20070936 Ver 1_Design Plans_20070801

Since 1979
THE JOHN R. McADAMS COMPANY, INC.
77 Overlook Park
CHARLOTTE, NORTH CAROLINA
o ~ - c~ q 3,i,o
DESIGN OF WATER QUALITYEXTENDED DETENTION WETLAND
BCP-07000
June 2007
CAS
7
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
Derick B. Hopkins, EI
Associate Project Engineer
James W. Caldwell, PE
Project Manager
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Comprehensive Land Development Design Services
www.johnrmcadams.com We help our clients succeed.

Permit No. O `1 - O q 3•lc
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form maybe photocopied for use as an original
DW Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: 77 Overlook Park
Contact Person: James W. C a l d w e 11 Phone Number: (919 13 61- 5 0 0 0
For projects with multiple basins, specify which basin this worksheet applies to: N/A
elevations
Basin Bottom Elevation 7 3 5.5 0 ft. (floor of the basin)
Permanent Pool Elevation 7 3 7.0 ft. (elevation of the orifice)
Temporary Pool Elevation 7 3 8.5 0 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 210 51 sq. ft. (water surface area at the orifice elevation)
Drainage Area 14.63 ac. (on-site and off-site drainage to the basin)
Impervious Area 11.2 3 ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 15 , 7 8 8.2 5 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 3 3 5 9 cu. ft. (volume detained above the permanent pool)
Forebay Volume 3 0 0 0 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 3.0 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 2 in. (2 to S day temporary pool draw-down required)
Design Rainfall 1 in.
Design TSS Removal 2 85 % (minimum 85% required)
D ~~~Q~,
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Form SWU-102 Rev 3.99 Page 1 of 4 AUG ~ _ 2007
W~r, p.'E._N-R' WA
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Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90%TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
JWC a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
7wc b. The forebay volume is approximately equal to 20% of the basin volume.
JWC c. The temporary pool controls runoff from the design storm event.
JWC d. The temporary pool draws down in 2 to 5 days.
JWC e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
JWC f. The basin length to width ratio is greater than 3:1.
JWC g. The basin side slopes above the permanent pool are no steeper than 3:1.
Jwc h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
JWC i. Vegetative cover above the permanent pool elevation is specified.
JWC
j. A trash rack or similar device is provided for both the overflow and orifice.
JWC k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
JWC 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
JWC m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does ~ does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does H does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads
When the permanent pool depth reads
Sediment
Bottom
El. 736.44 7
on 736.25~?~
feet in the main pond, the sediment shall be removed.
feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
Dill in the blanks)
Permanent Pool Elevation 7 3 7
Sediment Removal Elevation 7 3 5• g g 75 /°
Bottom Elevation 7 3 5. 5 0 • 25%
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible parry.
Print name: c z»,l ~ ~ M air ~t 5
Title: ~~~r~g-~L ~N ~" 1 `© l.l,C,
Address: `~~

o ~CN L ~
Phone: ~;o~. ~Z(o_~3~~
c~ D ~
Signature:

Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I,C~~~~`l % %~~ ~G~L~%~il , a Notary Pub
County of ,~io hereby certify that
personally appeared before this ~ day of
execution of the forgoing wet detention basin maintenance qi
;~;
~~~.x. ~~

.,
, .,.
SEAL
My commission expires i~~~(, ~-~~%~~ z ~ Z~U
for the of ~
,/i
~, and acknowledge the due
Witness my hand and official seal,
Form SWU-102 Rev 3.99 Page 4 of 4

since X979
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
THE JOHN R. McADAMS COMPANY, INC.
July 30, 2007
Ms. Annette Lucas
NC Division of Water Quality
401 Wetland Unit
2331 Crabtree Boulevard
Raleigh, North Carolina 27604
Re: Stormwater Management Plan
77 Overlook Park (DWQ #07-0936)
BCP-07000
Dear Ms. Lucas:
0 ~5~~~~~
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AUG 1 2007
pENR • WATT ~ALI1y
"'NANO srort~~
Presented on behalf of Beacon #18 LLC is the 77 Overlook Park Stormwater
Management Plan for your review and approval pursuant to the NC Division
of Water Quality (DWQ) Permit # 07-0936 General Certification (GC) 3402.
Previously the project was submitted for acceptance into the 401 Express
Review Program. However, due to personnel constraints, the application to
the 401 express review program was denied. Consequently, 77 Overlook Park
is now being submitted for standard Stormwater Management Plan review.
The project is located along the north side of "Lakeview Road" and the east
side of "Interstate 77". The proposed site is 20.42 acres, and will consist of
commercial buildings, as well as all other associated infrastructure. The site is
adjacent "Long Creek", and a FEMA mapped floodplain. The project is
located within the City of Charlotte jurisdiction, however, due to the close
proximity of the FEMA mapped floodplain, the project will not be required to
meet City of Charlotte Stormwater regulations.
To meet DWQ standards, one extended detention wetland facility is proposed
for the project. The extended detention wetland facility will be located along
the east side of the site adjacent to "Long Creek". The site has been designed
and graded so that all impervious associated with new development will reach
the extended detention wetland facility.
Please find enclosed for your review three copies of the following items:
- Initial interest in participation in the express review program within the
401 oversite/express permitting unit (Summary Sheet)
- USGS Quad
- Mecklenburg County Soil Survey
-Individual Post-Development drainage area map
- U.S. Army Corps of Engineers General Permit Verification
Comprehensive Land Development Design Services
We help our clients succeed.

Since 1.979
THE JOHN R. McADAMS COMPANY, INC.
Ms. Annette Lucas
NC Division of Water Quality
July 30, 2007
Page2of2
- Approval of 401 Water Quality Certification with Additional Conditions
- NCEEP acceptance
- 401 Extended Detention Wetland Worksheets
- Operation and Maintenance Agreements (1 original / 2 copies)
- Stormwater Management Plan- Notebook Including:
• Post Development Plan Exhibit
- Full Size Site Plan drawings including: Drainage Area Maps, Grading
Plan and Detail Sheets
If you have any questions or require any additional information, please do not
hesitate to contact me at [phone].
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
~~~
/ ~~
~t/.~~
Derick B. Hopkins, EI
Associate Project Engineer
Stormwater and Environmental Department

INITIAL INTEREST IN PARTICIPATION IN THE EXPRESS REVIEW PROGRAM
WITHIN THE 401 OVERSITE/EXPRESS PERMITTING UNIT
October 1, 2006
Version 4
o~ ~ o q -3~
Applicant Name: Beacon #18, LLC Attn: Mr. Jon Morris
Applicant Address: 9335 Harris Corners Parkway, Suite 250
Charlotte, NC 27269
Applicant's phone number: [phone] Fax number: [phone]
Applicant's email address: _ ion(a~beacondevelopment.com
Consultant Name (if applicable): The John R. McAdams Company, Attn: James Caldwell
Consultant address (if applicable): 2905 Meridian Parkway
Durham, NC__ 27713
Consultant's phone number: [phone] Fax number: [phone]
Consultant's email address: _caldwell(a~jonhrmcadams.com
Type of action requested under the Express Review Program (check all that apply):
^ 401 Water Quality Certification
^ Isolated Wetland Permit
^ Stream Origin Determination
# of Determinations Requested
^ Riparian Buffer Approval
^ Riparian Buffer Minor Variance
^ Coastal General "Major" Variance
^ Intermittent/Perennial Determination
# of Determinations Requested
^ Isolated Wetland Determination
linear feet or acres
~ Stormwater Management Plan (this fee is not additive when approval is combined with 401 Cert.)
1 # of Drainage Areas/Project Site
Name of Project: 77 Overlook Park
County: Mecklenburg
Total project acreage: 20.42 (acres) Total built out impervious area: 11.23_(acres)
Nearest Named stream + River Basin (from USGS topo map): Long Creek- Catawba
Please provide a brief description of this project (attach site plan if available):
Stormwater management facilities will not impact waters of the U.S. We are requesting approval of the Stormwater
Management Plan for the development. The wetland stream and buffer imRacts were previouslypermitted under the
401 Certification on July 16, 2007 (DWQ# 07-0936
Please attach a map of site location using USGS 1:24,000 map and county soil survey.
1

Location of project site -please include reference to the county, nearest name town and highway number:
The project is located along the north side of "Lakeview Road" and the east side of I-77, adjacent to Long Creek in
Charlotte, North Carolina.
Proposed impacts: 0 Acres of 404/401 wetlands
0 Acres of isolated wetlands
0 Linear feet of streams
Linear feet of isolated streams
Square feet of protected stream buffers
Has consultant or applicant attended any DWQ-sponsored training sessions in the past two years? If so, please list
which ones. No
Has any DWQ staff visited the site?des, if yes, please provide DWQ staff name, Alan Johnson and date of visit: June
27, 2007.
Which other environmental permits from other agencies will be needed for this project? Please list the permits and
issuing agencies below:
U.S. Army Corps of Engineers - 404 permit Action ID: SAW-2007-1932-390
DWO - 401 Certification DWQ # 07-0936
Does this project require approval under the State Environmental Policy Act or National Environmental Policy Act?
No.
Is this project an After-the-fact application or has this project received a previous Notice of Violation from DWQ?
No.
Does this project require approval of a Variance from the NC Environmental Management Commission? No.
Are you aware of any local controversy concerning this project? If so, please describe the controversy and any
measures that have been taken with respect to public involvement.
No.
This form must be submitted via email (c/o 401 express(a~ncmail.net), faxed (919-733-6893) or hand-delivered to the
Parkview Building, 2321 Crabtree Blvd. Suite 250, Raleigh, NC 27604. Applicants who are selected to participate in
the Express Review Program will be notified via fax within 2 days. Successful applicants will then be instructed
regarding detailed procedures for full application (Note: Submittals of the review packages on Friday after 12:00 pm
will be stamped as received on the next business day).
Please contact Cynthia Van Der Wiele at 919-715-3473 if you have any questions regarding this form.
2

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PROJECT N0. BCP-07000 THE JOHN R. McADAMS
„~' FILENAME: BCPO7000-SWX COMPANY, INC.
~ 77 OVERLOOK PARK
C scALE: ENGINEERS/PLANNERS/SURVEYORS
y ~'~=~OO~ C ,NORTH CAROLINA RESEARCH TRIANGLE PARK, NC
(~/] DATE: O6-Z~ -O7 DRAINAGE AREA MAP (gOg)Hgg115000 ZIP 27709-4005

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77 Overlook Park
Design of Extended Detention Wetland Facility
Proiect Description
Located along the north side of "Lakeview Road", and the east side of Interstate 77 is the proposed
commercial development of 77 Overlook Park. The proposed site is 20.42 acres. The site is located
adjacent to a FEMA mapped floodplain, and therefore is exempted from detention. Currently the site is
comprised predominantly of open and wooded areas with very little impervious areas. In the post-
development condition the site will consist of commercial building, as well as all other associated
infrastructure. The site is proposed to be phased in two parts. This report is associated with the first phase
of the project. However, the wetland has been designed to handle the full build-out of the site.
Due to the fact that the site is located adjacent to a FEMA mapped floodplain, no detention will be
required. However, there a proposed significant stream impacts that will require a 401 permit. As a
condition of this permit the site will be required to treat all impervious areas for 85% TSS (Total
Suspended Solids) removal. To accomplish this required treatment, a single extended detention wetland
facility is proposed.
• The extended detention wetland facility is sized according to methods found in the April 1999
NCDENR Division of Water Quality "Stormwater Best Management Practices". Please refer to the design
summary immediately following this narrative and the design calculations for further information. The
extended detention wetland is also designed to safely convey the 100-year storm event without overtopping
the dam embankment. Please refer to the design summary immediately following this narrative and the
design calculations for further information.
Calculation Methodology
• Rainfall Data: Is taken from NOAA Atlas 14. Two sets of precipitation data are used based on
guidance form NOAA. The first set of data is the statistically derived partial duration set. It is
recommended that this data be used for storms events smaller than the 20 to 25 year storms.
The second set of data is the statically derived annual maxima set. This set of data is
recommended for all storms greater than the 20 to 25 year storms. All storms are modeled as
frequency type storms.
• Soil Data: To create a conservative design all soils within the watershed draining to the wetland
• are assumed to be Hydraulic Soil Group ("HSG") `D'.
0 ~~~~~~
AUG 1 D
2001
'"~~~-rr

• HEC-HMS Version 2.2.2, by the U.S. Army Corp of Engineers, is used to produce the post-
. development runoff hydrographs.
• Haestad Methods PondPack V8 is used to develop the outlet rating curve for the spillway. This
curve is subsequently placed in HEC-HMS to create the Hydraulic and Hydrologic model.
• Time of Concentration: To create a conservative design the Time of Concentration ("Tc") is
assumed to be 5.0 minutes.
Discussion of Results and Conclusion
Based on the "Stormwater Best Management Practices", and calculation methodology presented
above the extended detention wetland will succeed in treating the site for 85% TSS removal and safely
convey the 100-year storm without endangering the dam embankment.
If the development is built as proposed within this report, all applicable design criteria will be met.
However, modifications to the proposed development that change assumption made in this report will
invalidate this report. Some modification may include, but are not limited to:
1. Changes in the amount of proposed site impervious surface area.
2. Changes in proposed grading, to affect drainage breaks presented in post-development.
•
C7

•
77 Overlook Park Desing Summary Wetland 1
BCP-07000
Design Summary
Watershed Characteristics
Drainage Area = 14.63 ac.
Impervious Area = 11.23 ac.
SCS Curve Number = 94 (Assumes all "HSG" D soils)
Time of Concentration 5.00 min.
Water Quality Design
Water Quality Volume = 33270 ft3
(1 " Rainfall Runof fl
Water Quality Elevation = 738.39 ft
Surface Area Required = 20628 ftZ
Surface Area Provided = 21051 ft2
Water Quality Drawdown = 4.36 days
Drawdown C7ifice = 2 inch diameter inverted PVC
Pond Design
Top of Dam Elevation = 741 ft
Toe of Dam Elevation = 733 ft
Heigh to Dam = 8 ft
Maximum Im oundment = 2.619 ac-ft
Spillway Design
Riser-Barrel Stucture
Riser = 5'x5' Box (Internal Dimensions)
Crest = 738.5 ft
Barrel = 45 LF of 36" O-RING RCP @ 0.50%
Upstrem Invert = 734.00 ft
Downstream Invert = 733.78 ft
•
•
Anti-Seep
2 concrete collars s aced 15 a art with a minimum ro'ection of 1.70'.
Anti-Float
8'x8'x30" Concrete anti-float block attached to riser.
Energy Dissipator
Rip-Rap Apron
NCDOT Class "B" Rip-Rap
18'L x 21'W x 22"T
Performance Summary
100-Year Elevation = 740.23 ft
Free Board = 0.77 ft
Note: 100-Year model ran with a T.W. condition of 738.50' due to
FEMA flood lain immediately downstream.
D.B. Hopkins, EI
6/25/2007

o~-Dg3c,

Background InfoYmation
•

77 Overlook Park
BCP-07000

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Precipitation Frequency Data Server
Page 1 of 5
~-' POINT PRECIPITATION +~ ,~.~~
FREQUENCY ESTIMATES ~ `~
:`~
• FROM NOAA ATLAS 14 ~.M„ n~~-
North Carolina 35.33 N 80.85 W 741 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: Wed Jun 20 2007
Confidence Limits Seasonality Location Maps.. Other Info. GIS data Maps Help
Precipitation Freauencv Estimates (inched
ARI* ^5 10 15 30 60 120 ^3 ^6 12 24 48 ^4 ^7 10 20 30 45 60
(years) mm mm mm mm mm min hr hr hr hr hr day day day day day day day
0.39 0.63 0.79 1.08 1.35 1.56 1.67 2.03 2.40 2.79 3.26 3.66 4.21 4.83 6.48 7.99 10.04 11.95
0 0.47 0.74 0.94 1.29 1.62 1.89 2.01 2.44 2.90 3.36 3.92 4.39 5.02 5.74 7.65 9.39 11.76 13.95
0 0.54 0.87 1.10 1.56 2.00 2.34 2.51 3.06 3.63 4.22 4.89 5.41 6.11 6.90 9.02 10.92 13.42 15.75
10 0.60 0.96 1.21 1.76 2.29 2.69 2.90 3.53 4.22 4.89 5.65 6.22 6.98 7.81 10.11 12.10 14.71 17.15
25 0.66 1.06 1.34 1.98 2.64 3.14 3.42 4.18 5.02 5.81 6.68 7.33 8.17 9.03 11.58 13.65 16.37 18.95
50 0.71 1.13 1.43 2.15 2.91 3.48 3.84 4.70 5.67 6.54 7.50 8.21 9.12 9.99 12.72 14.85 17.63 20.30
100 0.75 1.19 1.50 2.30 3.17 3.83 4.25 5.22 6.33 7.28 8.32 9.11 10.09 10.96 13.87 16.04 18.85 21.59
200 0.78 1.24 1.56 2.44 3.42 4.16 4.68 5.76 7.03 8.04 9.18 10.03 11.08 11.94 15.04 17.21 20.04 22.86
500 0.82 1.30 1.64 2.61 3.74 4.61 5.25 6.50 7.99 9.09 10.34 11.29 12.44 13.26 16.61 18.78 21.60 24.50
1000 0.85 1.34 1.68 2.72 3.98 4.94 5.71 7.09. 8.76 9.90 11.24 12.28 13.49 14.29 17.83 19.97 22.77 25.73
Text version of table ~ These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
• Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
•
http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=us&statena... 6/20/2007

Precipitation Frequency Data Server
Partial duration based Point Precipitation Frequency Estimates Wersion: 3
35.33 h 80.85 W 741 ft
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Page 2 of 5
1 2 3 4 5 6 7 $ 910 20 30 40 50 80100 140 200 300 S00 700 1000
Average Recurrence Interval Cyears)
Wed Jun 20 16:28:14 2007
Duration
5-min 48-hr ~- 30-day -at-
10-min + 3-hr -~ 4-day ~- -
15-min -+- %-t•~r -a-- 7-day --e- 60-day --?~
30-min -e- 12-hr + 10-day -+-
60-min -~- 24-hr -~- 20-day -$-
http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=us&statena... 6/20/2007

Precipitation Frequency Data Server
Page 3 of 5
Partial duration based Point Precipitation Frequency Estimates Version: 3
35.33 N 80.85 W 741 ft
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C L C C C C E L i L L L L L L i 71 7~ T a T T ~ T T T
•.+ ..~ •.~ •.r •.~ I t t t S S t t S t N N N N N ~0 N N N N
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Wed Jun 20 16:28:14 2007
Average Recurrence Interval
Cyears)
1 -x-
2 -e- 100 -
5 -+- 2n8 -e-
10 -~- 500 +
25 -~- 1000 ~-
Confidence Limits -
* Upper bound of the 90% confidence interval
Precipitation Fre uency Estimates (inches)
ARI** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day day day day
0.43 0.68 0.85 1.17 1.46 1.71 1.83 2.22 2.62 3.00 3.50 3.92 4.49 5.15 6.86 8.44 10.54 12.51
0 0.51 0.81 1.02 1.41 1.76 2.07 2.21 2.68 3.17 3.62 4.23 4.71 5.36 6.12 8.09 9.92 12.32 14.57
0.59 0.94 1.20 1.70 2.18 2.56 2.75 3.35 3.96 4.55 5.26 5.80 6.52 7.35 9.55 11.53 14.07 16.45
10 0.65 1.04 1.31 1.90 2.48 2.94 3.17 3.86 4.59 5.27 6.07 6.66 7.44 8.32 10.70 12.77 15.41 17.91
25 0.72 1.14 1.45 2.14 2.85 3.43 3.74 4.55 5.45 6.25 7.17 7.85 8.71 9.62 12.25 14.41 17.16 19.80
50 0.76 1.22 1.54 2.32 3.15 3.80 4.19 5.11 6.14 7.03 8.05 8.80 9.72 10.64 13.47 15.68 18.50 21.23
100 0.81 1.28 1.62 2.48 3.42 4.18 4.64 5.68 6.86 7.83 8.94 9.76 10.76 11.68 14.69 16.94 19.80 22.60
200 0.85 1.34 1.70 2.64 3.70 4.55 5.11 6.28 7.60 8.65 9.86 10.75 11.83 12.73 15.93 18.20 21.07 23.94
500 0.89 1.41 1.78 2.83 4.06 5.05 5.76 7.09 8.64 9.79 11.12 12.11 13.30 14.15 17.62 19.89 22.74 25.68
1000 0.93 1.46 1.83 2.97 4.33 5.43 6.28 7.74 9.48 10.68 12.10 13.17 14.45 15.27 18.94 21.19 24.00 27.00
'The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values fora 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 the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=us&statena... 6/20/2007

•
•
•
Precipitation Frequency Data Server
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Maps -
These maps were produced using a direct map request from the
U.S. Census Bureau Mapping and Cartographic Resources
Tiger Map Server.
Please read disclaimer for more information.
Page 4 of 5
http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=us&statena... 6/20/2007
'The lower bound of the confidence interval at 90% confidence level is the value which 5°k of the simulated quantile values for a given frequency are less than.
"These precipitation frequenq estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.

Precipitation Frequency Data Server
LEGEND

Other Maps/Photographs -
Page 5 of 5
- State - Connector
- County ® Stream
Indian Resv '';~~ Military Area
®Lake) Pond) Ocean ~=~ National Park
- Street ` Other Park
-Expressway C] C i ty
-Highway 0 ~- County 6 .8 mi
Scale 1:228583 2 11
*aUera~e--true scale depends or4monitor$ esolutian
View USGS digital orthophoto quadrangle (DOQ) covering this location from TerraServer; USGS Aerial Photograph
may also be available
from this site. A DOQ is acomputer-generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities
of a map. Visit the USGS for more information.
• Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on 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 about the
stations used in this study,
please refer to our documentation.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
+/-30 minutes ~ ...OR... +/-1 degree of this location (35.33/-80.85). Digital ASCII data can be obtained
directly from NCDC.
Hydrometeorologicalbesign Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spriug, MD 20910
[phone]
Questions?: HDSC.Ouestions~noaa.eov
Disclaimer
•
http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=pf&series=pd&units=us&statena... 6/20/2007
fl~ .o~ia R0.9"'ld r1lJ.R"'W

Precipitation Frequency Data Server
Page 1 of 5
~' POINT PRECIPITATION ~`~,~'~'~
FREQUENCY ESTIMATES
• FROM NOAA ATLAS 14 ~.~„ „<.~
North Carolina 35.33 N 80.85 W 741 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: Wed Jun 20 2007
Confidence Limits.
Other Info. ~~ GIS data ~~ Maps ~~ Help ~~ D
`~P*_ 5 10 15 30 60 120 3 10 20 30 45 60
~ ~ min min min min min min hr day day day day day
0 0.43 0.69 0.86 1.19 1.50 1.74 1.85 5.29 7.04 8.65 10.82 12.84
0.53 0.85 1.08 1.53 1.96 2.29 2.46 6.75 8.82 10.68 13.12 15.40
10 0.59 0.95 1.20 1.74 2.26 2.66 2.87 7.73 10.01 11.98 14.56 16.98
25 0.66 1.05 1.33 1.98 2.63 3.13 3.41 4.16 5.00 5.78 6.65 7.31 8.14 9.00 11.53 13.60 16.30 18.87
50 0.70 1.12 1.42 2.14 2.90 3.47 3.82 4.68 5.64 6.51 7.47 8.18 9.08 9.95 12.67 14.79 17.56 20.22
100 0.74 1.18 1.49 2.29 3.15 3.81 4.23 5.20 6.31 7.25 8.29 9.08 10.05 10.91 13.82 15.97 18.78 21.51
200 0.78 1.24 1.56 2.43 3.40 4.15 4.66 5.74 7.00 8.01 9.14 9.99 11.04 11.89 14.98 17.15 19.96 22.77
500 0.82 1.30 1.63 2.60 3.73 4.59 5.23 6.48 7.96 9.05 10.30 11.25 12.39 13.21 16.55 18.71 21.52 24.40
1000 0.85 1.33 1.67 2.71 3.96 4.92 5.69 7.06 8.72 9.86 11.20 12.23 13.44 14.23 17.76 19.89 22.68 25.62
Text version of table 'These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
• Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.

http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=pf&series=am&units=us& staten... 6/20/2007
I Freauencv Estimates (inches

Precipitation Frequency Data Server
Annual Maxima based Point Precipitation Frequency Estimates Version: 3
35.33 N $0.85 W 741 ft
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Annual Exceedance Probability C1-in-Y)
Wed Jun 20 16:27:48 2007
500 700 1000
Duration
5-min 48-hr -~- 30-day ~
10-min + 3-hr -~- 4-day -~-
15-min + ~-t-~r -e- 7-day -a- 60-day -?~
30-ruin -e- 12-hr + 10-day -+-
60-min -~- 24-hr ~- 20-day ~-
http://hdsc.nws.noaa. gov/cgi-bin/hdsc/buildout.perl?type=pf&series=am&units=us&staten... 6/20/2007

Precipitation Frequency Data Server
Annual Maxima based Point Precipitation Frequency Estimates Version: 3
35.33 h 80.85 W 741 ft
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C C C L !r C >= L L L L L L i L i 7~ 7~ T T T T T a T T
~~ •.r I t t S t t t t t t N N N N N N N N N N
E £ E E E £@ 1 I I 1 1 I 1 I I ~ ~~ ~ 'O 'a '6 ~ ~ ~
I I I 1 I I N M ~ SO @ N OD ~ ~D OD I I I I I I I I i I
117 @ h7 @ @ @ .r .~ N M ~ M ~ V7 h @ U7 @ @ Ir1 @
'" '" ~ `D Q` D u r a t i o n +~ ~-+ N M v .D
Wed Jun 20 16:27:48 2007
Annual Exceedance Probability
C1-in-Y)
t i n 2 -e- t i n 100 -
t i n 5+ i i r~ ` 0 0 -y-
1 in 10 -e- 1 in 500 +
1 to 25 -~- 1 in 1000 -$-
Confidence Limits -
II * Upper bound of the 90% confidence interval II
Precipitation Freauencv Estimates (inches)
AEP** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(1-in- min min min min min min hr hr hr hr hr day day day day day day day
0 0.47 0.75 0.94 1.30 1.63 1.90 2.03 2.46 2.92 3.34 3.89 4.33 4.93 5.64 7.45 9.13 11.34 13.42
0 0.58 0.92 1.17 1.66 2.13 2.51 2.69 3.27 3.88 4.44 5.14 5.67 6.37 7.19 9.33 11.27 13.75 16.08
10 0.64 1.03 1.30 1.88 2.45 2.91 3.14 3.82 4.55 5.22 6.01 6.60 7.37 8.24 10.59 12.64 15.26 17.73
25 0.71 1.14 1.44 2.14 2.84 3.42 3.73 4.53 5.43 6.22 7.14 7.82 8.68 9.58 12.20 14.35 17.09 19.72
50 0.76 1.21 1.53 2.31 3.13 3.79 4.17 5.09 6.12 7.00 8.01 8.76 9.68 10.60 13.41 15.62 18.42 21.15
100 0.80 1.28 1.62 2.47 3.41 4.16 4.62 5.66 6.83 7.80 8.90 9.72 10.72 11.63 14.63 16.87 19.72 22.51
200 0.84 1.34 1.69 2.63 3.69 4.54 5.09 6.25 7.57 8.62 9.82 10.71 11.79 12.68 15.87 18.13 20.99 23.85
500 0.89 1.41 1.77 2.82 4.05 5.03 5.74 7.07 8.60 9.75 11.07 12.06 13.25 14.10 17.55 19.81 22.65 25.58
1000 0.92 1.45 1.82 2.95 4.31 5.41 6.25 7.71 9.44 10.64 12.05 13.12 14.39 15.21 18.86 21.10 23.90 26.89
"The upper bound of the confidence interval at 90%confidence level is the value which 5%of the simulated quantile values fora given frequency are greater than
I hese precipitation tequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&series=am&units=us&staten... 6/20/2007

Precipitation Frequency Data Server
Page 4 of 5
~ Precipitation Frequency Estimates (inches)
AEP**
• (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 0.40 0.63 0.80 1.10 1.38 1.59 1.70 2.07 2.46 2.88 3.37 3.77 4.34 4.96 6.66 8.20 10.32 12.29
0 0.49 0.78 0.99 1.41 1.80 2.09 2.25 2.74 3.26 3.83 4.45 4.93 5.60 6.32 8.34 10.12 12.50 14.72
10 0.54 0.87 1.10 1.60 2.08 2.43 2.62 3.20 3.82 4.49 5.20 5.73 6.47 7.24 9.45 11.34 13.87 16.22
25 0.60 0.96 1.22 1.81 2.41 2.84 3.09 3.79 4.54 5.35 6.17 6.77 7.60 8.40 10.86 12.86 15.50 18.02
50 0.64 1.02 1.29 1.95 2.64 3.13 3.44 4.23 5.09 6.01 6.90 7.56 8.46 9.28 11.91 13.95 16.67 19.28
100 0.67 1.07 1.35 2.07 2.85 3.42 3.79 4.66 5.64 6.68 7.65 8.37 9.33 10.16 12.96 15.03 17.79 20.48
200 0.70 1.11 1.40 2.18 3.06 3.69 4.13 5.09 6.18 7.35 8.41 9.19 10.22 11.04 14.01 16.09 18.89 21.64
500 0.73 1.15 1.45 2.31 3.31 4.04 4.57 5.66 6.92 8.27 9.44 10.31 11.42 12.22 15.42 17.50 20.31 23.14
1000 0.75 1.18 1.48 2.39 3.49 4.28 4.91 6.10 7.48 8.99 10.23 11.17 12.35 13.14 16.51 18.56 21.37 24.26
* The 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 less than.
*" These precipitation frequency estimates are based on an annual maxima series AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Maps -
•
These maps were produced using a direct map request from the
U S Census Bureau Mapping and Cartographic Resources
Tiger Mao Server.
Please read disclaimer for more information.
LEGEND
•
- State Connector
- County Stream
Indian Resv :Military Area
LakelPand~Ocean ,;::;~ Nat i ono I Park
- Street Other Park
Expressway 0 City
-Highway ,r) .~-C,~unty.6 .8 mi
Scale 1:22883 2 11
*avera~e--true scale depends on mon6tor$ esolution
http://hdsc.nws.nogg.gov/cgi-bin/hdsc/buildout.perl?type=pf&series=am&units=us&staten... 6/20/2007

Precipitation Frequency Data Server
•
Other Maps/Photographs -

z
Page 5 of 5
View USGS digital orthophoto quadrangle (DOOI covering this location from TerraServer; USGS Aerial Photograph
may also be available
from this site. A DOQ is acomputer-generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities
of a map. Visit the USGS for more information.
• Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on 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 about the
stations used in this study,
please refer to our documentation.
Using the National Climatic Data Center's (NCDC station search engine, locate other climate stations within:
+/-30 minutes ...OR... +/-1 degree of this location (35.33/-80.85). Digital ASCII data can be obtained
directly from NCDC.
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Questions?: HDSC.Ouestiais,~a,noaa.eov
Disclaimer
•
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&series=am&units=us&staten... 6/20/2007

o~-~q3c~

HEC--HMS Inputs and HEC-HMS Output

.7
77 Overlook Park
BCP-07000

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PROJECT N0. BCP-07000
FILENAME: gCP07000-SWX 77 OVERLOOK PARK
SCALE: .~ ,._, oo, CHARLOTTE, NORTH CAROLINA
DATE: O6 - Z ~ - O 7 DRAINAGE AREA MAP

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1 inch = X00- ft_, -_ _.. ,
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THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK. NC
P.O. BOX 14005 ZIP 27709-4005
[phone] ~

77 Overlook Park
BCP-07000
HYDROLOGIC CALCULATIONS
Post-Development To Wetland
[. SCSCURVE NlT11iBE12S,; _. ;' ..'~

Cover Condition SCS CN Comments
Im ervious 98 -
O en 80 Assume ood condition
Wooded 77 Assume good condition
Il' POST-bEFN'I~~ .`
..F
A. Watershed Breakdown
Total Basin Area 14.63 acres
Total Offsite Area 0.28 acres
Total Onsite Area 14.35 acres
D.B. Hopkins, EI
6/20/2007
Contributing Area SCS CN Area [acres] Comments
On-site im ervious 98 11.23 -
On-site o en 80 3.12 Assume ood condition
On-site wooded 77 0.00 -
Off-site im ervious 98 0.00 -
Off-site o n 80 0.28 Assume ood condition
Off-site wooded 77 0.00 -
Total area =
Composite SCS CN =
14.63 acres
0.0229 sq.mi.
94
B. Time of Concentration Information
Time of concentration is assumed to be minimum of S 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)
PostDev-HECHMSInputs.xls
1 OF 1

HEC-HMS Project: BCP-07000 Basin Model: To Wetland
s
To Wetland
•
Wetland

HMS * Summary of Results
Project BCP-07000 Run Name 10-Year
• Start of Run 07Jun07 0000 Basin Model To Wetland
End of Run 08Jun07 0000 Met. Model 10-Year
Execution Time 21Jun07 1042 Control Specs lmin-dt
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(efs) ft) (sq mi)
To Wetland 92.677
Wetland 45.979
•
07 Jun 07 1204 5.1252 0.023
07 Jun 07 1211 4.3480 0.023
•

HMS * Summary of Results
Project BCP-07000 Run Name 100-Year
• Start of Run 07Jun07 0000 Basin Model To Wetland
End of Run 08Jun07 0000 Met. Model 100-Year
Execution Time 21Jun07 1042 Control Specs lmin-dt
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Wetland 118.63
Wetland 55.861
•
07 Jun 07 1204 7.9766 0.023
07 Jun 07 1212 7.1974 0.023
•

o ~ - 09 3~.0
C7
Extended Detention Wetland Design
C7

77 Overlook Park
BCP-07000

77 Overlook Park
BCP-07000
Stage-Storage Function
• Project Name: 77 Overlook Park
Designer: D. B. Hopkins, EI
Job Number: BCP-07000
Date: 6/20/2007
D.B. Hopkins, EI
6/20/2007
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
~fPPr~ (fPPt~ (~Fl (SFl (CFl (CF) (feet)

737.0 0.0 21051
738.0 1.0 24912 22982 22982 22982 1.01
739.0 2.0 28830 26871 26871 49853 1.96
740.0 3.0 33116 30973 30973 80826 2.98
741.0 4.0 37556 35336 35336 116162 4.06
•
Storage vs. Stage
~aoooo
X20000
t o000o y = 22700x11fi47
RZ = 0.9993
80000
m
rn
c 60000
to
40000
20000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks= 22700
b = 1.1647
•
1 OF 1

77 Overlook Park STAGE-STORAGE FUNCTION D.B. Hopkins, EI
BCP-07000 6/20/2007
• _> Stage -
Ks =
b =
Zo = Storage Function
22700
1.1647
737
Elevation ~ ~~~ Stora e
[feet] [cfJ [acre-fee
~
737 0 0.000
737.2 3483 0.080
737.4 7808 0.179
737.6 12521 0.287
737.8 17505 0.402
738 22700 0.521
738.2 28070 0.644
738.4 33591 0.771
738.6 39243 0.901
738.8 45013 1.033
739 50890 1.168
739.2 56865 1.305
739.4 62930 1.445
739.6 69079 1.586
739.8 75306 1.729
740 81607 1.873
740.2 87978 2.020
740.4 94415 2.167
740.6 100914 2.317
740.8 107473 2.467
741 114089 2.619
•
•
Page 1

77 Overlook Park Extended Detention Wetland
BCP-07000
Water Oualitv Pond Design Sheet
s xs = 22700
b = 1.1647
Calculation of Ruuoff Volume required for storage
The runoff to the pond for the 1"storm detention requirement is calculated using the SCS curve
number method. Impervious azeas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these azeas. Areas
not directly connected will be accounted for in a composite curve number.
Using basic SCS runoff methodology, with no adju:
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) _
@CN=
Other azeas draining to pond (not DCIA) _
@CN=
Runoff from DCIAs =>
~tments made
11.23 acres
98
3.40 acres
80
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
• Runoff volume = 32241 CF
Runoff from non-connected areas =>
Precipitation amount = 1.0 inches
S = 2.500 inches (calculated)
Q* = 0.083 inches (calculated)
Runoff volume = 1029 CF
Therefore, total runoff from reci itation in uestion = 33270 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
•
D.B. Hopkins, EI
6/20/2007
1 OF 2

77 Overlook Park Extended Detention Wetland D.B. Hopkins, EI
BCP-07000 6/20/2007
• Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 33270 CF
Stage (above invert) associated with this storage = 1.39 feet
Therefore, depth required above normal pool for storm storage = 1.39 feet
Therefore set crest of principal spillway at stage = 1.39 feet
and EL = 738.39 feet
At principal spillway crest, storm pool storage provided = 33270 CF
•
`r11
u
2OF2

77 Overlook Park Surface Area for BMP Wetland D.B. Hokins, EI
BCP-07000 6/20/2007
• I. Surface Area Check for Extended Detention Wetland
Impervious Area = 11.23 acres
Drainage Area = 14.63 acres
Impervious = 76.8%
Average Depth = 3.00 ft.
From the NCDENR Stormwater BMP Handbook (4/99), the
in the Piedmont is as follows:
Lower Boundary => 80.0
Site % impervious => 76.8
Upper Boundary => 90.0
Area Required = 20628 sq.ft.
Area Provided = 21051 sq.ft.
Results :Surface Area Requirements Are Met

Required for Wetlands
required SA/DA ratio for 85% TSS Removal

3.0 3.00 4.0
3.36 2.78
3.24 3.24 2.68
3.74 3.10
•
•

•
•
77 Overlook Park Extended Detention Wetland
BCP-07000
Inverted Siphon Design Sheet
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Normal Pool Elevation =
Volume @ Normal Pool =
Siphon Invert =
WSEL @ 1" Runoff Volume =
2 inches
1
22700
1.1647
0.60
737.00 feet
0 CF
737.00 feet
738.39 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
sec)
738.390 33270 0.120
738.270 29993 0.114 0.117 3277 27992
738.150 26725 0.108 0.111 3268 29357
738.031 23513 0.102 0.105 3212 30528
737.911 20362 0.095 0.099 3151 31909
737.791 17279 0.088 0.092 3083 33577
737.671 14272 0.080 0.084 3007 35657
737.552 11353 0.072 0.076 2920 38366
737.432 8536 0.062 0.067 2816 42133
737.312 5847 0.050 0.056 2689 47986
737.192 3327 0.035 0.042 2520 59460
Drawdown Time = 4.36 da s
D.B. Hopkins, EI
6/20/2007
•

77 Overlook Park
BCP-07000
• Input Data =>
Concrete Present =>
Inside Width of Riser Box = 5.00 feet
Inside Length of Riser Box = S.UO feet
Inside Height of Riser Box = 4.50 feet
Wall Thickness = 8.00 inches
Unit Weight of Concrete = 142.0 PCF
OD of barrel exiting manhole = 45.5 inches
Size of drain pipe (if present} = 8.0 inches
Trash Rack water displacement = 71.00 CF
Total amount of concrete:
Riser Walls = 68.000 CF
Adjust for openings.•
C~
Anti-Flotation Calculation Sheet
Opening for barrel = 11.291 CF
Opening for drain pipe = 0.349 CF
Total Concrete present, adjusted for openings =
Weight of concrete present =
Amount ojwater displaced =>
Displacement by riser = 180.500 CF
Displacement by trash rack = 75.000 CF
Displacement by Emergency Drain trash rack = 8 CF
D.B. Hopkins, EI
6/21/2007
Nate: tiC }'~oductc lists uitrt art. of
niarh+>la co3icret~ at 14. PCh.
56.359 CF
8003 lbs
Total water displaced by riser barrel structure = 263.500 CF
Weight of water displaced = 16442 Zbs

Anit-Float Page 1

77 Overlook Park D.B. Hopkins, EI
BCP-07000 6/21/2007
• Calculate amount of concrete to be added to riser =>
Safety factor to use = 1.1 ~ {Eecc~snm~~~d t.l S or higiar?
Must add = 10906 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Therefore, must add = 76.801 CF of concrete
Calculate size of base for riser assembly =>
Side = 8.000 feet
Thickness = 3U.0 inches
Concrete Present = 160.000 CF OK
Check validity of base as designed =>
Total Water Displaced =
Total Concrete Present =
• Total Water Displaced =
Total Concrete Present =
Actual safety factor =
423.500 CF
216.359 CF
26426 lbs
30723 lbs
1.16 UK
Results of design =>
Side of Base = 8.00 feet
Base Thickness = 30.00 inches
CY of concrete total in base = 5.93 CY
•
Anit-Float Page 2

•
77 Overlook Park
BCP-07000
36" RCP Anti-Seep Collars
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
Anti-Seep Collar Design =>
D.B. Hopkins, EI
6/21/2007
Flow Length Min. Calc'd # Max. ~F# of :-` ~iek
Pond along barrel Projection of collars Spacing eollairsf Spacing Spacing
ID (feet) (feet) required (feet) u~s~ ~ _`(feet)'~ _ OK?
~a~; ^~~^~, ~~.~;.,
:~~ ;~~
36" RCP 45.0 1.70 1.99 23.8 ~~ 2, 00 r ,~ , _ 15 YES
r.:. ., .,, ... _. _,_,
•
Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•

77 Overlook Park
BCP-07000
• 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 : 46 Flow depth (ft) = 2.22
slope S in % :0.50% Outlet velocity (fps) = 8.186
pipe diameter D in in.: 36
Manning number n :0.012
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.0
Outlet velocity (fps) 8.1864
Apron length (ft) 18.00
D.B. Hopkins, EI
6/20/07
AVG DIAM STONE THICKNESS
• (inches) CLASS (inches)
3 A 9
»6 B 22«
13 B or 1 22
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3' + 18'
= 21.0 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
18'L g 21'W x 22" THK
•

HEC-HMS Project: BCP-07000 Basin Model: To Wetland

To Wetland
C7
Wetland
•

HMS * Summary of Results for Wetland
•
Project BCP-07000
Start of Run 07Jun07 0000
End of Run 08Jun07 0000
Execution Time 21Jun07 1042
Run Name 10-Year
•
Computed Results
Basin Model To Wetland
Met. Model 10-Year
Control Specs lmin-dt
Peak Inflow 92.677 (efs) Date/Time of Peak Inflow 07 Jun 07 1204
Peak Outflow 45.979 (cfs) Date/Time of Peak Outflow 07 Jun 07 1211
Total Inflow 4.20 (in) Peak Storage 1.6367 (ac-f t)
Total Outflow 3.56 (in) Peak Elevation 739.67 (f t)
•

HMS * Summary of Results for Wetland
•
Project BCP-07000
Start of Run 07Jun07 0000
End of Run 08Jun07 0000
Execution Time 21Jun07 1042
Run Name 100-Year
•
Computed Results
Basin Model To Wetland
Met. Model 100-Year
Control Specs imin-dt
Peak Inflow 118.63 (cfs) Data/Time of Peak Inflow 07 Jun 07 1204
Peak Outflow 55.861 (efs) Date/Time of Peak Outflow 07 Jun 07 1212
Total Inflow 6.53 (in) Peak Storage 2.0385(ac-f t)
Total Outflow 5.89 (in) Peak Elevation 740.23 (f t)
•

Job File: C:\Documents and Settings\hopkins\Desktop\Cox Property\WETLAND.PPW
Rain Dir: C:\Documents and Settings\hopkins\Desktop\Cox Property\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
•

•
Project Date: 6/7/2007
Project Engineer: Derick B. xopkins
Project Title: Overlook Park
Project Comments:
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:36 AM Date: 6/21/2007

Table of Contents
Table of Contents
1
. ******************** OUTLET STRUCTURES *********************
Wetlandl........ Outlet Input Data .................. 1.01
Individual Outlet Curves ........... 1.04
Composite Rating Curve ............. 1.06
•
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:36 AM Date: 6/21/2007

•
Type.... Outlet Input Data Page 1.01
Name.... Wetlandl
File.... C:\DOCUments and Settings\hopkins\Desktop\Cox Property\WETLAND.PPW
Title... Project Date: 6/7/2007
Project Engineer: Derick B. Hopkins
Project Title: Overlook Park
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 737.00 ft
Increment = .20 ft
Max. Elev.= 741.00 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
----------------- ---- ------- --------- ---------
Inlet Box RI ---> BA 738.500 741.000
Culvert-Circular BA ---> TW 733.775 741.000
TW SETUP, DS Channel
•
•
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:36 AM Date: 6/21/2007

•
Type.... Outlet Input Data
Name.... Wetlandl
Page 1.02
File.... C:\Documents and Settings\hopkins\Desktop\COX Property\WETLAND.PPW
Title... Project Date: 6/7/2007
Project Engineer: Derick B. Hopkins
Project Title: Overlook Park
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-----------------
# of Openings -------------
= 1 ------
Invert Elev. = 738.50 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 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: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:36 AM Date: 6/21/2007

Type.... Outlet Input Data
Name.... Wetlandl
Page 1.03
File.... C:\Documents and Settings\hopkins\Desktop\Cox Property\WETLAND.PPW
Title... Project Date: 6/7/2007
Project Engineer: Derick B. Hopkins
Project Title: Overlook Park
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 3.0000 ft
Upstream Invert = 733.78 ft
Dnstream Invert = 734.00 ft
Horiz. Length = 45.00 ft
Barrel Length = 45.00 ft
Barrel Slope = -.00500 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0120
Ke = .5000
Kb = .006159
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) = 1.163
T2 ratio (HW/D) = 1.309
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 = 737.26 ft ---> Flow = 42.85 cfs
At T2 Elev = 737.70 ft ---> Flow = 48.97 cfs
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:36 AM Date: 6/21/2007

J
•
•
Type.... Individual Outlet Curves Page 1.04
Name.... wetlands
File.... C:\DOCUments and Settings\hopkins\Desktop\Cox Property\WETLAND.PPW
Title... Project Date: 6/7/2007
Project Engineer: Derick B. Hopkins
Project Title: Overlook Park
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Str ucture ID = RI ( Inlet Box)
---
Ups ----------
tream ID --------
= (P ----------
ond water -------
Surface)
DNS tream ID = BA ( Culvert-Ci rcular)
Pond WS. Device (into) Converge Next D S HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL E rror Error TW Error
ft cfs ft ft ft + /-ft +/-cfs ft +/-ft
--------
737.00 --------
.00 ------- --
REVERSE: ------
Flow is ------- -
closed off ----- ------ ------- -------
737.20 .00 REVERSE: Flow is closed off
737.40 .00 REVERSE: Flow is closed off
737.60 .00 REVERSE: Flow is closed off
737.80 .00 REVERSE: Flow is closed off
738.00 .00 REVERSE: Flow is closed off
738.20 .00 REVERSE: Flow is closed off
738.40 .00 REVERSE: Flow is closed off
738.50 .00 ... ... ... ... ... 738.50 .000
WS below an invert; no flow.
738.60 13.45 73.8.60 738.60 738.60 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
738.80 23.28 738.80 738.80 738.80 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
739.00 30.05 739.00 739.00 739.00 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
739.20 35.57 739.20 739.20 739.20 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
739.40 40.36 739.40 739.40 739.40 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
739.60 44.60 739.60 739.60 739.60 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
739.80 48.49 739.80 739.80 739.80 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
740.00 52.09 740.00 740.00 740.00 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
740.20 55.46 740.20 740.20 740.20 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
740.40 58.64 740.40 740.40 740.40 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
740.60 61.64 740.60 740.60 740.60 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
740.80 64.50 740.80 740.80 740.80 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
741.00 67.25 741.00 741.00 741.00 .000 .000 738.50 .000
DS HGL+Loss > crest: Flow set to Downstream outlet.
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:36 AM Date: 6/21/2007

r~
Type.... Individual Outlet Curves
Name.... Wetlandl
Page 1.05
File.... C:\Documents and Settings\hopkins\Desktop\COX Property\WETLAND.PPW
Title... Project Date: 6/7/2007
Project Engineer: Derick B. Hopkins
Project Title: Overlook Park
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
•

Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity
: .00 cfs
UPStream ID = RI (Inlet Box)
DNStream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs ft
-------- ------ ft ft +/-ft + /-cfs ft +/-ft

737.00 - --
.00 REVERSE: ------ ------- ------ -
Flow is closed off ----- ------- -------
737.20 .00 REVERSE: Flow is closed off
737.40 .00 REVERSE: Flow is closed off
737.60 .00 REVERSE: Flow is closed off
737.80 .00 REVERSE: Flow is closed off
738.00 .00 REVERSE: Flow is closed off
738.20 .00 REVERSE: Flow is closed off
738.40 .00 REVERSE: Flow is closed off
738.50 .00 ... ... ... ... ... 738.50 .000
WS below an invert; no flow.
738.60 13.45 738.60 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.056ft HL=.l00ft
738.80 23.28 738.80 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.169ft HL=.300ft
739.00 30.05 739.00 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.281ft HL=.499ft
739.20 35.57 739.20 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.394ft HL=.699ft
739.40 40.36 739.40 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.507ft HL=.900ft
739.60 44.60 739.60 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.619ft HL=1.099ft
739.80 48.49 739.80 738.50 736.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.731ft HL=1.299ft
740.00 52.09 740.00 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.844ft HL=1.500ft
740.20 55.46 740.20 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=.957ft HL=1.700ft
740.40 58.64 740.40 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=1.069ft HL=1.901ft
740.60 61.64 740.60 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=1.182ft HL=2.l00ft
740.80 64.50 740.80 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=1.294ft HL=2.299ft
741.00 67.25 741.00 738.50 738.50 .000 .000 738.50 .000
FULL FLOW... Lfu11=45.OOft Vh=1.407ft HL=2.SOOft
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:36 AM Date: 6/21/2007

Type.... Composite Rating Curve
Name.... Wetlandl
Page 1.06
File.... C:\Documents and Settings\hopkins\Desktop\Cox Property\WETLAND.PPW
Title... Project Date: 6/7/2007
Project Engineer: Derick B. Hopkins
. Project Title: Overlook Park
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
CUMULATIVE HGL CONVERGENCE ERROR .000 (+/- ft)
WS Elev, Total Q
Elev. Q
ft cfs
737.00 .00
737.20 .00
737.40 .00
737.60 .00
737.80 .00
738.00 .00
738.20 .00
738.40 .00
738.50 .00
738.60 13.45
738.80 23.26
739.00 30.05
739.20 35.57
739.40 40.36
739.60 44.60
739.80 48.49
740.00 52.09
740.20 55.46
740.40 58.64
740.60 61.64
740.80 64.50
741.00 67.25
•
-------- Converge
TW Elev Error
ft +/-ft
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
738.50 .000
Notes
-----------------------
Contributing Structures
-----------------------
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
(no Q: RIBA)
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
RIBA
S/N: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:36 AM Date: 6/21/2007