n = 0.24 Dense Grasses
P (2-year/24-hour) = 3.42 inches (RDU, NC)
Segment Time = 8.64 minutes
B. IHNATOLYA, PE
12/20/2010
Segment 2: Concentrated Flow
Length = 77.06 ft
Height = 6.0406 ft
Slope = 0.0784 ft/ft
Paved ? = No
Velocity = 4.52 ft/sec
Segment Time = 0.28 minutes
E
C?
THE JAMISON AT BRIER CREEK
EPH-10000
Segment 3: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #8
75.99 ft
6 ft
0.0790 ft/ft
0.045 channel
2.00 sf (2'x1' channel)
4.00 ft (2'x1' channel)
5.86 ft/sec
0.22 minutes
B. IHNATOLYA, PE
12/20/2010
Time of Concentration = 9.14 minutes
SCS Lag Time = 5.48 minutes (SCS Lag = 0.6* Tc)
= 0.0914 hours
Time Increment = 1.59 minutes (= 0.29*SCS Lag)
0
Segment Time =
•

•
THE JAMISON AT BRIER CREEK
EPH-10000
Assume.
HYDROLOGIC CALCULATIONS
Post-development - Subbasin #9
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 0.0%
HSG'C' = 30.6%
HSG'D' = 69.4%
Cover Condition SCS CN Comments
Impervious 98
Open 78 Assume good condition
Wooded 75 Assume good condition
A. Watershed Breakdown
Contributing Area SCS CN Area [acres] Comments
Onsite impervious 98 0.05 -
Onsite open 78 0.16 Assume good condition
Onsite wooded 75 0.00 Assume good condition
Onsite and 100 0.00 -
Offsite impervious 98 0.00 -
Offsite open 78 0.00 Assume good condition
Offsite wooded 75 0.00 Assume good condition
Offsite and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious. =
0.21 acres
0.0003 sq.mi.
82.8
23.2%
B. Time of Concentration Information
Time of concentration is conservatively assumed to be 5 minutes.
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment = 0.8700 minutes (= 0.29*SCS Lag)
B. IHNATOLYA, PE
12/20/2010

M. CHANNEL REACH DATA
0 1 -> Subbasin #3B-Reach #I
Segment 1: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
Segment Time =
•
59.29 ft
1.57 ft
0.0265 ft/ft
0.045 Natural Channel
9.00 sf (Assume 3' x 3' Channel)
9.00 ft (Assume Y x 3' Channel)
5.39 ft/sec
0.18 minutes
Reach #1 Total Travel Time = 0.18 minutes
Subbasin #3A-Bypass/3B-Reach #2
Segment]: Channel Flow
Length = 41.03 ft
Height = 1.02 ft
Slope = 0.0249 ft/ft
Manning's n = 0.045 Natural Channel
Flow Area = 9.00 sf (Assume 3' x 3' Channel)
Wetted Perimeter = 9.00 ft (Assume Y x 3' Channel)
Channel Velocity = 5.22 ft/sec
Segment Time = 0.13 minutes
Segment 2: 42" RCP
Length = 664.95 ft
Height = 19.21 ft
Slope = 0.0289 ft/ft
Manning's n = 0.013 RCP
Flow Area = 9.62 sf (Assume a 42" RCP)
Wetted Perimeter = 11.00 ft (Assume a 42" RCP)
Hydraulic Radius = 0.87 ft
Channel Velocity = 17.82 ft/sec
Segment Time = 0.62 minutes
Reach #2 Total Travel Time = 0.75 minutes
0
_> Subbasin #I-Reach #3
• Segment]: Channel Flow
Length =
Height =
Slope =
Manning's n =
Flow Area =
Wetted Perimeter =
Channel Velocity =
445.51 ft
4.4332 ft
0.0100 ft/ft
0.045 Natural Channel
28.00 sf (Assume Tx 4' Channel)
15.00 ft (Assume Tx 4' Channel)
5.01 ft/sec
Segment Time =
1.48 minutes
Reach #3 Total Travel Time = 1.48 minutes
CJ
0
•
Subbasin 7
•
HEC-HMS
Subbasin-5
Subbasin-9
Subbasin 3
Project: EPH10000
Subbasin-6 Subbasin-8
SWMF #2
Subbasin-7-To Pond Subbasin-7-Bypass
Junction-1
SWMF #1
Subbasin-2
Reach-3
Subbasinl Subbasin-1
Reach-2
Subbasin-3A-To Pond
Basin Model: Post-Dev
Subbasin-3B
Reach-1
Subbasin-3A-Bypass
0
HMS * Summary of Results
Project : EPH10000 Run Name : 2-Yr Post
Start of Run : 24Aug10 0000 Basin Model Post-Dev 2-Yr
End of Run : 25Aug10 0000 Met. Model 2-Yr Storm
Execution Time : 06Janil 1116 Control Specs 1 min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 0.73854 24 Aug 10 1211 0.060514 0.002
Reach-3 0.73854 24 Aug 10 1212 0.060484 0.002
Subbasinl 0.73854 24 Aug 10 1212 0.060484 0.002
Subbasin-2 0.28091 24 Aug 10 1205 0.013463 0.000
Subbasin-3A-To Pond 33.033 24 Aug 10 1204 1.5784 0.012
SWMF #1 3.9000 24 Aug 10 1232 1.1186 0.012
Subbasin-3B 27.356 24 Aug 10 1205 1.3497 0.013
Reach-1 27.356 24 Aug 10 1205 1.3497 0.013
Subbasin-3A-Bypass 1.0095 24 Aug 10 1205 0.048975 0.001
Junction-1 28.365 24 Aug 10 1205 1.3987 0.013
Reach-2 28.365 24 Aug 10 1205 1.3987 0.013
Subbasin 3 29.739 24 Aug 10 1205 2.5173 0.026
Subbasin-5 2.1902 24 Aug 10 1205 0.10326 0.001
ubbasin-6 0.13064 24 Aug 10 1205 0.0063110 0.000
Wbasin-7-To Pond 31.022 24 Aug 10 1204 1.4625 0.013
SWMF #2 6.5779 24 Aug 10 1220 1.0845 0.013
Subbasin-7-Bypass 0.25830 24 Aug 10 1205 0.012495 0.000
Subbasin 7 6.6446 24 Aug 10 1219 1.0970 0.013
Subbasin-8 0.59413 24 Aug 10 1207 0.033455 0.001
Subbasin-9 0.60432 24 Aug 10 1204 0.028388 0.000
•
HMS * Summary of Results
Project : EPH10000 Run Name : 10-Yr Post
• Start of Run 24Aug10 0000 Basin Model Post-Dev 10-Yr
End of Run 25Aug10 0000 Met. Model 10-Yr Storm
Execution Time 06Jani1 1122 Control Specs 1 min dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
Subbasin-1 1.9860 24 Aug 10 1210 0.14746 0.002
Reach-3 1.9860 24 Aug 10 1211 0.14741 0.002
Subbasinl 1.9860 24 Aug 10 1211 0.14741 0.002
Subbasin-2 0.48825 24 Aug 10 1204 0.025849 0.000
Subbasin-3A-To Pond 45.885 24 Aug 10 1204 2.5233 0.012
SWMF #1 19.311 24 Aug 10 1212 2.0482 0.012
Subbasin-3B 40.531 24 Aug 10 1205 2.2761 0.013
Reach-1 40.531 24 Aug 10 1205 2.2761 0.013
Subbasin-3A-Bypass 1.8164 24 Aug 10 1204 0.096586 0.001
Junction-1 42.345 24 Aug 10 1205 2.3727 0.013
Reach-2 42.345 24 Aug 10 1205 2.3727 0.013
Subbasin 3 52.480 24 Aug 10 1206 4.4208 0.026
Subbasin-5 3.5042 24 Aug 10 1204 0.18511 0.001
basin-6 0.23243 24 Aug 10 1204 0.012339 0.000
basin-7-To Pond
W 44.809 24 Aug 10 1204 2.4167 0.013
SWMF #2 14.881 24 Aug 10 1216 2.0320 0.013
Subbasin-7-Bypass 0.46127 24 Aug 10 1204 0.024501 0.000
Subbasin 7 15.054 24 Aug 10 1216 2.0565 0.013
Subbasin-8 1.0486 24 Aug 10 1207 0.064333 0.001
Subbasin-9 0.93505 24 Aug 10 1204 0.049562 0.000
0
•
NITROGEN EXPORT CALCULATIONS
•
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BRIER CREEK APARTMENTS
EPH-10000
B. IHNATOLYA, PE
12/20/2010
• _> Post-development TN-Export Calculations Before Treatment
TNExport - Nitrogen Analysis Area (Without Treatment) = 199.55 lbs/yr
Nitrogen Analysis Area = 17.79 acres
Total TN Export - Nitrogen Analysis Area = 11.22 lbs/ac/yr
Total TN Export To SWMF#1 = 108.16 lbs/yr
Total Area - To SWMF #1 = 7.80 acres
Total TN Export - To SWMF#1 = 13.87 Ibs/ac/yr
Total TN Export To SWMF #2 = 80.92 lbs/yr
Total Area - To SWMF #2 = 6.27 acres
Total TN Export - To SWMF #2 = 12.91 lbs/ac/yr
Total TN Export To Bypass Areas = 10.46 lbs/yr
Total Area - Bypass = 3.72 acres
Total TN Export - To Bypass Areas = 2.81 lbs/ac/yr
On-site Post-development TN-Export Calculations After Treatment
Total TNExport To SWMF #1 = 108.16 lbs/yr
Total Area - To SWMF #1= 7.80 acres
Total TN Export - To SWMF #1= 13.87 lbs/ac/yr
Wetland TN Removal Efficiency = 40%
• Total TN Export After SWMF #1 = 64.90 lbs/yr
Total TN Export To SWMF #2 = 80.92 lbs/yr
Total Area - To SWMF #2= 6.27 acres
Total TN Export - To SWMF #2= 12.91 lbs/ac/yr
Wetland TN Removal Efficiency = 40%
Total TN Export After SWMF #2 = 48.55 lbs/yr
Total TN Export To Bypass Areas = 2.81 lbs/ac/yr
Total Area - Bypass = 3.72 acres
Total TN Export - To Bypass Areas = 10.46 lbs/yr
Allowable TN Export = 64.04 lbs/yr
TNExport - Total Site (With Treatment) = 123.91 lbs/yr
Nitrogen Analysis Area = 17.79 acres
Total TN Export - Nitrogen Analysis Area = 6.97 Ibs/ac/yr
_> Compute Estimated Offset Payment
Total Nitrogen Analysis Area = 17.79 acres
Max. TN-Export w/o Offset Payment = 64.04 lbs/yr
3.6 Ibs/ac/yr
Computed TN-Export After Treatment = 123.91 lbs/yr
6.97 lbs/ac/yr
TN-Export Requiring Offset Payment = 59.87 lbs/yr
• Facility Lifetime = 30 years
TN-Export Requiring Offset Payment = 1796.11 Ibs
•
FINAL STORMWA TER MANA GEMENT FA CILITY
DESIGN CAL CULA TIONS
(STORMWATER WETLAND #1)
•
•
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EPH-10000
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•
THE JAMISON AT BRIER CREEK
EPH-10000
Staize-Storal a Function
Project Name: The Jamison at Brier Creek
Designer: B. Ihnatolya, PE
Job Number: EPH-10000
Date: 1/6/2011
B. IHNATOLYA, PE
1/6/2011
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)
346.0 0.0 17758
347.0 1.0 20801 19280 19280 19280 1.01
348.0 2.0 23979 22390 22390 41670 1.97
349.0 3.0 27036 25508 25508 67177 2.98
350.0 4.0 30152 28594 28594 95771 4.05
C7
Ks= 19077
b = 1.153
Storage vs. Stage
120000
y =19077x' 153
100000 Rz = 0.999
80000
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0
THE JAMISON AT BRIER CREEK
EPH-10000
=> Stage - Storage Function
Ks = 19077
b = 1.153
Zo = 346
Elevation
E
346 0 0.000
346.2 2983 0.068
346.4 6633 0.152
346.6 10586 0.243
346.8 14749 0.339
347 19077 0.438
347.2 23540 0.540
347.4 28119 0.646
347.6 32799 0.753-
347.8 37570 0.862
348 42423 0.974
348.2 47350 1.087
348.4 52347 1.202
348.6 57408 1.318
348.8 62529 1.435
349 67707 1.554
349.2 72937 1.674
349.4 78218 1.796
349.6 83546 1.918
349.8 88920 2.041
350 94338 2.166
B. IHNATOLYA, PE
1/6/2011
0
•

HEC-HMS
Subbasin-5
Project: EPH10000
u?
Subbasin-6
SWMF #2
Subbasin 7
Basin Model: Post-Dev
Subbasin-8
Subbasin-7-To Pond Subbasin-7-Bypass
Subbasin-9
Subbasin 3
SWMF #1
Subbasin-2
Reach-3
Subbasinl Subbasin-1
Subbasin-3B
Junction-1 Reach-1
Reach-2,
i
Subbasin-3A-Bypass
Subbasin-3A-To Pond

HMS * Summary of Results for Reach-2
r?
Project : EPH10000
Start of Run 24Augl0 0000
End of Run 25Aug10 0000
Execution Time 06Janll 1116
Run Name : 2-Yr Post
•
Computed Results
Basin Model Post-Dev 2-Yr
Met. Model 2-Yr Storm
Control Specs 1 min dT
Peak Inflow : 28.365 (cfs) Date/Time of Peak Inflow 24 Aug 10 1205
Peak Outflow 28.365 (cfs) Date/Time of Peak Outflow 24 Aug 10 1205
Total Inflow : 1.96 (in) Total Outflow : 1.96 (in)
0
HMS * Summary of Results for SWMF #1
•
Project : EPH10000
Start of Run 24Augl0 0000
End of Run 25Augl0 0000
Execution Time 06Janll 1116
Run Name : 2-Yr Post
•
Computed Results
Basin Model Post-Dev 2-Yr
Met. Model 2-Yr Storm
Control Specs 1 min dT
Peak Inflow 33.033 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 3.9000 (cfs) Date/Time of Peak Outflow 24 Aug 10 1232
Total Inflow 2.43 (in) Peak Storage 0.90154(ac-ft)
Total Outflow 1.72 (in) Peak Elevation 347.87(ft)
•

Type.... Outlet Input Data Page 1.01
Name.... SWMF#1-2Yr
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
Z _yR ,STORwi
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 346.00 ft
Increment = .20 ft
Max. Elev.= 350.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular OR ---> TW 346.000 350.000
Inlet Box RI ---> BA 347.800 350.000
Orifice-Area 02 ---> BA 347.000 350.000
Culvert-Circular BA ---> TW 343.200 350.000
TW SETUP, DS Channel

•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:54 PM Date: 12/20/2010
Type.... Outlet Input Data Page 1.02
Name.... SWMF#1-2Yr
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
• Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 346.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type = Inlet Box
----
------
-----------------
# of Openings ---------
= 1
Invert Elev. = 347.80 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 02
Structure -Orifice-Area
of Openings = 1
Invert Elev. = 347.00 ft
Area = .5000 sq.ft
Top of Orifice = 347.25 ft
Datum Elev. = 347.00 ft
Orifice Coeff. _ .600
•
ft of full flow)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:54 PM Date: 12/20/2010
•
Type.... Outlet Input Data
Name.... SWMF#1-2Yr
Page 1.03
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-----------
-----------------
No. Barrels --------
= 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 343.20 ft
Dnstream Invert = 342.40 ft
Horiz. Length = 70.00 ft
Barrel Length = 70.00 ft
Barrel Slope = .01143 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.154
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
•
•
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 345.51 ft ---> Flow = 15.55 cfs
At T2 Elev = 345.80 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:54 PM Date: 12/20/2010
Type.... Composite Rating Curve
Name.... SWMF#1-2Yr
•
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .004 (+/- ft)
FLOW PATH: Elev= 348.4; Branch: 02-BA-TW
* Max. convergence errors shown may also occur for
flow paths other than the ones listed above.
•
Page 1.11
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
WS Elev, Total Q
----------------
Elev. Q
ft cfs
346.00 .00
346.20 .04
346.40 .06
346.60 .08
346.80 .09
347.00 .10
347.20 1.07
347.40 1.64
347.60 1.99
347.80 2.29
348.00 6.85
348.20 14.93
348.40 25.25
348.60 31.94
348.80 32.72
349.00 33.48
349.20 34.22
349.40 34.95
349.60 35.66
349.80 36.36
350.00 37.04
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .004
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
344.38 .000
SIN: 6217012070C3
PondPack Ver. 8.0058
Notes
-------------------------
Contributing Structures
(no Q: OR,RI,02,BA)
OR (no Q: RI,02,BA)
OR (no Q: RI,02,BA)
OR (no Q: RI,02,BA)
OR (no Q: RI,02,BA)
OR (no Q: RI,02,BA)
OR,02,BA (no Q: RI)
OR,02,BA (no Q: RI)
OR,02,BA (no Q: RI)
OR,02,BA (no Q: RI)
OR,RI,O2,BA
OR,RI,O2,BA
OR,RI,O2,BA
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
The John R. McAdams Company
Time: 6:54 PM Date: 12/20/2010
Scenario: Base
•
•
•
Title: Street A - Parcel H west Project Engineer: Jeremy J. Beckett, P.E.
x:\...\design files\swmfl-10yr.stm The John R. McAdams Company StormCAD v4.1.1 [4.2014]
11/23/10 08:03:26 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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•
•
HEGHMS
Subbasin-5
Subbasin-9
Subbasin 3
Project: EPH10000
Subbasin-6
SWMF
Subbasin-8
Subbasin-7-To Pond Subbasin-7-Bypass
r_ y SWMF #1
Subbasin-2
Reach-3
i
Subbasinl Subbasin-1
Basin Model: Post-Dev
Subbasin-3B
Junction-1 Reach-1
Reach-2
Subbasin-3A-Bypass
Subbasin-3A-To Pond
0
Subbasin 7
HMS * Summary of Results for Reach-2
Project : EPH10000 Run Name : 10-Yr Post
• Start of Run
End of Run
Execution Time
24Aug10 0000 Basin Model Post-Dev 10-Yr
25Aug10 0000 Met. Model 10-Yr Storm
06Janll 1122 Control Specs 1 min dT
Computed Results
Peak Inflow 42.345 (cfs) Date/Time of Peak Inflow 24 Aug 10 1205
Peak Outflow 42.ED Date/Time of Peak Outflow 24 Aug 10 1205
Total Inflow 3.32 (in) Total Outflow : 3.32 (in)

0
HMS * Summary of Results for SWMF #1
•
Project : EPH10000
Start of Run 24Augl0 0000
End of Run 25Augl0 0000
Execution Time 06Jan11 1122
Run Name : 10-Yr Post

Computed Results
Basin Model Post-Dev 10-Yr
Met. Model 10-Yr Storm
Control Specs 1 min dT
Peak Inflow 45.885 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 19.311 (cfs) Date/Time of Peak Outflow 24 Aug 10 1212
Total Inflow 3.88 (in) Peak Storage 1.1383(ac-ft)
Total Outflow 3.15 (in) Peak Elevation 348.29(ft)
0
•
Type.... Outlet Input Data Page 1.01
Name.... SWMF#1-lOYr
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 346.00 ft
Increment = .20 ft
Max. Elev.= 350.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular OR ---> TW 346.000 350.000
Inlet Box RI ---> BA 347.800 350.000
Orifice-Area 02 ---> BA 347.000 350.000
Culvert-Circular BA ---> TW 343.200 350.000
TW SETUP, DS Channel
0
E
?Q
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:58 PM Date: 12/20/2010
Type.... Outlet Input Data Page 1.02
Name.... SWMF#1-lOYr
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
• Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 346.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type
-- = Inlet Box
--
-------------
# of Openings -------------
= 1 ------
Invert Elev. = 347.80 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 02
•
Structure Type
----------------- = Orifice-Area
-------------------
# of Openings = 1
Invert Elev. = 347.00 ft
Area = .5000 sq.ft
Top of Orifice = 347.25 ft
Datum Elev. = 347.00 ft
Orifice Coeff. _ .600
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:58 PM Date: 12/20/2010
•
Type.... Outlet Input Data
Name.... SWMF#1-lOYr
Page 1.03
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 343.20 ft
Dnstream Invert = 342.40 ft
Horiz. Length = 70.00 ft
Barrel Length = 70.00 ft
Barrel Slope = .01143 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.154
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
•
C J
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 345.51 ft ---> Flow = 15.55 cfs
At T2 Elev = 345.80 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:58 PM Date: 12/20/2010
•
•
•
Type.... Composite Rating Curve
Name.... SWMF#1-10Yr
Page 1.11
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .007 (+/- ft)
FLOW PATH: Elev= 348.4; Branch: 02-BA-TW
* Max. convergence errors shown may also occur for
flow paths other than the ones listed above.
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------- ------- -------- ----- --------------------------
346.00 .00 345.23 .000 (no Q: OR,RI,02,BA)
346.20 .04 345.23 .000 OR (no Q: RI,02,BA)
346.40 .06 345.23 .000 OR (no Q: RI,02,BA)
346.60 .08 345.23 .000 OR (no Q: RI,02,BA)
346.80 .09 345.23 .000 OR (no Q: RI,02,BA)
347.00 .10 345.23 .000 OR (no Q: RI,02,BA)
347.20 1.07 345.23 .000 OR,02,BA (no Q: RI)
347.40 1.64 345.23 .000 OR,02,BA (no Q: RI)
347.60 1.99 345.23 .000 OR,02,BA (no Q: RI)
347.80 2.29 345.23 .000 OR,02,BA (no Q: RI)
348.00 6.85 345.23 .000 OR,RI,02,BA
348.20 14.93 345.23 .000 OR,RI,02,BA
348.40 24.76 345.23 .007 OR,RI,02,BA
348.60 30.23 345.23 .000 OR,RI,BA (no Q: 02)
348.80 31.11 345.23 .000 OR,RI,BA (no Q: 02)
349.00 31.97 345.23 .000 OR,RI,BA (no Q: 02)
349.20 32.81 345.23 .000 OR,RI,BA (no Q: 02)
349.40 33.63 345.23 .000 OR,RI,BA (no Q: 02)
349.60 34.42 345.23 .000 OR,RI,BA (no Q: 02)
349.80 35.20 345.23 .000 OR,RI,BA (no Q: 02)
350.00 35.97 345.23 .000 OR,RI,BA (no Q: 02)
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:59 PM Date: 12/20/2010
Scenario: Base
•
•
E
Title: Street A - Parcel H west Project Engineer: Jeremy J. Beckett, P.E.
x:\...\design files\swmfl-10yr.stm The John R. McAdams Company StormCAD v4.1.1 [4.2014]
11/23/10 08:03:26 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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•
HEC-HMS
Project: EPH10000

Subbasin-6
SWMF
Subbasin-5
Subbasin-8
#2
r
71
Subbasin-7-To Pond Subbasin-7-Bypass
Subbasin-9 Junction-1
Subbasin 3
SWMF #1
Subbasi n-2
Reach-3 ?. ..
Subbasin1 Subbasin-1
Reach-2
Subbasin-3A-To Pond
Basin Model: Post-Dev
Subbasin-3B
F
Reach-1
Subbasin-3A-Bypass
0
HMS * Summary of Results for Reach-2
11
Project : EPH10000
Start of Run 24Augl0 0000
End of Run 25Aug10 0000
Execution Time 06Janll 1132
Run Name : 100-Yr Post
•
Computed Results
Basin Model Post-Dev 100-Yr
Met. Model 100-Yr Storm
Control Specs 1 min dT
Peak Inflow 57.166 (cfs) Date/Time of Peak Inflow 24 Aug 10 1205
Peak Outflow 57.166 (cfs Date/Time of Peak Outflow 24 Aug 10 1205
Total inflow 5.48 (in) Total Outflow : 5.48 (in)
0
HMS * Summary of Results for SWMF #1
Project : EPH10000 Run Name : 100-Yr Post
•
Start of Run
End of Run
Execution Time
24Augl0 0000 Basin Model Post-Dev 100-Yr
25Aug10 0000 Met. Model 100-Yr Storm
06Janll 1132 Control Specs 1 min dT
E
Computed Results
Peak Inflow 58.840 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 28.307 (efs) Date/Time of Peak Outflow 24 Aug 10 1212
Total Inflow 6.11 (in) Peak Storage 1.4359(ac-ft)
Total Outflow 5.36 (in) Peak Elevation 348.80(ft)
0
•
Type.... Outlet Input Data Page 1.01
Name.... SWMF#1-100Yr
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
Sao-yrz s-roRv?
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 346.00 ft
Increment = .20 ft
Max. Elev.= 350.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular OR ---> TW 346.000 350.000
Inlet Box RI ---> BA 347.800 350.000
Orifice-Area 02 ---> BA 347.000 350.000
Culvert-Circular BA ---> TW 343.200 350.000
TW SETUP, DS Channel
•
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:03 PM Date: 12/20/2010
Type.... Outlet Input Data Page 1.02
Name.... SWMF#1-100Yr
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
• Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 346.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type
----------------- = Inlet Box
-------------
------
# of Openings = 1
Invert Elev. = 347.80 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 02
•
Structure -Type
---
-------------------
# of Openings = 1
Invert Elev. = 347.00 ft
Area = .5000 sq.ft
Top of Orifice = 347.25 ft
Datum Elev. = 347.00 ft
Orifice Coeff. _ .600
f
ft of full flow)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:03 PM Date: 12/20/2010
•

•
Type.... Outlet Input Data
Name.... SWMF#1-100Yr
Page 1.03
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
--------------
--
-----------------
No. Barrels --
-
= 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 343.20 ft
Dnstream Invert = 342.40 ft
Horiz. Length = 70.00 ft
Barrel Length = 70.00 ft
Barrel Slope = .01143 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.154
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 345.51 ft ---> Flow = 15.55 cfs
At T2 Elev = 345.80 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:03 PM Date: 12/20/2010
1

Type.... Composite Rating Curve
Name.... SWMF#1-100Yr
Page 1.11
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
•
•
WS Elev, Total Q
Elev. Q
ft cfs
--------
346.00 -------
.00
346.20 .04
346.40 .06
346.60 .08
346.80 .09
347.00 .10
347.20 1.07
347.40 1.64
347.60 1.99
347.80 2.29
348.00 6.85
348.20 14.93
348.40 24.03
348.60 27.32
348.80 28.30
349.00 29.24
349.20 30.16
349.40 31.04
349.60 31.90
349.80 32.75
350.00 33.56
SIN: 6217012070C3
PondPack Ver. 8.0058
------- Converge
TW Elev Error
ft +/-ft
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 •.000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
345.85 .000
Notes
-----------------------
Contributing Structures
-----------------------
(no Q: OR, RI, 02, BA)
OR (no Q: RI,02,BA)
OR (no Q: RI,02,BA)
OR (no Q: RI,02,BA)
OR (no Q: RI,02,BA)
OR (no Q: RI,02,BA)
OR,02,BA (no Q: RI)
OR,02,BA (no Q: RI)
OR,02,BA (no Q: RI)
OR,02,BA (no Q: RI)
OR,RI,O2,BA
OR,RI,O2,BA
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
OR,RI,BA (no Q: 02)
The John R. McAdams Company
Time: 7:04 PM Date: 12/20/2010
Scenario: Base
•
•
•
Title: Street A - Parcel H west Project Engineer: Jeremy J. Beckett, P.E.
x:\...\design files\swmf1-10yr.stm The John R. McAdams Company StormCAD v4.1.1 [4.2014)
11/23/10 08:03:26 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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•
C7
HEGHMS
Subbasin 3
Project: EPH10000
Subbasin 7
Subbasin-5
FRM
Subbasin-6
SWMF;
Q
Subbasin-8
FZEFW
I
Subbasin-7-To Pond Subbasin-7-Bypass
MUM
6?
Subbasin-9
Reach-2
Junction-1
I -I SWMF #1
Subbasin-2 Subbasin-3A-To Pond
Reach-3 ,
NUT
Subbasin1 Subbasin-1
Basin Model: Post-Dev
Subbasin-3B
F-9
Reach-1
Subbasin-3A-Bypass
0
HMS * Summary of Results for SWMF #1
Project : EPH10000 Run Name : 2-Yr Post
• Start of Run 24Augl0 0000 Basin Model Post-Dev 2-Yr
End of Run 25Aug10 0000 Met. Model 2-Yr Storm
Execution Time 06Janll 1116 Control Specs 1 min dT
Computed Results
Peak Inflow 33.033 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 3.9000 (cfs) Date/Time of Peak Outflow 24 Aug 10 1232
Total Inflow 2.43 (in) Peak Storage 0.90154(ac-ft)
Total Outflow 1.72 (in) Peak Elevation 347.67(ft)
•
0
HMS * Summary of Results for SWMF #1
•
Project : EPH10000
Start of Run 24Augl0 0000
End of Run 25Aug10 0000
Execution Time 06Janll 1122
Run Name : 10-Yr Post
•
Computed Results
Basin Model Post-Dev 10-Yr
Met. Model 10-Yr Storm
Control Specs 1 min dT
Peak Inflow 45.885 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 19.311 (cfs) Date/Time of Peak Outflow 24 Aug 10 1212
Total Inflow 3.88 (in) Peak Storage 1.1383(ac-ft)
Total Outflow 3.15 (in) Peak Elevation 348.29(ft)
u
HMS * Summary of Results for SWMF #1
•
Project : EPH10000
Start of Run 24Augl0 0000
End of Run 25Augl0 0000
Execution Time 06Jani1 1132
Run Name : 100-Yr Post
0
Computed Results
Basin Model Post-Dev 100-Yr
Met. Model 100-Yr Storm
Control Specs 1 min dT
Peak Inflow 58.840 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 28.307 (cfs) Date/Time of Peak Outflow 24 Aug 10 1212
Total Inflow 6.11 (in) Peak Storage 1.4359(ac-ft)
Total Outflow 5.36 (in) Peak Elevation 348.80(ft)
0
THE JAMISON AT BRIER CREEK STORMWATER WETLAND
EPH-10000 SIZING CALCULATIONS - SWMF #1
> Determhsation of Water Quality Volume (WQ v)
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 = 7.80 acres
Impervious area = 4.94 acres
Percent impervious cover, I = 63.4 %
Rainfall, P = 1.0 inches
Calculated values:
Rv = 0.62
WQv = 0.40 acre-ft
= 17566 cf.
is
_> Stormwater Wetland Required Surface Area Calculation
WQ Volume = 17566 cf.
Maximum Ponding Depth = 12 inches
Surface Area Required at Normal Pool = 17566 SF
-> Associated Pond Depth in Stormwater Wetland
Ks = 19077
b = 1.153
V = 17566
Normal Pool Elevation = 346.0 feet
WQ Elevation = 346.93 feet
B. IHNATOLYA, PE
1/6/2011
0
•
THE JAMISON AT BRIER CREEK P WQ VOLUME
EPH-10000 WETLAND #1
SIPHON DESIGN
D orifice = 2 inch
# orifices = 1
Ks = 19077
b = 1.152
Cd siphon = 0.60
Normal Pool Elevation = 346.00 feet
Orifice Invert = 345.50 feet
1" WQ Volume = 17566 cf
WSEL @ 1" Runoff Volume = 346.93 feet
B. IHNATOLYA, PE
1/6/2011
Using the average head over the orifice (assuming average head is
one-third the total depth), the result would be:
Average driving head on orifice = 0.477 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of 2.0" orifice = 0.022 sf
Q = 0.0725 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.80 days

Conclusion : Use 1- 2.0" Diameter PVC inverted siphon to drawdown the accumulated volume
from the 1" storm runoff, with a required time of about 2.80 days.
0
BRIER CREEK APARTMENTS WETLAND ZONE AREAS - WETLAND #1 B. IHNATOLYA, PE
EPH-10000 1/6/2011
BRIER CREEK APARTMENTS
2CS22:
1 2`7 .
It .., .. `.,`.\:::, 22
k::?';"i::<::i
.: 2.,
`.:;\'2 ::.,.a.....,.. aa'C\,...,?.,..,;«>a...nn..z?z....::::
Per NCDENR "StormwaterBestManagementPractices ", the permanent pool needs to be designed with various water depths to
support plant and animal populations. The wetland should consist of deep pools, shallow water, and shallow land with the deep
pools being broken down to forebay pools and non-forebay pools. Approximately 5-10% of the wetland surface area should be
non-forebay deep pools. Approximately 10% of the suface area should be forebay deep pools. Approximately 40% of the
surface area should be shallow water, and the remaining 3040%of the surface area should be shallow land.
A. Total Wetland Surface Area (Elev. 346.0)
Area = 17758 sf
B. Wetland Surface Area: Deep Pools
Non-Forebay Area = 1674 sf
Forebay Area = 1849 sf
C. Wetland Surface Area: Shallow Water
Area = 7285 sf
D. Wetland Surface Area: Shallow Land
•
Area = 6950 sf
Dee Pools-Non-Foreba 9.43%
Dee Pools-Foreba 10.41%
Shallow Water 41.02%
Shallow Land 39.14%

U
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ABE VOLUME CALCULATORS, PYRAMIDLONG
•
Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
Enter all known values in the form below and press the "CALCULATE" button.
m
WIDTH I (W I) LENGTI I I (L 1) I WIDTH2(`'2) LENGTH2(L2} HEIGHT(h) VOLUME
M 11 7 Ili Ill 11 2 11 38 1
answer that you lican copy for other use
SELECT ANOTHER SHAPE
Go to Unit Conversion Page
•
38
http://www.abe.msstate.edu/-fto/tools/vol/pyramidlong.httnl 11/23/2010
•
C,
THE JAMISON AT BRIER CREEK
EPH-10000
Input Data =_>
SWMF #1
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser = 4.00 feet
Inside width of riser = 4.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 5.00 feet
Base width of riser = 5.00 feet
Inside height of Riser = 4.60 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 31.50 inches
Size of drain pipe (if present) = 8.0 inches
Number of detention orifices (if present) = 1
Area of detention orifice (if present) = 0.500 SQFT
Trash Rack water displacement = 38.00 CF
Concrete Present in Riser Structure =>
Total amount of concrete:
Adjust for openings:
Base of Riser = 16.667 CF
Riser Walls = 41.400 CF
Opening for barrel = 2.706 CF
Opening for drain pipe = 0.175 CF
Opening for detention orifice = 0.250 CF
Total Concrete present, adjusted for openings =
Weight of concrete present =
Amount of water displaced by Riser Structure =>
Displacement by concrete = 54.936 CF
Displacement by open air in riser = 73.600 CF
Displacement by trash rack = 38.000 CF
B. IHNATOLYA, PE
11/23/2010
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
54.936 CF
7801 lbs
Total water displaced by riser/barrel structure = 166.536 CF
Weight of water displaced = 10392 lbs
0
THE JAMISON AT BRIER CREEK SWMF #1 B. IHNATOLYA, PE
EPH-10000 11/23/2010
• Calculate amount of concrete to be added to riser =>
Safety factor to use = 1.25 (recommend I ?.?ox hioierj
Must add = 5189 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 63.68 PCF
Therefore, must add = 81.484 CF of concrete
Standard base described above = 16.667 CF of concrete
Therefore, base design must have = 98.150 CF of concrete
Calculate size of base for riser assembly ==>
Length = 8.000 feet
Width = 8.000 feet
Thickness = 19.0 inches
Concrete Present= 101.333 CF OK
Check validity of base as designed =>
•
Total Water Displaced = 251.203 CF
Total Concrete Present = 139.603 CF
Total Water Displaced = 15675 lbs
Total Concrete Present = 19824 lbs
Actual safetyfactor = 1.26
Results of design =>
Base length = 8.00 feet
Base width = 8.00 feet
Base Thickness = 19.00 inches
CY of concrete total in base = 3.75 CY
Concrete unit weight in added base >= 142 PCF
Oh
0
THE JAMISON AT BRIER CREEK
EPH-10000
• _> Stage - Storage Function
Ks = 19077
b=
Zo = 1.153
346
Elevation Stora e
feet [ct] [acre-fe
346 0 0.000
346.2 2983 0.068
346.4 6633 0.152
346.6 10586 0.243
346.8 14749 0.339
347 19077 0.438
347.2 23540 0.540
347.4 28119 0.646
347.6 32799 0.753
347.8 37570 0.862
348 42423 0.974
348.2 47350 1.087
348.4 52347 1.202
348.6 57408 1.318
348.8 62529 1.435
349 67707 1.554
349.2 72937 1.674
349.4 78218 1.796
349.6 83546 1.918
349.8 88920 2.041
_ 350 94338 2.166
B. IHNATOLYA, PE
1/6/2011
IoD-y? W o?7rc.?sr
C106*0
100-YR S-S Function-Clogged Siphon Condition
Elevation Storage
[cl] [acre-feet]
347.80 0 0.000
348.00 4853 0.111
348.20 9781 0.225
348.40 14777 0.339
348.60 19838 0.455
348.80 24959 0.573
349.00 30137 0.692
349.20 35367 0.812
349.40 40648 0.933
349.60 45976 1.055
349.80 51350 1.179
350.00 56768 1.303
•
•
C7
HEGHMS
i
Subbasin-5
F
Subbasin-9
Project: EPH10000
Subbasin-6
SWMF
Subbasin-8
Subbasin-7-To Pond Subbasin-7-Bypass
Junction-1
Subbasin 3 Reach-2
SWMF #1
Subbasin-3A-To Pond
Subbasin-2
- Reach-3 7
Subbasinl Subbasin-1
Basin Model: Post-Dev
Subbasin-3B
Reach-1
Subbasin-3A-Bypass
0
Subbasin 7
•
•
HMS * Summary of Results for Reach-2
Project : EPH10000
Start of Run 24Aug10 0000
End of Run 25Aug10 0000
Execution Time 06Janll 1128
Run Name : 100-Yr WC
Basin Model Post-Dev 100-Yr WC
Met. Model 100-Yr Storm
Control Specs 1 min dT
Computed Results
I D? -IF woRSreAS?
61PHOO CL0J6FD
Peak Inflow 57.166 (cfs) Date/Time of Peak Inflow 24 Aug 10 1205
Peak Outflow 57.166 (cfs) Date/Time of Peak Outflow 24 Aug 10 1205
Total Inflow 5.48 (in) Total Outflow : 5.48 (in)
0
HMS * Summary of Results for SWMF #1
•
•
Project : EPH10000
Start of Run 24Augl0 0000
End of Run 25Aug10 0000
Execution Time 06Janll 1128
Computed Results
Run Name : 100-Yr WC
Basin Model Post-Dev 100-Yr WC
Met. Model 100-Yr Storm
Control Specs 1 min dT
Peak Inflow 58.840 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 28.575 (cfs) Date/Time of Peak Outflow 24 Aug 10 1212
Total Inflow 6.11 (in) Peak Storage 0.64204(ac-ft)
Total Outflow 6.09 (in) Peak Elevation 348.92(ft)
? 6o vR ub?s?" ? AsE
slpN-o? 0('L ED
0
Type.... Outlet Input Data Page 1.01
Name.... SWMF#1-100Yr WC
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
• Project Comments: `'
REQUESTED POND WS ELEVATIONS: 1001R ?O?ST CASE
SIPHM CcoCGED
Min. Elev.= 347.80 ft
Increment = .20 ft
Max. Elev.= 350.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure
-----------------
Inlet Box
Culvert-Circular
TW SETUP, DS Channel
•
•
No. Outfall El, ft E2, ft
---- ------- --------- ---------
RI ---> BA 347.800 350.000
BA ---> TW 343.200 350.000
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:07 PM Date: 12/20/2010
•
Type.... Outlet Input Data,
Name.... SWMF#1-100Yr WC
Page 1.02
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
---------
-------
-----------------
# of Openings ---
= 1
Invert Elev. = 347.80 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:07 PM Date: 12/20/2010
•
Type.... Outlet Input Data
Name.... SWMF#1-100Yr WC
Page 1.03
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 343.20 ft
Dnstream Invert = 342.40 ft
Horiz. Length = 70.00 ft
Barrel Length = 70.00 ft
Barrel Slope = .01143 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.154
T2 ratio (HW/D) = 1.301
Slope Factor = -.500
•
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 345.51 ft ---> Flow = 15.55 cfs
At T2 Elev = 345.80 ft ---> Flow = 17.77 cfs
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 7:07 PM Date: 12/20/2010
•
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
•
•
Type.... Composite Rating Curve
Name.... SWMF#1-100Yr WC
Page 1.06
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
WS Elev, Total Q
----------------
Elev. Q
ft cfs
347.80 .00
348.00 4.29
348.20 12.14
348.40 22.31
348.60 27.06
348.80 28.03
349.00 28.97
349.20 29.88
349.40 30.77
349.60 31.62
349.80 32.46
350.00 33.27
S/N: 6217012070C3
PondPack Ver. 8.0058
------- Converge
TW Elev Error
ft +/-ft
------- -----
345.87 .000
345.87 .000
345.87 .000
345.87 .000
345.87 .000
345.87 .000
345.87 .000
345.87 .000
345.87 .000
345.87 .000
345.87 .000
345.87 .000
Notes
-----------------------
Contributing Structures
-----------------------
(no Q: RI,BA)
RI, BA
RIBA
RI, BA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
The John R. McAdams Company
Time: 7:07 PM Date: 12/20/2010
Scenario: Base
•
•
•
Title: Street A - Parcel H west Project Engineer: Jeremy J. Beckett, P.E.
x:\...\design files\swmfl-10yr.stm The John R. McAdams Company StormCAD v4.1.1 [4.2014]
11/23/10 08:03:26 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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DESIGN CAL CULA TIONS
(STORMWATER WETLAND #2)
0
0
THE JAMISON AT BRIER CREEK
EPH-10000

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THE JAMISON AT BRIER CREEK
EPH-10000
Stage-Storaze Function
Project Name: The Jamison at Brier Creek
Designer: B. Ihnatolya, PE
Job Number: EPH-10000
Date: 1/6/2011
B. IHNATOLYA, PE
1/6/2011
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF1 (SF) (CF) (CF) (feet)
358.0 0.0 14986
359.0 1.0 17250 16118 16118 16118 1.00
360.0 2.0 18275 17763 17763 33881 1.99
361.0 3.0 19052 18664 18664 52544 2.99
362.0 4.0 19828 19440 19440 71984 4.00
363.0 5.0 20603 20216 20216 92200 5.03
•
Ks = 16059
b = 1.082
Storage vs. Stage
100000
90000
y = 16059x1082
80000 RZ = 1
u 70000
U
m 60000
m
50000

y 40000
30000
20000
10000

0
0 .0 1.0 2.6tage MAO) 4.0 5.0 6 .0
0
THE JAMISON AT BRIER CREEK
EPH-10000
• _> Stage - Storage Function
Ks= 16059
b = 1.082
Zo = 358
Elevation

358 0 0.000
358.2 2815 0.065
358.4 5959 0.137
358.6 9240 0.212
358.8 12614 0.290
359 16059 0.369
359.2 19561 0.449
359.4 23112 0.531
359.6 26704 0.613
359.8 30334 0.696
360 33996 0.780
360.2 37689 0.865
360.4 41410 0.951
360.6 45156 1.037
360.8 48926 1.123
361 52719 1.210
361.2 56532 1.298
361.4 60364 1.386
361.6 64215 1.474
361.8 68084 1.563
362 71969 1.652
362.2 75871 1.742
362.4 79787 1.832
362.6 83719 1.922
362.8 87664 2.012
363 91623 2.103
B. IHNATOLYA, PE
1/6/2011
0
•
Type.... Outlet Input Data Page 1.01
Name.... SWMF#2
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 358.00 ft
Increment = .20 ft
Max. Elev.= 363.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
orifice-Circular OR ---> TW 358.000 363.000
Inlet Box RI ---> BA 360.400 363.000
Orifice-Area 02 ---> BA 359.000 363.000
Culvert-Circular BA ---> TW 354.300 363.000
TW SETUP, DS Channel
•
0
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:53 AM Date: 11/23/2010
Type.... Outlet Input Data Page 1.02
Name.... SWMF#2
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
• Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. 358.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Structure ID = RI
Structure Type
------- = Inlet Box
----------
# of Openings ------------
= 1 -------
Invert Elev. = 360.40 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 02
•
Structure Type
-------------- = Orifice-Area
---
# of Openings ------------
= 1 -------
Invert Elev. = 359.00 ft
Area = 1.5000 sq.ft
Top of Orifice = 359.75 ft
Datum Elev. = 359.00 ft
Orifice Coeff. _ .600
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:53 AM Date: 11/23/2010
•
Type.... Outlet Input Data
Name.... SWMF#2
Page 1.03
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-----------
------------------
No. Barrels -------
= 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 354.30 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 50.00 ft
Barrel Length = 50.00 ft
Barrel Slope = .00600 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
•
C7
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 356.61 ft ---> Flow = 15.55 cfs
At T2 Elev = 356.91 ft ---> Flow = 17.77 cfs
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:53 AM Date: 11/23/2010
•
Type.... Outlet Input Data
Name.... SWMF#2
Page 1.04
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
r?
•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:53 AM Date: 11/23/2010
•
Type.... Composite Rating Curve
Name.... SWMF#2
Page 1.12
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
•
•
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ---------- ---- -- ---------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributi ng Structures
--------
358.00 -------
.00 ------
Free -- ----- -
Outfall ----------
(no Q: OR ---------------
,RI,02,BA)
358.20 .04 Free Outfall OR (no Q: RI, 02 ,BA)
358.40 .06 Free Outfall OR (no Q: RI, 02 ,BA)
358.60 .08 Free Outfall OR (no Q: RI, 02 ,BA)
358.80 .09 Free Outfall OR (no Q: RI, 02 ,BA)
359.00 .10 Free Outfall OR (no Q: RI, 02 ,BA)
359.20 1.78 Free Outfall 0R,02,BA (no Q: RI)
359.40 3.46 Free Outfall 0R,02,BA (no Q: RI)
359.60 5.13 Free Outfall 0R,02,BA (no Q: RI)
359.80 6.59 Free Outfall 0R,02,BA (no Q: RI)
360.00 7.36 Free Outfall 0R,02,BA (no Q: RI)
360.20 8.06 Free Outfall 0R,02,BA (no Q: RI)
360.40 8.70 Free Outfall OR,02,BA (no Q: RI)
360.60 13.59 Free Outfall 0R,RI,02,B A
360.80 22.00 Free Outfall 0R,RI,02,B A
361.00 31.26 Free Outfall 0R,RI,02,B A
361.20 37.34 Free Outfall OR,RI,BA (no Q: 02)
361.40 38.00 Free Outfall OR,RI,BA (no Q: 02)
361.60 38.66 Free Outfall OR,RI,BA (no Q: 02)
361.80 39.30 Free Outfall OR,RI,BA (no Q: 02)
362.00 39.94 Free Outfall OR,RI,BA (no Q: 02)
362.20 40.57 Free Outfall OR,RI,BA (no Q: 02)
362.40 41.18 Free Outfall OR,RI,BA (no Q: 02)
362.60 41.79 Free Outfall OR,RI,BA (no Q: 02)
362.80 42.38 Free Outfall OR,RI,BA (no Q: 02)
363.00 42.97 Free Outfall OR,RI,BA (no Q: 02)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 5:53 AM Date: 11/23/2010
HMS * Summary of Results for SWMF #2
Project : EPH10000 Run Name : 2-Yr Post
• Start of Run 24Aug10 0000 Basin Model Post-Dev 2-Yr
End of Run 25Aug10 0000 Met. Model 2-Yr Storm
Execution Time 06Janll 0825 Control Specs 1 min dT
Computed Results
Peak Inflow 31.022 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 6.5779 (cfs) Date/Time of Peak Outflow 24 Aug 30 1220
Total Inflow 2.16 (in) Peak Storage 0.69531(ac-ft)
Total Outflow 1.60 (in) Peak Elevation 359.80(ft)
0
0
HMS * Summary of Results for SWMF #2
Project : EPH10000 Run Name : 10-Yr Post
Start of Run 24Augl0 0000 Basin Model Post-Dev 10-Yr
End of Run 25Aug10 0000 Met. Model 10-Yr Storm
Execution Time 06Janll 0826 Control Specs 1 min dT
Computed Results
Peak Inflow 44.809 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 14.881 (cfs) Date/Time of Peak Outflow 24 Aug 10 1216
Total Inflow 3.57 (in) Peak Storage 1.0502(ac-ft)
Total Outflow 3.00 (in) Peak Elevation 360.63(ft)
•
0
HMS * Summary of Results for SWMF #2

Project : EPH10000
Start of Run 24Aug10 0000
End of Run 25Augl0 0000
Execution Time 06Janll 0827
Run Name : 100-Yr Post
•
Computed Results
Basin Model Post-Dev 100-Yr
Met. Model 100-Yr storm
Control Specs 1 min dT
Peak Inflow 59.016 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 34.505 (cfs) Date/Time of Peak Outflow 24 Aug 10 1209
Total Inflow 5.77 (in) Peak Storage 1.2570(ac-ft)
Total Outflow 5.19 (in) Peak Elevation 361.11(ft)
0
THE JAMISON AT BRIER CREEK STORMWATER WETLAND
EPH-10000 SIZING CALCULATIONS - SWMF#2
y Detenninadon of Water Quality Volume M v)
• W =PR, 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 = 8.12 acres
Impervious area = 4.13 acres
Percent impervious cover, I = 50.8 %
Rainfall, P = 1.0 inches
Calculated values:
Rv= 0.51
WQv = 0.34 acre-ft
= 14959 cf.
_> Stormwater Wetland Required Surface Area Calculation
WQ Volume = 14959 cf.
Maximum Ponding Depth = 12 inches
Surface Area Required at Normal Pool = 14959 SF
Associated Pond Depth in Stormwater Wetland
Ks = 16059
b = 1.082
V = 14959
Normal Pool Elevation = 358.0 feet
WQ Elevation = 358.94 feet
B. IHNATOLYA, PE
1/6/2011
0
r ?
THE JAMISON AT BRIER CREEK 1" WQ VOLUME
EPH-10000 WETLAND #2
SIPHON DESIGN
D orifice = 2 inch
# orifices = 1
Ks = 16059
b = 1.082
Cd siphon = 0.60
Normal Pool Elevation = 358.00 feet
Orifice Invert = 357.50 feet
1" WQ Volume = 14959 cf
WSEL @ 1" Runoff Volume = 358.94 feet
B. IHNATOLYA, PE
1/6/2011
Using the average head over the orifice (assuming average head is
one-third the total depth), the result would be:
Average driving head on orifice = 0.480 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area of 2.00" orifice = 0.022 sf
Q= 0.0728 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 2.38 days
C7
Conclusion : Use 1- 2.0" Diameter PVC inverted siphon to drawdown the accumulated volume
from the 1" storm runoff, with a required time of about 2.38 days.
0
BRIER CREEK APARTMENTS WETLAND ZONE AREAS - WETLAND #2 B. HiNATOLYA, PE
EPH-10000 1/6/2011
BRIER CREEK APARTMENTS
40 Um"No"A"Mi, / ., MMIMMOMENEM
Per NCDENR "Stormwater Best Management Practices ", the permanent pool needs to be designed with various water depths to
support plant and animal populations. The wetland should consist of deep pools, shallow water, and shallow land with the deep
pools being broken down to forebay pools and non-forebay pools. Approximately 5-10% of the wetland surface area should be
non-forebay deep pools. Approximately 10% of the suface area should be forebay deep pools. Approximately 40% of the
surface area should be shallow water, and the remaining 3040%of the surface area should be shallow land.
A. Total Wetland Surface Area (Elev. 358.0)
B. Wetland Surface Area: Deep Pools
Non-Forebay
Forebay
Area = 14986 sf
Area = 1526 sf
Area = 1545 sf
C. Wetland Surface Area: Shallow Water
D. Wetland Surface Area: Shallow Land

Area = 6115 sf
Area = 5800 sf
Dee Pools-Non-Foreba 10.2%
Dee Pools-Foreba 10.3%
Shallow Water 40.8%
Shallow Land 38.7%
is
oo"Isae t'Old Z#3NMS
LLOZ-90-Lo
goeb-OU42 in w log
39 era 3n , H si VNI'IOHVO HJXON `H JI21VH
/7?7 ??ul `ANddWO3 usma iv Nosipwr ain ZMSOOOOLHd3 :axvkwl1d
s w v Yall'2i mHOr 51HI 0000L-Hd3 oN i?atoaa Dif
The Jamison at Brier Creek - SWMF #2
Project # EPH-10000
VELOCITY DISSIPATOR DESIGN
• Designed By: B. Ihnatolya
Velocity Dissipator - SWMF #2
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 14.881 Flow depth (ft) = 1.41
slope S in %: 0.6 Outlet velocity (fps) = 6.262
pipe diameter D in in.: 24
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
?J
Pipe diameter (ft) 2.00
Outlet velocity (fps) 6.26
Apron length (ft) 12.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
-------- -----
3 A ---------
9
»6 B 22«
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH =12.00 + 2.00
WIDTH =14.0 FEET
CONCLUSION
Use 8" DIA NCDOT Class `B' Rip Rap
12'L z 14'W x 22" Thick
0
ABE VOLUME CALCULATORS, PYRAMIDLONG
Page 1 of 1
CALCULATE VOLUME OF PYRAMID WITH INDIVIDUAL WIDTHS AND LENGTHS
0 Enter all known values in the form below and press the "CALCULATE" button.
rYf? ??
WIDTHI(WI) LENGTHI(LI) WIDTH2(W2) LENGTH2(L2) HEIGHT(h) VOLUME
F 7 1 Ill -] 12
38
The answer that you 1 1can copy for other use
38
F
CALCULATE RESET
SELECT ANOTHER SHAPE
Go to Unit Conversion Pape
•
http://www.abe.msstate.edu/-fto/tools/vol/pyramidlong.html 11/22/2010
THE JAMISON AT BRIER CREEK SWMF #2 B. IHNATOLYA, PE
EPH-10000 11/22/2010
• Square Riser/Barrel Anti-Flotation Calculation Sheet
Input Data =>
Inside length of riser = 4.00 feet
Inside width of riser = 4.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 5.00 feet
Base width of riser = 5.00 feet
Inside height of Riser = 6.10 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 31.50 inches
Size of drain pipe (if present) = 8.0 inches
Number of detention orifices (if present) = 1
Area of detention orifice (if present) = 1.500 SQFT
Trash Rack water displacement = 38.00 CF
Concrete Present in Riser Structure =>
Total amount of concrete:
•
Adjust for openings:
Base of Riser = 16.667 CF
Riser Walls = 54.900 CF
Opening for barrel = 2.706 CF
Opening for drain pipe = 0.175 CF
Opening for detention orifice = 0.750 CF
Total Concrete present, adjusted for openings =
Weight of concrete present =
Amount of water displaced by Riser Structure =>
Displacement by concrete = 67.936 CF
Displacement by open air in riser = 97.600 CF
Displacement by trash rack = 38.000 CF
Note: NC Products lists unit wt. of
manhole concrete at 142 PCF.
67.936 CF
9647 lbs
Total water displaced by riser/barrel structure = 203.536 CF
Weight of water displaced = 12701 lbs
•
THE JAMISON AT BRIER CREEK SWMF #2 B. IHNATOLYA, PE
EPH-10000 11/22/2010
• Calculate amount of concrete to be added to riser =>
Safety factor to use = 1.25 (recommend 1.25 or higher)
Must add = 6229 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 63.68 PCF
Therefore, must add = 97.815 CF of concrete
Standard base described above = 16.667 CF of concrete
Therefore, base design must have = 114.482 CF of concrete
Calculate size of base for riser assembly =>
Length = 8.000 feet
Width = 8.000 feet
Thickness = 22.0 inches
Concrete Present = 117.333 CF OK
Check validity of base as designed =>
•
Total Water Displaced = 304.203 CF
Total Concrete Present = 168.603 CF
Total Water Displaced = 18982 lbs
Total Concrete Present = 23942 lbs
Actual safetyfactor = 1.26
Results of design =>
Base length = 8.00 feet
Base width = 8.00 feet
Base Thickness = 22.00 inches
CY of concrete total in base = 4.35 CY
Concrete unit weight in added base >= 142 PCF
OK
is
THE JAMISON AT BRIER CREEK
EPH-10000
• _> Stage - Storage Function
Ks = 16059
b= 1.082
Zo = 358
Elevation
•
358 0 0.000
358.2 2815 0.065
358.4 5959 0.137
358.6 9240 0.212
358.8 12614 0.290
359 16059 0.369
359.2 19561 0.449
359.4 23112 0.531
359.6 26704 0.613
359.8 30334 0.696
360 33996 0.780
360.2 37689 0.865
360.4 41410 0.951
360.6 45156 1.037
360.8 48926 1.123
361 52719 1.210
361.2 56532 1.298
361.4 60364 1.386
361.6 64215 1.474
361.8 68084 1.563
362 71969 1.652
362.2 75871 1.742
362.4 79787 1.832
362.6 83719 1.922
362.8 87664 2.012
363 91623 2.103
B. IHNATOLYA, PE
1/6/2011
6 ' ASE
PhOd CCO6GED
el
100-YR S-S Function-Clogged Siphon Condition
Elevation
360.40 0 0.000
360.60 3746 0.086
360.80 7516 0.173
361.00 11308 0.260
361.20 15121 0.347
361.40 18954 0.435
361.60 22805 0.524
361.80 26674 0.612
362.00 30559 0.702
362.20 34461 0.791
362.40 38377 0.881
362.60 42309 0.971
362.80 46254 1.062
363.00 50213 1.153
0
Type.... Outlet Input Data Page 1.01
Name.... SWMF#2-WC
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
B h Ih t 1
•
Project Engineer. et na o Y.
Project Title: Brier Creek Apartments
Project Comments: T%
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 360.40 ft
Increment = .20 ft
Max. Elev.= 363.00 ft
J YR s 1?ft H CLOP 4
C bbl a TIOt?
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Inlet Box RI ---> BA 360.400 363.000
Culvert-Circular BA ---> TW 354.300 363.000
TW SETUP, DS Channel
•
f 11
u
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:11 AM Date: 11/23/2010
•
Type.... Outlet Input Data
Name.... SWMF#2-WC
Page 1.02
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-----
-----------------
# of Openings -------------
= 1 -
Invert Elev. = 360.40 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000

•
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:11 AM
Date: 11/23/2010
•
Type.... Outlet Input Data
Name.... SWMF#2-WC
Page 1.03
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
----------
------------------
No. Barrels --------
= 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 354.30 ft
Dnstream Invert = 354.00 ft
Horiz. Length = 50.00 ft
Barrel Length = 50.00 ft
Barrel Slope = .00600 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
•
•
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 356.61 ft ---> Flow = 15.55 cfs
At T2 Elev = 356.91 ft ---> Flow = 17.77 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:11 AM Date: 11/23/2010
•
Type.... Outlet Input Data
Name.... SWMF#2-WC
Page 1.04
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 6:11 AM Date: 11/23/2010
•
•
•
Type.... Composite Rating Curve
Name.... SWMF#2-WC
Page 1.07
File.... X:\Projects\EPH\EPH-10000\Storm\Construction Drawings\EPH10000.PPW
Title... Project Date: 9/12/2010
Project Engineer: Beth Ihnatolya
Project Title: Brier Creek Apartments
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
360.40 -------
.00
360.60 4.29
360.80 12.14
361.00 22.31
361.20 34.35
361.40 37.81
361.60 38.46
361.80 39.10
362.00 39.73
362.20 40.35
362.40 40.96
362.60 41.56
362.80 42.15
363.00 42.74
SIN: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall (no Q: RIBA)
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
The John R. McAdams Company
Time: 6:11 AM Date: 11/23/2010
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Subbasin 7
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HEC-HMS
Subbasin-5
eklz,
Subbasin-9
Subbasin 3
Project: EPH10000
Subbasin-6 Subbasin-8
SWMF #2
Subbasin-7-To Pond Subbasin-7-Bypass
Junction-1
4-` SWMF #1
Subbasin-2
Reach-3 e
Lft
Subbasinl Subbasin-1
Reach-2
Subbasin-3A-To Pond
Basin Model: Post-Dev
Subbasin-3B
Reach-1

Subbasin-3A-Bypass
E
HMS * Summary of Results for SWMF #2
Project : EPH10000 Run Name : 100-Yr WC
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Start of Run 24Augl0 0000 Basin Model Post-Dev 100-Yr WC
End of Run 25Augl0 0000 Met. Model 100-Yr Storm
Execution Time 06Janll 1342 Control Specs 1 min dT
Computed Results
Peak Inflow 59.016 (cfs) Date/Time of Peak Inflow 24 Aug 10 1204
Peak Outflow 38.052 (cfs) Date/Time of Peak Outflow 24 Aug 10 1209
Total Inflow 5.77 (in) Peak Storage 0.46818(ac-ft)
Total Outflow 5.75 (in) Peak Elevation 361.47(ft)
0