20081466 Ver 1_Stormwater Info_20111019

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BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
5950 Fairview Road, Suite 100
Charlotte, NC 28210
P. O. Box 471943 Charlotte, NC 28247
704-553-8881; fax [phone]
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r,
Attention:
?0 J
Annette Lucas From: Glenn Morris osTr U; //-
1 U/ I tS/ 11
Company: NCDENR, DWQ Date:
Wetlands & Stormwater Branch
512 N. Salisbury St.
Raleigh, NC 27604
via: Cetm4er 12 e.% ' Job #: 246-212
Phone #: g I q- lbo (- U301
CC:
Re: Bryton Corporate Center. Hambright Rd. Water Quality
?Aa Regwsbd?For Approva(DFor Your UseE3For Review and Comment
Comments:
Copies Date Sheets Description
1 Civil Drawings
1 Stormwater Management Calcs
1 Cover Letter & Attachements
1 Checklist & Supplements

BURTON ENGINEERING ASSOCIATE
PLEASE NOTIFY AT ONCE IF ALL ENCLOSURES ARE NOT INCLUDED. THANK YOU.
BURTON
ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
September 19, 2011
Mr. Alan Johnson
NCDENR
610 East Center Ave.
Mooresville, NC
C) 8-??4 (-9 (V
Rr?
RE: Bryton
Hambright Road Water Quality
DWQ # 07-0191
Dear Mr. Johnson:
;?0i
DENR • WATER QUALITY
WETLANDS AND STORMWATER BRANCH
On behalf of the developer, American Asset Corporation, the following storm water plans &
calculations are being submitted for review and compliance with the 401/404 permits for the creek
crossing. This submittal is to replace the previously approved plans by Kimley-Horn and Associates, Inc.,
dated 10-28-10 and subsequently approved by Annette Lucas on 11/01/10 (NCDWQ 08-1466). The
developer has opted not to proceed with those plans due to several issues that make the previous design
not feasible. The following are offered as an explanation why the developer cannot proceed with the
construction of the BMP's:
• The previously approved plans have the BMP's located in areas that are not positioned to be
incorporated easily into the future development plans. If left in their current position, they would
be considered individual BMP's and the future development would not be able to have combined
use of the facilities. It would be more advantageous to everyone if they were centrally located
within the overall development where they could be easily managed and maintained instead of
individual BMP's for the roadway alone. These combined ponds will be reviewed and regulated
by the Town of Huntersville L.I.D. or their Post Construction Storm water Program.
• The location of previously approved BMP's are situated in a location that impacted the best land
for development along the road frontage.
• The previously approved east basin BMP interferes with an existing curb cut on an NCDOT road.
This driveway location cannot be moved based on its relationship to an existing intersection and
other curb cuts. The curb cut is required in accordance with local zoning/plan requirements.
# 5950 Fairview Road Suite 100 # Charlotte, NC 28210 # 704 553-8881
The locations of both previously proposed BMP's require significant amounts of earth to be
moved which would involve constructing large, steep slopes in order to incorporate the BMP into
the drainage pattern. The failure of these could potentially impact adjacent buffer, wetlands, and
streams. The smaller proposed BMP's constructed in series do not involve as much difficult
construction and fit better into the space provided.
Based on the above, the developer would like to replace the wetponds with smaller, simpler BMP's with a
footprint that has been reduced. We request that the revised BMP's be considered temporary until the
future development incorporates them into the overall storm water management plan.
Thanks
444--
Glenn Morris
Project Manager
# 5950 Fairview Road Suite 100 # Charlotte, NC 28210 # 704 553-8881
AN
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
November 1, 2010
Mr. Bang James
Corporate Center, L.P. and Huntersville Town Center
3700 Arco Corporate Drive, Suite 350
Charlotte, NC 28273
Subject Property: Hambright Road Extension
Mecklenburg County
DWQ Project No. 08-1466
STORMWATER MANAGEMENT PLAN APPROVAL
Dear Mr. James:
On November 6, 2008, the NC Division of Water Quality (DWQ) issued a 401 Water Quality
Certification (WQC) to impact 290 linear feet of unnamed tributary to Cane Creek to construct the,
Hambright Road Extension in Mecklenburg County.
In order to meet Condition 8 of the 401 Certification for this project, a stormwater management plan,
dated September 20, 2010, was received by the DWQ on September 28, 2010. Additional stormwater
information, dated October 28, 2010, was received by the DWQ on October 29, 2010. This stormwater
management plan has been reviewed and satisfies the stormwater management conditions of the 401 -
Water Quality Certification.
The stormwater treatment system, which includes two wet detention ponds and the signed and notarized
Operation and Maintenance Agreements dated September 15, 2010, as approved by this Office, and the
drainage patterns depicted on the plan sheets, must be maintained in perpetuity. No changes to the
structural stormwater practices shall be made without written authorization from the Division of Water
Quality. All stormwater management conveyances, detention and treatment structures shall have
maintenance access and at least 10-foot drainage easement on each side to allow for the ability to
maintain the structures, to perform corrective actions and shall provide protection of the structures from
potential alterations by future property owners.
This letter completes the review of the DWQ under Section 401 of the Clean Water Act. If you have any
questions, please contact me at 919-715-3425.
Sincerely,
Annette Lucas, PE
401 Oversight/Express Review Permitting Unit
401 OversightiExpress Review Permitting Unit One
1650 Mail Service Center, Raleigh, North Carolina 27699-1650 NorthCarolina
Location: 2321 Crabtree Blvd., Raleigh, North Carolina 27604 f/ts J/`
Phone: [phone] t FAX: [phone] Nato' a"Y
Internet http:/lh2o.enr.state.nc.us(ncwetlands7
An Equa' Opportunity 1 Affinnat ve Action Empzoyer

Action ID. 2007-372-360
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
County: Mecklenburg USGS Quad: Cornelius
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Size and location of property (water body,
Description of projects area and activity:
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached Nationwide conditions and your submitted plans. Any violation of the attached conditions or deviation
from your submitted plans may subject the peimittee to a stop work order, a restoration order and/or appropriate
legal action.
This verification is valid until the NWP is modified, reissued, or i
scheduled to be modified, reissued, or revoked prior to March 18, 201
informed of changes tp the NWPs. We wi11 issue a public notice whe
continence or are .under contract to commence this. activity before the
modified.or revoked, you will have •twelye:(12) months from the. date
to Complete 'the activity under the present terms and conditions of thi;
date identified below, the nationwide permit authorizatIoi is reissued
valid until Elie. expiration date identified below, provided it complies
conditions. The District tfigincer may, at any time, exercise his disci
revoke a case specific activity's authorization under and NWP
voked.. All of the existing NWPs are
It is incumbent upon you to remain
the NWPs are reissued. Furthermore, if you
late that the.:rclcvant nationwide pernnt is
f the mod.}fieation.or. revocation of the NWp
nationwide permit, If prior to the expiration
nd/or modified, this verification will remain
ith :all new and/or modified terms find
tionary authority tp modify, suspend; or
Property Owner/ Authorized Agent:: American Asset Corporation / Attn: Barry James
Address; 3700 Arco Corporate Drive
Charlotte, North CurolinA 28273
Telephone No.: 104-2954000
Applicable Laws ®Section 404 (Clean Water Act, 33. USG 1344)
? Section 10. (Rivers and Harbors Act, 33 USC'403)
Authorization; Regional General Permit Number:
Nationwide permit Number: 39
Activities subject to Section 404, (as indicated above) may also require an individual Section 401 Water Quality
Certification. You should contact the NC Division of Water Quality (telephone [phone]) to deterpune
Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the :Coastal Area
Management Act (CAMA), prior to beginning work you must contact the N.C. Division of Coastal Management
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other
required Federal, State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of
Engineers regulatory program, please contact Amanda Jones at 828. ;271 7980 x231;
Corps Regulatory Official Amanda Jones Date: March 15, 2007
Expiration Date of Verification: March 18, 2007
Copy Furnished: S&EC, Attn: Wendell Overby, 236 LePhillip Court, Suite C, Concord, NC 28025
r
cc) `C
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W, Klimek, P.E. Director
Division of Water Quality
March 1, 2007
DWQ# 07-0191
Mecklenburg County
Mr. Barry James
Huntersville Corporate Center
LP & Huntersville Town Center
3,700 Arco Corporate Dr., Suite $50
.Charlotte., NO 28273
Subject: Bryton Town Center, Huntersville
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. James:
You have our approval, in accordance with the attached conditions .and those listed below, to
fill 0.172 acre of wetland anal impact 3815 linear feet (If) of unnamed stream (3971f of perennial) to
Cane Creek in order to construct the subject development in Mecklenburg County, as described in
your application received by the Division of Water Quality (DWQ) on January 31, 2007. After
reviewing your application, we have determined that this project it; covered by Water Quality Genera)
Certification Number 3402, which can be viewed on our web site at
http://h2o:enr.state,nc.us/ncwetlands. T. General Certification allows you to use Nationwide Permit
Number 39 once it is issued to you by the U.S Army Corps of Engineers.. ;Please note that you
should get any other federal, state or local permits before proceeding with your project, including
111. those required by (but not limited to) Sediment and Erosion Control, Non-Discharge, and Water
Supply Watershed. regulations.
The above noted Certification will expire when the associated 404 permit expires unless
otherwise specified in the General Certification. This approval is only valid for the purpose and
design that you described in your application. If you change your project, you must notify us in
writing, and you may be required to send us a new application for a new certification..: If the property
is sold, the new owner must be given a copy.of the Certification and approval letter; and is thereby
responsible for complying With all conditions.
In addition to the requirements of the certification, you must also comply with the following
conditions:
1. The Mooresville Regional Office shall be notified in writing once construction at the approved impact
areas has commenced.
2. All wetlands, streams, surface waters, and riparian buffers located on the project site where impacts
are not allowed'shall be clearly marked (example- orange fabric fencing) prior to any land disturbing
-.p p
activities.
' n-07'uo °'na
North Carol 4r Owision of Water Quality Z l0 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Cu$tomer Service
Internet: ncwoterqulalty.org FAX [phone]-f23-6748
An Equal Opporkunitq/A*rriat Actim Employer-5p94 Recycledlt0% Post Consumer paper
3. We understand that you have chosen to contribute to the Ecosystem Enhancement Program
(EEP) in order to compensate for the impacts to the stream. In accordance with 15A NCAC 2R
.0402 and 15A NCAC 2B :0242(7), this contribution will satisfy our compensatory mitigation
requirements under 15A NCAC 2H .Q506(h) and 15A NCAC 2B .0233(10). Until the EEP receives
and clears your check (made payable to: DENR - Ecosystem Enhancement Program), the stream
impacts shall not occur. The ln-Lieu-Of-Fee Coordinator should be contacted at [phone] if
you have any questions concerning the EEP. You have one month from the date of this
Certification to make this payment. For accounting purposes, this Certification authorizes the fill of
0.172 acre of wetlands and 3815 linear feet of stream in the Yadkin River Basin, Cataloging Unit
03040105, and 397 linear feet of stream mitigation is required.. Please be aware that the EEP
rules require rounding of stream impacts to the nearest foot (15A NCAC 2R ,0503(b)).
4. Use of native vegetation and other soft stream bank stabilization techniques must be used where
practicable instead of riprap or other bank hardening methods. If r'iprap is necessary, it shall not be
placed in the streambed, unless approved by the DWQ.
5. Storm water discharge structures at this site shall be constructed in a manner such that-the potential
receiving streams will not be impacted due to sediment accumulations, scouring or erosion of the
stream banks (i.e. diffuse flow).
6. A final written storm water management plan shall be approved in writing by this Office (or local
governing authority) prior to the construction of any permanent facilities at the subject site. The
storm water facilities must be designed to treat the runoff from the entire project, unless otherwise
explicitly approved by the Division of Water Quality. Also, before any permanent building is
occupied at the subject site, the facilities (as approved by this Office) shall be constructed and
operational, and the storm water management plan (as approved by this Office) shall be
implemented. The structural storm water practices-as approved by this Office as well as drainage
patterns most be maintained in perpetuity. No changes to the structural storm water facilities shall
be made without written authorization from the Division of Water Quality..
7. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Preconstruction Notification application. All construction
activities associated with this project shall meet, and/or exceed, those requirements specified in the
most recent version of the North Carolina Sediment and Erosion Control Manual and shall be
conducted so that no violations of state water quality standards statutes or rules occur.
8. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within two months of the date the
Division of Land Resources has released the project.
9. Upon completion of the project, the applicant shall complete and return the enclosed "Certificate of
Completion" form to the 401/Wetlands Unit of the NC Division of Water Quality. Please send
photographs of the upstream and downstream sides of each culvert site to document correct
installation, along with the Certificate of Completion form.
10. Continuing Compliance. The applicant (American Asset Corporation, Barry James) shall conduct all
activities in a manner so as not to contravene any State water quality standard (including any
requirements for compliance with section 303(0) of the Clean Water Act) and any other appropriate
requirements of state and federal law. If DWQ determines that such standards or laws are not being
met (including the failure to sustain a designated or achieved use) or that state or federal law is
being violated, or that further conditions are necessary to assure compliance, DWQ may reevaluate
and modify this Certification to include conditions appropriate to assure compliance with such
standards and requirements in accordance with 15 A NCAC 21-1.0507(d). Before codifying the
certification, DWQ shall notify the applicant and the US Army Corps of Engineers, provide public
notice in accordance with 15A NCAC 21.1.0503, and provide opportunity for public hearing in
accordance with 15A NCAC 2H.0504. Any new or revised conditions shall be provided to the
applicant in writing, shall be provided to the United States Army Corps of Engineers for reference in.
any permit issued pursuant to Section 404 of the Clean Water Act, and shall also become conditions
of the 404 Permit for the project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send
a written petition that conforms to Chapter 1508 of the North Carolina General Statutes to the Office of
Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This Certification and
its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the -Division of Water Quality under Section 401 of the Clean
Water Act. If you. have any questions, please telephone Mr. Alan Johnson in the Mooresville Regional
Office at 704-663-1699 or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733-.9721.
Sincerely,
z?
yi
forAlan W. Klimek, P.E.
Attachments
cc: Army Corps of Engineers, Asheville
Ian McMillan, Wetlands Unit
Becky Fox, EPA
Central Files
File Copy
Wendell Overby
cAltou Geot
ROUNAS. LLP
for Service"

August 11, 2011
Mr. Barry James
AAC Real Estate Services, Inc.
3700 Arco Corporate Drive
Suite 350
Charlotte, North Carolina 28273
Reference: Report of Limited Subsurface Exploration
Bryton Development Detention Pond
Charlotte, North Carolina
ECS Project No. 08-7794-A
Dear Mr. James:
Per your request, ECS Carolinas, LLP (ECS) is pleased to present this letter summarizes our
findings of the limited subsurface exploration for the above referenced project. ECS performed
the limited subsurface exploration in general accordance with our proposal dated August 10,
2011 (No. 08-12970P). The purpose of our services was to measure groundwater adjacent to
an existing detention pond located north of Hambright Road Extension and east of the new
culvert.
Project Information
The project site is located on Hambright Road Extension between.`Old Statesville Road
(Highway 115) and Everett Keith Road in Charlotte, North Carolina. It is our understanding that
groundwater measurements were needed adjacent to an existing detention pond located north
of Hambright Road Extension and east of the new culvert. The approximate location of the
detention pontl1s shown on the:Site Location Map (Figure 1) presented in the Appendix of this
report.
Scope of Services
The limited subsurface exploration Included -the execution of two (2)-`auger borings to a'depth20
feet below 'existing grades. Temporary `piezometers were installed In the boreholes to obtain
groundwater measurements.
The auger boring locations were established in the field using a 1b0-foot tape and existing site
features as reference. The approximate test locations are shown on the Boring Location
Diagram (Figure 2) presented in the Appendix of this report and should be considered accui=ete
only to the degree implied by the method used to iodate them.
8702 RW Oak Blyd , Suite A, Charlotte, NC 28217 0 [phone] • Fax [phone] www,eahmited.cara
Athsrllk.WC*.ChuloOe,NC*GrmWm,NCsGr,en ilk.SC', Raleigh.NC*Swwmboro.NCsUminMNG
ECS CAROLINAS, LLP
Report of Limited Subsurface Exploration
Briton Development Detention Pond
Charlotte, North Carolina
ECS Project No. 08-7794-A
September 6, 2011
Page 1
Findings
The results of our groundwater (GW) measurements are summarized in the table below.
Auger Boring ` Tlme of Boring 24-hr GW 48-hr GW 120-hr GW
Location GW Reading Reading Reading Reading
8-10-2011 8-11-2011 8-12-2011 8-15-2011
B-1 14'0" 8110" 819" 8'9"
B-2 N/A 17'6" 17'1 17'11"
730, 5
740,91
" GW measurements are approximate depth below existing grade.
Fluctuations in the groundwater elevation should be expected depending on precipitation, run-
off, utility leaks, and other factors not evident at the time of our evaluation. Normally, highest
groundwater levels occur in late winter and spring, and the lowest levels occur in late summer
and fall.
Limitations
The auger borings and groundwater measurement performed at this site represent the
subsurface conditions at the location of the borings only. Due to inconsistencies associated
with- prevailing geology, there can be changes in the subsurface conditions over relatively short
distances that have not been disclosed by the results of the borings performed.
If the project information is incorrect, or if the structure location (horizontal or vertical) and/or
dimensions are changed, please contact ECS so that our findings may be reviewed. The
discovery of any site or subsurface conditions during construction which deviate from the data
outlined in this preliminary exploration should be reported to us for our ;evaluation. The
assessment of site environmental conditions for the presence of pollutants in the soil, rock, and
groundwater of the site was beyond the scope of this preliminary exploration.

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DIE- l4L'to
WATER QUALITY
CALCULATIONS
for
STORMWATER MANAGEMENT
BRYTON
HAMBRIGHT ROAD WATER QUALITY
By
BURTON ENGINEERING ASSOCIATES
5950 Fairview Rd. Suite 100
Charlotte, NC 28210
[phone]
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BRYTON
Hambright Road Water Quality
Stormwater Management Project Narrative
Introduction
This project will provide storm water quality for Hambright Road as required by the
404/401 permits (DWQ #07-0191). The goal is to provide 85% T.S.S. removal for the entire
project. This is to be accomplished by combining six BMP's to achieve the total required
removal rate. The west basin is approximately 2.60 acres of drainage area with 2.21 acres of
impervious area. The treatment train is proposed to be a sand filter (85% T.S.S.), grass swale
(35% T.S.S.) and filter strip with level spreader (40% T.S.S). The combined efficiency is 94.15%
(please see efficiency calcs). The east basin consist of 15 acres of drainage area with 6 acres of
impervious area. This treatment train is to consist of an extended dry detention basin (50%
T.S.S.), grassed swale (35% T.S.S.) and filter strip with level spreader (40% T.S.S.). The combined
efficiency for this treatment train is 80.5% T.S.S.
Results
The combined project wide removal rate is weighted according to drainage area is
summarized below:
Project wide T.S.S. removal rate: 94.15% x 2.6 ac + 80.5% x 15.0 ac = 84.5 % - 85%
(2.6 ac + 15.0 ac)
Exceptions:
The following exceptions to the design procedures of the NCDENR BMP Manual were
taken due to existing conditions within the project:
• Extended Dry Detention Pond #1 has its invert within 1.5' of the SHWT (2.0' normaly
required). This will help to maintain a small permanent pool as suggested by the
manual.
• Filter Strip / level Spreader #1 has a downstream filter strip average slope of 18% (0-6%
normaly required). This is due to existing grades within the wooded filter strip. A
calculation through the filter strip shows the velocity to be 0.7 feet/sec which is a non-
erosive (less than 2 feet/sec).
• Filter Strip / Level Spreader #2 has a downstream filter strip average slope of 8.3% (0-6%
normaly required). This is due to existing grades within the wooded filter strip. A
calculation through the filter strip shows the velocity to be 0.3 feet/sec which is a non-
erosive (less than 2 feet/sec).

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West Summary 9/19/2011
STORMWATER MANAGEMENT SUMMARY
BASIN CHARACTERISTICS
WEST BASIN
AC SF
DRAINAGE AREA= 2.60 113,256
IMPERVIOUS AREA= 2.21 96,268
% IMPERVIOUS 85.0%
SOIL TYPE(S) CECIL, HSG B
SCS RUNOFF CN'S= 98 (100% IMPERVIOUS)
°61 ( 100% PERVIOUS)
CN= 92.5
TIME OF CONCENTRATION= 0.0833 HRS
5.00: MIN.
BMP'S PROVIDED
THREE BMP'S SELECTED TO PROVIDE COMBINED REMOVAL
EFFICIENCY OF 94.15% TSS
SAND FILTER Sized for 1" storm using the routed SCS Type 11 storm. Flows greater
than the 1" storm are diverted using a flow splitter. Modified CN's are
used to develop the computed WQv of 7,692 cf or 0.177 ac-ft.
Detention times of 39.6 hrs (40 hrs) are provided. Routed output
shows the Sand Filter drains mostly within 30 hours.
GRASS SWALE Sized for 10 year storm even though the flows greater than the 1"
storm are diverted from the upstream Sand Filter.
FILTER STRIP/LEVEL SPREADER
65 If Level Spreader using with a 30' wooded filter strip. 0-6% is the
max recommended slope. Existing grades are 18% at the top of the
receiving channel which are 133 If away.
P:1DWG1246-230 Bryton SWMi246-230 NCDENRWgca1cs1.x1s
c
BMP Efficiency(West) BRYTON 9/6/2011
HAMBRIGHT ROAD WATER QUALITY
BMP EFFICIENCY CALLS

TSS REMOVAL
EFFICIENCY (%) TN REMOVAL
EFFICIENCY
N TP REMOVAL
EFFICIENCY
(%) FECAL
REMOVAL
ABILITY
HIGH TEMP.
CONCERN
BIORETENTION WITHOUT IWS 85 35 45 High Med
BIORETENTION WITH IWS 85 40 45 High Med
STORMWATER WETLANDS 85 40 40 Med High
WET DETENTION POND 85 25 40 Med High
SAND FILTER 85 35 45 High Med
GRASSED SWALE 35 20 20 Low Low
RESTORED RIPARIAN BUFFER 60 30 35 Med Low
FILTER STRIP, GRASSED or THICK 25 20 30 Med Low
FILTER STRIP, WOODED, REVEG. 30 20 30 Med Low
FILTER STRIP, WOODED 40 20 30 Med Low
INFILTRATION DEVICES 85 30 35 High Low
DRY EXT. DETENTION BASIN 50 10 10 Med Med
PERMEABLE PAVEMENT SYSTEM 0 0 0 Low Med
ROOFTOP RUNOFF MANAGEMENT 0 0 0 Low Med
BMP's in Series
E = A + B - [(A x B)/100]
where
E = Total pollutant removal efficiency (%)
A = Efficiency of the First or Upstream BMP
B = Efficiency of the Second or Downstream BMP
Removal
TSS
Three BMP's In Series
SAND FILTER 85 %
GRASSED SWALE 35 %
FILTER STRIP, WOODED 40 %
E =. 94.15%
Page 1 of 1
Sand Filter NCDENR 2007 (West) BRYTON
HAMBRIGHT ROAD WATER QUALITY
SAND FILTER DESIGN Updated per NCDENR 2007 BMP Manual & Sept 2009
85% Total Suspended Solids
35% Total Nitrogen
45% total Phosphate
COMPUTE WATER QUALITY VOLUME
Drainage Area = 2.60 ' ac Maximum contributing drainage
area to a Sand Filter is 5 acres
% Impervious = 85.00 %
USE SIMPLE METHOD Rv=0.05+0.009(1)
0 0.815 IN/IN
P= 1.0 IN
WQV 7,692 ft3
WQVA4 = 5,769 ft3
A diversion or bypass structure
must divert all but the design flow
for the filter
9/6/2011
0
DETERMINE FILTER BED & SEDIMENTATION BASIN SURFACE AREA
h MaWiller = WQV A4 (ft3)
A. (ft) + Ar (ft)
Assume H,n,X until min (AS +
AF) = Atotai
Assume h MaxRlter
h MaxFilter 2.00 ft
Greater of AS and Af X 2
Min, (A,+AF)=: 1,600 ft2
Min. Area for Sedimentation Chamber
As = 249 x 0.95 x 1
Maximum Head on the Sand Filter must
not exceed 6 ft (Design Storm only)
Choose a combination of Af & hMaxFiiter to
meet the space available. Sedimentation
Chamber and Sand Filter should be about
the same size.
Min. Area for Sand Filter
Af= WQVx1.5ft
3.5 ft/day x 1.66 days x (Avg Head + 1.5 ft)
AS 800 ft2 Af = 94 ft2 Elev
Bottom Area Used = 1,400 ft2 Bottom Area Used= 1,375 ft2 830
Top Area Used = 2,480 if Top Area Used= 2,430 ft2 832
3,880 ft3 3,805 ft3
VERIFY VOLUMES
Volt.wi = (A, + Af ) x hMaxFdter Compare to WQVAd?
volt,,., = 1; ?,,668 fta
Page 1 of 2
l
Sand Filter NCDENR 2007 (West)
SIZE UNDERDRAIN SYSTEM
Determine capacity of Under Drain System
Af=WQvxdit[(kxHf+Df)xTfj
Where:
Af = 794 ftz
df = 1.5 ft
k = 3.5 ft/day
hf = 1.00 ft
Tf = 1.66 Days
2.0 Ft
z
Af Provided= 806 ft
Q at Full Depth =
Q at Avg Depth
Time to Drain=
Safety Factor of 10
0.076 ff
0.054 cfs
39.57 hrs
0.540 cfs
surface area of filter bed
filter bed depth
coefficient of permeability media
average height of water above filter bed, (Hmax / 2)
(40 Hours, 1.66 Days))
Max. Depth of Storage Volume
surface area provided (806 sf Bottom of Sand)
Compute Perforation Capacity
Pipes Length 4 Holes/Row
# of Perforations 1 290 4
50% of Perforations = 1180 Holes
3/8" Dia. Hole
Capacity of One Hole = CA(2gh)^0.5 Holes spaced 6" o/c.
0.0(37 cfs/Hole Min of 2 pipes Max 10' o/c
Total Capacity = 8.023 cfs
apacity of Filter Media = 0.540 cfs
Perforation Capacity = > Media Capa< OK
9/6/2011
N:Wxcel Templates\waterQualiWopy of NCDENRWgc8lcs1.XIs Page 2 of 2
2320 Holes
NCDENR Grass Swale (West) BRYTON 9/6/2011
HAMBRIGHT ROAD WATER QUALITY
GRASS SWALE DESIGN
TYPE OF SWALE:
For-Credit Swale
Updated per NCDENR 2007 BMP Manual & June 2009
35% Total Suspended Solids
20% Total Nitrogen
20% Total Phosphate
Drainage Area = 2.6. AC
Q1o= 6.88 cfs
No min. or max. drainage area
Trapezoidal Channel
Retardance Level = C
N High = , 0.110
VR = 0.60
Vei = 0.96 fps
depth = 1.02 ft
D = 2.00 ft
W = ; 22.0 ft
Left Slope = 5 H:V
Right Slope = 5 H:V
Bottom Width 2 ft
Slope = 0.0096 ft/ft
(Based on NRCS Resistance Factor)
for 0.186 < VR < 36
OK < thin 1.0 fps
(includes 6" Freeboard)
Side slopes to be 5:1 or flatter for Credit
Swales
3:1 or flatter for Non-Credit Swales
Min. length =150 if / 100 If for Curb Outlet
Systems
Min 1 ft above SHWT
Max velocity =1.0 fps for 10 year storm (For
Credit)
Min, bottom width = 2 ft
Max bottom width = 6 ft
Min. 6" freeboard above design
Max. Al lowable Velocities Non-Credit Swale)
Permissible Velocity
Sloe Soils Grass Lining (fps)
0-5% Sands & Silt Bermudagrass 5
Tali Fescue 4.5
Bahiagrass 4.5
Kentucky bluegrass 4.5
Grass-legume mixture 3.5
Clays Bermudagrass 6
Tall Fescue 5.5
Bahiagrass 5.5
Kentucky bluegrass 5.5
Gress-legume mixture 4.5
Page 1 of 2
t
CHECK ALLOWABLE SHEAR
Tractive Force Procedure
T=yxdxs
T = shear stress Ib/ft2
y = unit weight of water
d = depth flow, It
s = channel slope, ft/ft
T=, 0.61 Ib/sf < 1.0' OK
Design Temp. Liner
Check if Tema. Liner is Needed
Q2= 5.75 cis (n=0.02)
V2 3.2 FPS Vel. > 2.0 Liner Needed
Straw with Net nviai = 0.059
Td = 1.45 Ib/sf
ford > 0.5-2A' ft
N (Inter.)
d2 0.73 ft 0.059
T= 0.44 Ib/sf T < Td, OK
Permissable Shear Stress Height Td
A > 30" 3.7
B 11 - 24" 2.1
C 6 -10" 1.0
D 2 - 6" 0.6
E < 2" 0.35
Permissable Shear Stresses
n Values per Depth
Td 0-0.5' 0.5-2.0' > 2.0'
Woven Paper Net 0.15 0.016 0.015 0.015
Jute Net 0.45 0.028 0.022 0.019
Straw with Net 1.45 0.065 0.033 0.025
S75 Straw Matrix, Poly Net 1.55 0.028 0.0415 0.055
S150 Straw Matrix 2 Poi 1.65 0.028 0.0415 0.055
SC150 Straw/Coconut U/V 1.80 0.018 0.034 0.05
1" Gravel Rip Rap 0.33 0.044 0.033 0.03
2" Gravel Rip Rap 0.67 0.066 0.041 0.034
6" Rock Rip Rap 2.00 0.104 0.069 0.035
9" Rock Rip Rap 3.00 0.0735 0.0375
12" Rock Rip Rap 4.00 0.078 0.04
15" Rock Rip Rap 5.00
18" Rock Rip Rap 6.00
NAExcel TemplateMaterQualitylCopy of NCDENRWgcalcsl.xls Page 2 of 2
Filter Strip w LS (West) BRYTON
HAMBRIGHT ROAD WATER QUALITY
9/14/2011
FILLO- ST'R!P W/ LEWL SPPJ5APf?R? Updated per NCDENR 2007 BMP Manual
25% Total Suspended Solids (Thick Ground Cover)
Discharge from : 30% Total Suspended Solids (Planted Wooded Vegetation)
40% Total Suspended Solids (Natural Wooded Vegetation)
1" Drawdown T
20% Total Nitrogen
Discharge= 0.0711 cis 35% Total Phosphate
Type of Filter Strip:
Forested
Min Length = 4.65 ft
Length Prov'd 65 ft
LENGTH OF FILTER STRIP/LEVEL SPREADER
Type of Filter Strip Requirements

Vegetation Length/
1 cis
Slope
Max cis
Grass or Thick Ground Cover 13 0-8% 10
Forested 65 0-6% 2
Forest Vegetation (100-150' Wide) 50 0-6%
Forest Vegetation (>150' Wide) 40 0-6%
VELOCITY OF LEVEL SPREADER
(Based on Method by W.F. Hunt, D.E. Line NCSU
NCDOT Level Spreader Workshop, Feb 19, 2001)
Weir Equation
Q=CwxLxH312
Where: Q = Flow, cis
L = Length of Level Spreader, ft
Cw = Weir Coefficient (set to 3)
H = Driving Head, ft
Continuity Equation:
Q=VxA
Combined Equation:
Q=Vx213HxL
H =(Q/(CwxL))^23
V = (Q/ (L x (Q/(CwxL))^2/3)
H = i j3 ft
Velocity $:A fps
Min width of 13 If
Max width of 130 If
Filter Strip may be 30' if discharged from
1" Drawdown device
Min width of Filter Strip to be 30' (50' SA
Waters)
Slopes shall be <5% where practicable &
Max of 15%
The first 10' of Riparian Buffer should be no
more than 4%
Typical non-erosive velocities range from 4
fps for dense grass or undergrowth to 2 fps
for wooded.
Manning's n values for Sheet Flow
Good for Depths < 0.10'
Smooth Surfces 0.011
Grass, Short 0.15
Dense Grass 0.24
Woods, Light 0.40
Woods, Dense 0.80
Check Manning's
n = 0.240
Slope 0.150 fvft (of Filter Strip)
Velocity = 04, fps (through Filter Strip)
Page 1 of 1
East Summary
STORMINATER MANAGEMENT SUMMARY
9/15/2011
BASIN CHARACTERISTICS
EAST BASIN
DRAINAGE AREA=
IMPERVIOUS AREA=
AC _ SF_
15.00 653,490 ?
r - -
6 261,360
% IMPERVIOUS
SOIL TYPE(S)
SCS RUNOFF CN'S=
CN=
TIME OF CONCENTRATION=
BMP'S PROVIDED
40.0%
'VANGE?&W_ILKES HSG'C
:98 (100% IMPERVIOUS)
74 ( 100% PERVIOUS)
83.6
0.0833; HRS
5.00' MIN.
THREE BMP'S SELECTED TO PROVIDE COMBINED REMOVAL
EFFICIENCY OF 80.5% TSS
EXT. DRY DETENTION Sized for 1" storm using the routed SCS Type II storm. Flows greater
than the 1" storm are diverted using a flow splitter. Modified CN's are
used to develop the computed WQv of22,325 cf or 0.514ac-ft.
Detenion times of 2.3 days (2-5 days) are provided. Routed output
shows the Ext. Dry Pond drains within 50 hours (2.08 days)
GRASS SWALE Sized for 10 year storm even though the flows greater than the 1"
storm are diverted from the upstream Ex.t Dry Pond.
FILTER STRIP/LEVEL SPREADER
70 If Level Spreader used with a 30' wooded filter strip. 0-6% is the
max recommended slope. Existing grades are 8.3% at the receiving
channel which are 50 If away.
NAExcel Templates\WaterQuality\NCDENRWgcalcsl.xls
BMP Efficiency(East) BRYTON 916/2011
HAMBRIGHT ROAD WATER QUALITY
:BW EFFICIENCY CALCS:

TSS REMOVAL
EFFICIENCY (%) TN REMOVAL
EFFICIENCY
N TP REMOVAL
EFFICIENCY
(%) FECAL
REMOVAL
ABILITY
HIGH TEMP.
CONCERN
BIORETENTION WITHOUT IWS 85 35 45 High Med
BIORETENTION WITH IWS 85 40 45 High Med
STORMWATER WETLANDS 85 40 40 Med High
WET DETENTION POND 85 25 40 Med High
SAND FILTER 85 35 45 High Med
GRASSED SWALE 35 20 20 Low Low
RESTORED RIPARIAN BUFFER 60 30 35 Med Low
FILTER STRIP, GRASSED or THICK 25 20 30 Med Low
FILTER STRIP, WOODED, REVEG. 30 20 30 Med Low
FILTER STRIP, WOODED 40 20 30 Med Low
INFILTRATION DEVICES 85 30 35 High Low
DRY EXT. DETENTION BASIN 50 10 10 Med Med
PERMEABLE PAVEMENT SYSTEM 0 0 0 Low Med
ROOFTOP RUNOFF MANAGEMENT 0 0 0 Low Med
BMP's In Series
E=A+B-[(AxB)1100]
where
E = Total pollutant removal efficiency (%)
A = Efficiency of the First or Upstream BMP
B = Efficiency of the Second or Downstream BMP
Removal
TSS
Three BMP's in Series
DRY EXT. DETENTION BASIN 50 %
GRASSED SWALE 35 %
FILTER STRIP, WOODED 40 %
E = $0.6%
Page 1 of 1
Ext Dry Pond East#2 BRYTON 9!6!2011
HAMBRIGHT ROAD WATER QUALITY
EXT. DRY DET. BASIN DESIGN Updated per NCDENR 2007 BMP Manual & June 2009
Pond Volume Linked to Worksheet: Dry Pond Volume (East #2)
50% Total Suspended Soilds
10% Total Nitrogen
10% total Phosphate
SURFACE AREA REQ'D
Drainage Area = 15.0 ac
% Impervious = 40.00 %
TEMP. DRAWDOWN
DETERMINE 1 " STORM VOLUME
USE SIMPLE METHOD
Rv=0.05+0.009(1)
The invert of the Dry Pond must be 2
feet above the SHWT
(Seasonal High Water Table)
Rv--' 0.41 IN/IN
P= 1.0 IN
VOLUME=DESIGN RAINFALL(Rv)DA
0.513 AC-FT
VOLprov= • 0.641 AC-FT
SEDIMENT STORAGE
SEDIMENT STORGE VOL=25% OF WATER QUALITY VOLUME
Sediment Storage Req'd= 0.128 ac-ft
Sediment Storage Prov'd= 0.180 ac-ft
Actual % Used = 28%
FORE-SAY SIZE
PRE-BAY VOL=20% OF PERM POOL VOLUME
PRE-BAY VOLregd= 0.128 ao-ft
PRE-BAY VOLprov.= 0.125 ac-ft
Actual % Used = 20% %
22,325 CF
at efev 736.22
at efev 732.40
at efev 733.00
Includes Forebay &
Main Pond
Page 1 of 2
Ext. Dry Pond East#2 9/6/2011
ORIFICE SIZING ORIFICE CALCULATIONS
orifice formula Q=cA(2gh)^.5 w/ c=.6
2 DAY DRAWDOWN Q2= 0.16 cfs
DIA {in) 3.0
5 DAY DRAWDOWN= Q5= 0,06 cfs Inv = 733.00
(cfs)
FROM ORIFICE CALC'S: USE 3.0 INDIA ORIFICE Elev Q
Top V Stor = t 736.22
Approx Draw Down Time = 2.3 days Inv. Out 1"3,04
54.89 hours Head = 1.07
3,293 minutes
Avg Q = A cfs
BOUYANCY CALCULATIONS

Top of Box = 736.22
Bottom of Box = 731.00
Width of Box = 2.83 ft (Outside Dims)
Length of Box = 3.67 ft (Outside Dims)
BF= VOLstruct x densityH20
3,383 lbs
WT str- 4,598 Ibs (2 - 48" Boxes)
WT CONC=145-62.4(lb/sf)=82.6
SF= 1.2
WT OF ANCH. REQ'D= (538) Ibs
VOL OF ANCH REQ'D= (6.5) d
ANCHOR DIMS= L=! 1:63 ft
W= 2.63 ft
Thickness Reqd= (1.3) ft
(16) in
EMERGENCY DRAWDOWN ORIFICE CALCULATIONS
orifice formula Q=cA(2gh)".5 w/ c=.6
DIA (in) 3.00
Perm Pool Vol = 0.180 acrft Inv 831.00
WS)
FROM ORIFICE CALC'S: USE 3.00 IN DIA ORIFICE Elev Q
Perm. Pool 833.40
Approx Draw Down Time = 11.3 hours Inv 831,00
0.47 days Head = 2.00
Avg Q = 0.19 cfs
Driving Head = H/3
See Figure 3-3 NCDENR BMP
Manual
N:tExcel TemplatesXWaterQualitylCopy of NCDENRWgcalcsl.xls Page 2 of 2
DryPond Volume (East #2) BRYTON
HAMBRIGHT ROAD WATER QUALITY
Extended Det. Pry Pond Volumes
Water Quality Linked to Worksheet: Ext. Dry Pond East#2
Inv of Pond = 731
1" Vol Storage Req'd = 0,51? ac-ft
25% Sediment Storage Req'd= ; 0:128 ac-ft
Sediment Storage Prov'd= 0180 ac-ft
Total Storage Req'd- 0:6+14 ac-ft
1" Vol Storage Prov'd = DA62 ao-ft
Total Storage ProVd= 0.642
Prebay Vol. ProVd= 0,125 ac-ft
Perm Pool Vol ProVd= 0.180
9/6/2011

Elev
Include 25% of Perm. Pool
732.48 Volume for Sediment Storage
733.00
X38:22
736.22
734.50
733.00
PreBa Main Pond Total
Inc. Total inc. Total Cum.
Contour Area Avg. Area Volume Volume Area Avg. Area Volume Volume Volume
Elev (ac) (ac) (ac-ft) (ac-ft) (ac) (ac) (ac ft) (ac ft) (ac-ft)
731 0.022 0.000 0.000 0.000 0.047 0.000 0.000 0.000 0.000
732 0.031 0.030 0.030 0.030 0.059 0.050 0.050 0.050 0.080
733 0.038 0.030 0.030 0.060 0.073 0.070 0.070 0.120 0.180
734 0.046 0.040 0.040 0.100 0.088 0.080 0.080 0.200 0.300
735 0.055 0.050 0.050 0.150 0.100 0.090 0.090 0.290 0.440
736 0.073 0.060 0.060 0.210 0.107 0.100 0.100 0.390 0.600
737 0.083 0.080 0.080 0.290 0.121 0.110 0.110 0.500 0.790
738 0.095 0.090 0.090 0.380 0.136 0130 0.130 0.630 1.010
STAGE / STORAGE
m
a? $
0.0 0.2 0.4 0.6
Volume
(ac-ft)
739
738
737
736
735
734
733
732
731
730
0.8 1.0 1.2
r NCDENR Grass Swale (East) BRYTON 9/6/2011
HAMBRIGHT ROAD WATER QUALITY
GRASS SWALE DESIGN
TYPE OF SWALE:
For-Credit Swale
Drainage Area = 15.0 AC
Q10' 7.5 cfs
No min. or max. drainage area
Retardance Level = C
N High = 0.143
VR = 0.40
Vel = 0.47 fps
depth = 1.44 ft
D = 2.00 ft
W = 24.0 ft
Left Slope = 5 H:V
Right Slope = 5 H:V
Bottom Width = 4 ft
Slope = 0.0023 ft/ft
Updated per NCDENR 2007 BMP Manual & June 2009
35% Total Suspended Solids
20% Total Nitrogen
20% Total Phosphate
Trapezoidal Channel
(Based on NRCS Resistance Factor)
for 0.186 < VR < 36
OK < than 1.t? fps
(includes 6" Freeboard)
Side slopes to be 5:1 or flatter for Credit
Swales
3:1 or flatter for Non-Credit Swales
Min. length =ISO If / 100 If for Curb Outlet
Systems
Min 1 ft above SHWT
Max velocity =1.0 fps for 10 year storm (For
Credit)
Min. bottom width = 2 ft
Max bottom width = 6 ft
Min. 6" freeboard above design
Max. Al lowable Velocities Non-Credit Swale
Permissible Velocity
Sloe Soils Grass Lining (fps)
0-5% Sands & Silts Bermudagrass 5
Tall Fescue 4.5
Bahiagrass 4.5
Kentucky bluegrass 4.5
Grass-legume mixture 3.5
Clays Bermudagrass 6
Tail Fescue 5.5
Bahiagrass 5.5
Kentucky bluegrass 5.5
Grass-legume mixture 4.5
Page 1 of 2
CHECK ALLOWABLE SHEAR
Tractive Force Procedure
T=yxdxs
T = shear stress Ib/ft2
y = unit weight of water
d = depth flow, ft
s = channel slope, ft/ft
T 0.21 Ib/sf < 1.0' OK
Design Temp. Liner
Check if Temp. Liner is Needed
Q2= 7.2 cfs (n=0.02)
V2 1.9 FPS Vel. «2.0 Liner Not Needed
Straw with Net ntr1ei = 0.054
Td = 1.45 Ib/sf
for d > 0.5-2.0' ft
N (Inter.)
d2 0.92 ft 0.054
T= 0.13 Ib/sf fi < Td, OK
Permissable Shear Stress Height Td
A > 30" 3.7
B 11 - 24" 2.1
C 6-10" 1.0
D 2 - 6" 0.6
E < 2" 0.35
Permissabie Shear Stresses
n Values per Depth
Td 0-0.5' 0.5-2.0' > 2.0'
Woven Paper Net 0.15 0.016 0.015 0.015
Jute Net 0.45 0.028 0.022 0.019
Straw with Net 1.45 0.065 0.033 0.025
S75 Straw Matrix, Poi Net 1.55 0.028 0.0415 0.055
S150 Straw Matra 2 Poly 1.65 0.028 0.0415 0.055
SC150 Straw/Coconut UN 1.80 0.018 0.034 0.05
V Gravel Rip Rap 0.33 0.044 0.033 0.03
2" Gravel Rip Rap 0.67 0.066 0.041 0.034
6" Rods Rip Rap 2.00 0.104 0.069 0.035
9" Rods Rip Rap 3.00 0.0735 0.038
12" Rods Rip Rap 4.00 0.078 0.04
15" Rods Rip Rap 5.00
18" Rock Rip Rap 6.00
N:1Excel TemplateMaterQuality%Copy of NCDENRWgcalasl.xls Page 2 of 2
Filter Strip w LSp (East) BRYTON
HAMBRIGHT ROAD WATER QUALITY
9/14/2011
Updated per NCDENR 2007 BMP Manual
25% Total Suspended Solids (Thick Ground Cover)
Discharge from : 30% Total Suspended Solids (Planted Wooded Vegetation)
1" Drawdown 40% Total Suspended Solids (Natural Wooded Vegetation)
20% Total Nitrogen
Discharge=' 0.28 cis 35% Total Phosphate
Type of Filter Strip:
Forested
Min Length = i 18.2 it
Length Prov'd = 70 ft
LENGTH OF FILTER STRIP/LEVEL SPREADER
Tvpe of Filter Strip Requirements

Vegetation Length/
1 cfs
Sloe
Max cfs
Grass or Thick Ground Cover 13 0-8% 10
Forested 65 0-6% 2
Forest Vegetation (100-150' Wide) 50 0-6%
Forest Vegetation (>150' Wide) 40 0-6%
VELOCITY OF LEVEL SPREADER
(Based on Method by W.F. Hunt, D.E. Line NCSU
NCDOT Level Spreader Workshop, Feb 19, 2001)
Weir Equation
Q=CwxLxH37
Where: Q = Flow, cfs
L = Length of Level Spreader, ft
Cw = Weir Coefficient (set to 3)
H = Driving Head, ft
Continuity Equation:
Q=VxA
Combined Equation:
Q=Vx2/3HxL
H =(Q/(CwxL))^2r'
V = (Q/ (L x (Q/(CwxL))^2/3)
H' ?r ft
Velocity' ` fps
Min width of 13 If
Max width of 130 If
Filter Strip may be 30' if discharged from
1" Drawdown device
Min width of Filter Strip to be 30' (50' SA
Waters)
Slopes shall be <5% where practicable &
max of 15%
The first 10' of Riparian Buffer should be no
more than 4%
Typical non-erosive velocities range from 4
fps for dense grass or undergrowth to 2 fps
for wooded.
Manning's n values for Sheet Flow
Good for Depths < 0.10'
Smooth Surfces 0.011
Grass, Short 0.15
Dense Grass 0.24
Woods, Light 0.40
Woods, Dense 0.80
Check Manning's
n 0.400.
Slope 0 0a'3' ft/ft (of Filter Strip)
Velocity = ; Q, fps (through Filter Strip)
Page 1 of 1
?- U
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246-230-85%TSS Charlotte 6-hr 1-Inch linch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 7S: DA Hambright Rd (West)
Runoff = 4.28 cfs @ 3.10 hrs, Volume= 0.177 af, Depth= 0.82"
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., ime Span= 0.00-120.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 1-Inch l inch Rainfall=1.00"
* 0.390 77.2 CN=61 CNm=77.2 Grass W415h4ed CW 5 4L-) ?4 VZ„
* 2.210 99.6 CN= 98 Paving CNm = 99.6 9
2.600 96.2 Weighted Average
0.390 77.2 15.00% Pervious Area
2.210 99.6 85.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: DA Hambright Rd (West)
Hydrograph

I I I { 1 I I I I ! 1 ! ! ! 1 I I I I I
,p 1 I 1 1 I 1 ! I i ! ! ? I t 1
4.28 cis 1 ! I ! 1 I I I I ! , 1 I
1 I ! ? I ? ! { I ? f ! ? ? I I
I I I 1 I I 1 I 1 ? I ? 1
I I 1 ? 1 ? ? 1 1 I
---r--r--r--r--r--?--?--?--?-- ---I-'-I-- -_..?_- -,-R'unoff=4:28-cfs-
I 1 ! 1 1 I 1 1 I I I I I 1 1 { 1 I I
Charlotte 8-hr 1-Inch 1 inch
I ! - I II 1 1 I 1 I I I I I 1 1 I
1 I ! I I ! ! I I ! I I I I 1 ! 1 I „
' 1 I I 'Rainfall=1' 00
I I I ! I 1 1 I 1 1 I I 1 1 I ? 1
I I 1 1 I I I I 1 1 ! I I { 1 - 1 I I I I
1 . ; ; ; --? -;Runoff ?4ra=2.G0 _ Vic- -
I I I ? I I I I 1 I , I I I I I !
Runoff Volume=0.177 of
1 I i 1 , 1 1 ! I ! I ! 1 1 ! ! I 1
Runoff DePth'=01.82"
t I -- ,-- 1- 1 I ! 1 1 I ! _I -'I Y ¦&5.OIIml'n
! I I I 1 ! 1 1 ? I 1 1 f
I I I I 1 1 I ? 1 1 f I I I 1
I 1 I 1 I ? i I I I ? I I 11 1 I 1
1 1 1 ! 1 1 1 1 1 1 1 1 1 1 CN=77.2/99.1;5
I ! I I 1 I 1 I I 1 ? 1 f
I 1 1 ? I ? ? I 1 I 1 I I ? I , I I ! ? 1
I I I I I I I I I 1 I I I I I I
_ I ?? I I I I I I I I 1 I I { I ? ! I I
1 I ? 1 I I 1 1 1 I I I 1 I ? ? 1
I I I I 1 I I I 1 1 I I I ? 1 ! I I I
1 I I ! f 1 I 1 I I I ! ? I ! 1
1 I 1 I I ? 1 1 t 1 I I 1 ! 1 I
I I I I I I 1 1 ( 1 I I I 1 I I I
I ! ? 1 1 1 I 1 I I I I 1 1 1 1 I
I I 1 1 1 1 t 1 1 I t 1 1 t 1 t 1 1 1 1?
-Runoff
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
246-230-85%TSS
Prepared by Burton Engineering Associates
HvdroCAD® 9.00 s/n 03513 ® 2009 HvdroCAD Sc
Charlotte 6-hr 1-Inch finch Rainfal1=1.00"
Printed 9/6/2011
Summary for Reach 21 R: Grass Swale #1
[79] Warning: Submerged Pond 8P Primary device # 1 INLET by 0.04'
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 0.53" for l inch event
Inflow = 0.41 cfs @ 3.66 hrs, Volume= 0.115 of
Outflow = 0.33 cfs @ 3.91 hrs, Volume= 0.115 af, Atten= 19%, Lag= 14.7 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-120.00,hrs, dt= 0.01 hrs
Max. Velocity= 0.38 fps, Min. Travel Time= 6.7 min
Avg. Velocity = 0.13 fps, Avg. Travel Time= 19.9 min
Peak Storage= 132 cf @ 3.80 hrs, Average Depth at Peak Storage= 0.18'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 40.63 cfs
4.00' x 2.00' deep channel, n=0.110
Side Slope Z-value= 5.0'/' Top Width= 24.00'
Length= 150.0' Slope= 0.0096'/'
Inlet Invert= 825.44', Outlet Invert= 824.00'
Reach 21 R: Grass Swale #1
Hydrograph
0.4
I f I '? I 1 ! I 1 I 1 I 1 I t 1 1 i I 1 I
OA 0.41ds
1 I I 1 I I I 1 1 ( I i 1 t I _ _- F-- L-- L-- f --
0.4 -
! I I 1 -
0.38 - - - -r- - -?--?--(lam--r--FMea=160`/?` aY }(??
r--r--r--r--r--Ir--r--r--r--r--r--r ar?flow A{ -
1 , i 1 I i I I I I I 1 1 I 1 1 I 1
0.3 - --. --r--r--r --r- --r- r- r--r -. -r r- r- r¦¦¦C- -r -r -r ?- r
0.33Cfs
0. ;.- - ;--; ; - - ; nfJoW= cf?
0.32 - - -'- - I_ - -'- - - - -'- - ' L ' ' ;- - L - - L - -'- -
1 1 I I I I ; ( I 1 I i, 1 I
0.3 ow-
1 1 , I I 1 1 1 1 I I 1 t i 1 l I 1 I 1
0.28
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.. 0.24 - ---r --r--r --r--r - r r--r- r- r -' --L - -' --L - IIiY?Vll?
0.22 -r--r -- r -r -
M 0.2 I I I 1 I 1 1 _ - - I -- I - - - - 1 - -' - - ' - ' - - ` - ' - - 1 - '
0.18 - - L--' L L L...LL 1 ' - '--- '- L--L - LO•L --'---
I 1 1 I 1 I I I 1 ? 1 I i I 1 , I A1
0.16 L L _ _ L L L _ _ L L _ _ II_ L L _ _L L _ _'
1 1 I 1 1 1 1 I f 1 1
0.14 - _f- - -1---?- --1---?- - -L --F - -L --1" --` - -L - -F - -L --f- --I- --F - -1' --L - -F --L _-I---L - -
I I I 1 I 1 1 1 1 1 I I I I I I I _
0.12 --------r- r r r r -r S.00961'J'
1 I 1 I 1 1 1 I 1 i 1 1 I I 1 1
0.1 r -- r--r -- r -- r -- r -- r -- r --r--r -- r -- r -- r -- rA- r?--r--
i I 1 I 1 I I t 1 1 I I t¦ ? ?3 1 Yf -
0.08 - r
1 --r--r--,---r--r- --r-- r --r--r--r--r--,---r "e, -7' s
0.06 I_ I 1 I_ _ I I _ t _ 1 1 I 1_ - I. .. _ I_ _ 1_ _. _ 1_ i
I I 1 I I
I_-I _--- ? I - -. I 1 I 1 { 1 I 1 I I 1 I 1 1
0.04 _
1 1 I 1 I 1 1 1 1 1 1 I I 1 I I I 1 I I 1 1
0.02 -
1 I 1 1 I I I I 1 1 I 1 I 1 1 1
0
0 S 10 15 20 25 30 35 40 45 50 55 60 65 70 75 e0 85 so 95 100 105 110 115 1
Time (hours)
Inflow
outflow
246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCADO 9.00 s/n 03513 ® 2009 HydroCAD Software Solutions LLC Page 3
Summary for Pond 8P: Sand Filter #1
[81] Warning: Exceeded Pond 18P by 0.29'@ 6.11 hrs
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth= 0.53" for 1 inch event
Inflow = 4.08 cfs @ 3.13 hrs, Volume= 0.115 of
Outflow = 0.41 cfs @ 3.66 hrs, Volume= 0.115 af, Atten= 90%, Lag= 32.1 min
Primary = 0.41 cfs @ 3.66 hrs, Volume= 0.115 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Eiev= 831.81'@ 3.66 hrs Surf.Area= 2,331 sf Storage= 3,360 cf
Plug-Flow detention time= 488.5 min calculated for 0.115 of (100% of inflow)
Center-of-Mass det. time= 488.8 min ( 706.7 - 217.9 )
Volume Invert Avail.Storage Storage Description
#1 830.00' 5,093 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.00 1,375 0 0
832.00 2,430 3,805 3,805
832.50 2,720 1,288 5,093
Device Routing Invert Outlet Devices
#1 Primary 825.58' 18.0" Round Culvert
L= 28.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 825.44' S= 0.0050? Cc= 0.900 n= 0.012
#2 Device 1 831.80' 2.0" x 16.5" Horiz. Orifice/Grate (DI-4) X 2.00 columns
X 8 rows C= 0.600 Limited to weir flow at low heads
#3 Device 1 830.00' Filter Media
Head (feet) 0.00 1.00 2.00
Disch. (cfs) 0.000 0.054 0.076
Primary OutFlow Max=0.32 cfs @ 3.66 hrs HW=831.81' (Free Discharge)
T--=Culvert (Passes 0.32 cfs of 19.92 cfs potential flow)
r-2=Orlflce/Grate (1314) (Weir Controls 0.24 cfs @ 0.37 fps)
3=Filter Media (Custom Controls 0.07 cfs)
246-230-85%TSS Charlotte 6-hr 1-Inch finch Raintall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Pape 4
Pond 813: Sand Filter #1
Hydrograph
i 1
4.08 i - inflOW
I 1 1 1 1 1 I I 1 I 1 1 i I I I I I 1
I I 1 I I I I 1 I I I I i I i 1 I 1 1 I I 1 ? Prima
4 - -- +----- --+ +--+ -+ - - --* i- { - - - -- -- - ?-- 1 -
I n f low; A:rea=2;600 at
I i I I 1 1 I I I I I I
1 1 I I I I 1 I I I I I 1 1 1 I I 1 I I
nfl ow=4;.08 ifs
1 II 1
t I I ? ? I I 1 1 I ? I I I 1 I I 1
3 _ L L L ?_ _ .l -1 1 _ J 1 1 _ 1_
1 1 1 I I 1 1 I I ?r'ma TO'.-1-cfs
1 I I 1 I 1 i 1 I I I I
I I 1 1 I I I 1 I I I I I I I I I 1 I I I
1 1 t t 1 1 I I V i I I I
? ? ? ? Peak ?Elev=$3'1.$1''
1 I 1 ? I I I I 1 I I I I I 1 ! i 1 I I 1
I I I 1 1 I I I I 1 I i I I I I 1
1 1 I I 1 , 1 I I I _
LL 2 - '- - r gee_315360 c#- -
1 1 I I I I I I I I 1 1 I I I I I 1 1 1
I ? 1 ? I 1 ? I 1 I I I I 1 I I 1
1 1 ? 1 ? I ! ? I I 1 I f I i I I I 1
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I 1 1 1 I I I I 1 1 I 1 1 1 i I I I I
t 1 I i I t I 1 I 1 I I I I 1 I 1
1 1 1 1 I 1 1 I 1 I I { I 1 1 I 1 1
1 - r--r--r--r--r--r--r--r--1--T--z--I- - -1--7--1-- ---------1---1---1---1---
1 1 I I 1 ! I 1 I t i t I I I 1 1 1
I f 1 1 I 1 I I I f t i 4 I 1 I I I I 1
0.41 ? i ' 1 I 1 I I I 1 I - 1 I i I I I 1 I 1
t 1 I 1 f I I I I I f 1 I I 1 1 I t
1 f 1 1 1 I I i 1 i I I I 1 I 1
t 1 I 1 t t 1 I ? I t I I I I I 1
i 1 i t I I I I I I I
1 i I 1 i I I I I I I I I I 1 I
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 165, 110 115 120
Time (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 5
Summary for Pond 17P: Spiitter MH-1
[57] Hint: Peaked at 834.07' (Flood elevation advised)
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 0.82" for l inch event
Inflow = 4.28 cfs @ 3.10 hrs, Volume= 0.177 of
Outflow = 4.28 cfs @ 3.10 hrs, Volume= 0.177 af, Atten= 0%, Lag= 0.0 min
Primary = 4.28 cfs @ 3.10 hrs, Volume= 0.177 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 834.07'@ 3.10 hrs
Device Routing Invert Outlet Devices
#1 Primary 832.80' 15.0" Round Culvert 9 (to Sand Filter)
L= 28.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 832.66' S= 0.0050? Cc= 0.900 n= 0.012
#2 Secondary 832.80' 24.0" Round Culvert (Bypass)
L= 16.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 832.48' S= 0.0200? Cc= 0.900 n= 0.012
#3 Device 2 834.10' 6.0' long x 1.37' rise SC. Rect. Weir (partition) 2 End Contraction(s)
1.3' Crest Height
QrimaryOutFlow Max=4.27 cfs @ 3.10 hrs HW=834.07' (Free Discharge)
1-1 =Culvert 9 (to Sand Filter) (Barrel Controls 4.27 cfs @ 4.25 fps)
econdary OutFiow Max=0.00 cis @ 0.00 hrs HW=832.80' (Free Discharge)
c tCulvert (Bypass) ( Controls 0.00 cfs)
3=SC. Rect. Weir (partition) (Controls 0.00 cfs)
246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfall=l. 00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Pape 6
Pond 17P: Splitter MH-1
Hydrograph
I ? ? ! f 1 1 I ? ? ? ? ' I I I 1 ? 1 ? I ?
I I 1 I I 1 1 I I i 1 1 I I inflow
-4.28 cfs I 1 I I I I I 1 1 i I 1 i I I 1 t I I
1 i 1 1 I 1 1 I i i 1 1 ! 1 I I Outflow
1 ; ! 1 1 I 1 1 ! ; I 1 I 1 I
-Primary
4 - r--r--------r--1- -I- r-. ---.-- - r . -
lnfloW Atetm-2:60aA - Secondary
!
1 I t 1 1 I I ? 1 1 ? I I i I 1 1 I I 1
1 ! I ! 1 1 i I I I 1
Inflow; 4:28 d
I t 1 i 1 1 1 I I i 1 ? I 1 I 1 1 I I IcI 1
1t
3 --,---;--- --;-- ;---;-- --- -=----- -- - jiff w=4:2 : ft--
II I I I I I I
I I I 1 1 I I I ! 1 I I
P ri ; Imary i 1 4
=12$ d Ii
:
I I I 1 1 1 I I I 1 ? i 1 1 1 I I I I I 1
I 1 I I I 1 I I I I 1 ! I I I I I I I I !
LL 2 - --; - ;- -;-- -- -- -- ;Seca; r v=0 QQ- ofe--
1 I I ( ? 1 I I I i 1 I I 1 1 i 1 t 1 I I
ftak F-lov=$34-07'
I I I 1 1 1 I I ? 1 i I 1 1 I I 1 I I I
1 ? I I I I I ! 1 ; I ? 1 1 I ? i I
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_J__ _1_-1111_-LL_-L
1 1 1 1 1 l I 1 1 I 1 1 I I I I I
I f ? I I 1 I I I 1 I I I 1 1 I I 1 I 1 I
1 I I 1 I I I 1 1 ? ? I I I 1 I I I I I
1 1 I 1 I I I 1 ! I I I 1 ( 1 I I I I 1
I I I I 1 ? 1 I 1 1 I I I I I
I I 1 1 i 1 I ? I 1 t i I 1 I 1
0.00 C18
ll ? I I 1 I i 1 I i I 1 f 1 I 1 1
0
0 5 10 15 20 25 30 35 40 45 50 55 80 85 70 75 80 85 90 95 100 i6770 115 120
Time (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD09 00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 7
Summary for Pond 18P: Forebay
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 0.82" for l inch event
Inflow = 4.28 cfs @ 3.10 hrs, Volume= 0.177 of
Outflow = 4.08 cfs @ 3.13 hrs, Volume= 0.115 af, Atten= 5%, Lag= 1.4 min
Primary = 4.08 cfs @ 3.13 hrs, Volume= 0.115 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 831.69'@ 3.13 hrs Surf.Area= 2,315 sf Storage= 3,148 cf
Plug-Flow detention time= 51.9 min calculated for 0.115 of (65% of inflow)
Center-of-Mass det. time= 26.4 min ( 217.9 -191.5 )
Volume Invert Avail.Storage Storage Description
#1 830.00' 5,135 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.00 1,400 0 0
832.00 2,480 3,880 3,880
832.50 2,540 1,255 5,135
Device Routing Invert Outlet Devices
#1 Primary 831.50' 20.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Qrimary OutFlow Max=4.07 cfs @ 3.13 hrs HW=831.69' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 4.07 cfs @ 1.05 fps)
246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 8
Pond 18P: Forebay
Hydrograph
U.
? ?
1 I
cfs 1 , I
y I
1 1 I I i I
I I I I I i 1
1 I 1 1 1 t r i
I I 1 i 1 I i i I i 1
4.08 Cfs
I
?

a 1 1 I
- I ---r--r
I I 1
-- r -r-
I ,
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-r--T--T--T-----
1 1 1 1 i
In#I6W Ald i2,6T_41 --
I I I I I I I I 1 1 I I I i I I 1 i I 1 I 1
Inflow=4.28 cfs
I
i I
I
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-Storms=3
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i
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0 5 10 15 20 25 30 35 40 45 50 55 80 85 70 75 80 85 90 95 100 105 110 115 12
Inflow
Primary I
Time (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch linch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAM 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Paoe 9
Summary for Pond 23P: Woods
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 0.53" for l inch event
Inflow = 0.33 cfs @ 3.91 hrs, Volume= 0.115 of
Primary = 0.33 cfs @ 3.91 hrs, Volume= 0.115 aft, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Pond 23P: Woods
Hydrograph
0.36
r--
-- r --r --r--r--r-----------
! ! i I 1 1 I I ! ! 1 ! i ! i I I 1 `
I F- Inflow
.12
0. -
0.33 cfs L L-L L- --- -L--' ---'-- L--L -L -L--L--L -L--'- - -
I I 1 ! I ! 1 1 ! i ! I I 1 1 1 I
- Primary
0.32 - '- - - 1- -'- -'- '- - -'- - -'- -'- - -'- - _'_ -'- - -'- - `- - -'- - -'- - -'- - -'- - -'- "- - '
??af,]oW
,A
t0 i#2
`6a0
gat
0.3 --
-
.
-
- r -r - - r - - - - r-
---r--r --r--r--r--r--r ,
I i I I 1 I 1 1 1 t ! I ! ! I 1
0.26 `--? -?-- --r -r--' r- ---f---1---'---r- r--?- --?--r - r r -
flow=D 33= cfs

0.26 _ _ _
- I I t - , - - -- ! -- 1 1 I I
0.24 - --- -- --; -- r r--,- - -----i---
; - -, - -; - f}rimar
0:33- di - -
0.22 1 _1 I
.
_ ___r__r.__r__r__r__,
^
0.2 ? I ! I I I I I I ! 1 i 1 I I 1 I I I I I 1

1
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v 0.16 1
I ! ? I 1 I 1
_ ________I___ __'-__•-__I___!___'___'______ __ __ __ __1___-___-____I___t
I I I I I 1 I 1 I I 1 1 1 ' ! 1 1

0.16 1 I I I I I I ! 1 1 I I I 1 1 ! 1 I I I I 1
- r r r r- r -r -r -r--r -r -r--r -r -r r- r r- r r _ r -r- r -
I I 1 ! 1 I ! 1 I I I 1 1
I I I
0.14 - -?--L -= -?--- ----I --!---' ---- --= -r - --?--r -?-- ---'---'- ----
I I ! 1 1 1
I I I
I 1 1
0.12 !
1
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1 I I 1 -! I ! 1 I 1 1 I i I I I 1 1
0.1 - _ -' _ ! _ - ' -1 - -
I I I 1 1 1 I 1 I 1 ! ! I 1 ! I
I I I
0.06 - -r--r--r---r--. --r--!- r--r--r -r -r -r--r--r--r-- --r -I---r -r--r-
I I I I 1 I I 1 1 ! I ! ! I
0
06 r-- -? -1 - -- '-- r - - - ?- L - - --?
-
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1 I I ! I 1 1_ i 1 I 1 I I

!
I I 1 1 1 1 1 1 1 1 1 ! I 1 1 I
0.02 r--r--r--r --r--r--r--r-7- -i--1---r -r--r--r--r--r--r--r--r--r--r -
I 1 ! 1 1 . 1 I I I 1 1 f I I I I 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch 9inch Rainfall=9.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 10
Summary for Pond 26P: Level Spreader #1
[57] Hint: Peaked at 824.01' (Flood elevation advised)
[61] Hint: Exceeded Reach 21R outlet Invert by 0.01'@ 3.91 hrs
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 0.53" for linch event
Inflow = 0.33 cfs @ 3.91 hrs, Volume= 0.115 of
Outflow = 0.33 cfs @ 3.91 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.0 min
Primary = 0.33 cfs @ 3.91 hrs, Volume= 0.115 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 824.01'@ 3.91 hrs
Device Routing Invert Outlet Devices
#1 Primary 824.00' 65.0' long x ON breadth B.C. Rect. Weir (Level Spreader)
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.32 cis @ 3.91 hrs HW=824.01' (Free Discharge)
1=B.C. Rect. Weir (Level Spreader) (Weir Controls 0.32 cfs @ 0.34 fps)
Pond 26P: Level Spreader #1
Hydrograph
0.36 r--
y I I 1 1
Cf5
0.33 1 i I I 1 1 I 1 1 I -Inflow

0. ?-
I I I I 1
'.. I I ! 1 I I I 1 i 1 ! I
- Primary
0.32 - --' -- --1- - -1- 1
---
I I I
?
?
; I I i I 1 1 I 1 'I ''---'-
------------------------L-----
I I I I 1 1 I I1 - I
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Inflow Ate4:
,
;
ac
,
;
2
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0.28 I I I I I I t I I t 1 I I 1 I I

-0' 33 cfis
,
'
Inflow
: ?
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----r--;---?-- I 1 i I I I I I I 1 ? : t 1 I di-

I
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0.22 ' I
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----r--r--1---r -I---r--r--r--r---r--- -I---I---r r--r--

.? 0.2 - -L -?- I -?
1 1 1
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-
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--- - '-- I---I --- 1- ---1-
I 1 1 I I I ! I I 1 I I 1 1 I -
I - 1 I I 1 I 1 ! 1
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0.14 I 1 I I

I I 1 1 I 1 I I I I I I I I I I

1 I I I I I I 1 I I 1
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0.12 - 1 1 I I ?
I I I 1 I I I I 1 I I I I 1 I
I 1
0.1 1 1 I 1 I I I

0.08 I 1 I I I
- r r- r- r I , I I I I I I I 1 1 1 I 1
r r-r--r--r r - r r r r r
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0.06
I
I I I 1 1
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i
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I'111
---------------------
I I 1 I? I I I I I 1 I I I
0.02
1 1 1 I 1
r . r
1 I I 1 1 1 1 I 1 I I I I 1 I I
r . . r r r r r -r -r r r r r

0 , I I I I I I I I I I I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 12 0
Time (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch l inch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Paces, e 1
Summary for Pond 8P: Sand Filter #1
[81] Warning: Exceeded Pond 18P by 0.29'@ 6.11 hrs
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth= 0.53" for 1inch event
Inflow = 4.08 cfs @ 3.13 hrs, Volume= 0.115 of
Outflow = 0.41 cfs @ 3.66 hrs, Volume= 0.115 af, Atten= 90%, Lag= 32.1 min
Primary = 0.41 cfs @ 3.66 hrs, Volume= 0.115 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 831.81'@ 3.66 hrs Surf.Area= 2,331 sf Storage= 3,360 cf
Plug-Flow detention time= 488.5 min calculated for 0.115 of (100% of inflow)
Center-of-Mass det. time= 488.8 min ( 706.7 - 217.9 )
Volume Invert Avail.Storage Storage Description
#1 830.00' 5,093 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Su rf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.00 1,375 0 0
832.00 2,430 3,805 3,805
832.50 2,720 1,288 5,093
Device Routing Invert Outlet Devices
#1 Primary 825.58' 18.0" Round Culvert
L= 28.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 825.44' S= 0.0050? Cc= 0.900 n= 0.012
#2 Device 1 831.80' 2.W' x 16.5" Horiz. Orifice/Grate (DI-4) X 2.00 columns
X 8 rows C= 0.600 Limited to weir flow at low heads
#3 Device 1 830.00' Filter Media
Head (feet) 0.00 1.00 2.00
Disch. (cfs) 0.000 0.054 0.076
primary OutFlow Max=0.32 cfs @ 3.66 hrs HW=831.81' (Free Discharge)
T--=Culvert (Passes 0.32 cfs of 19.92 cfs potential flow)
-2--Orifice/Grate (DI-4) (Weir Controls 0.24 cfs @ 0.37 fps)
L3=Filter Media (Custom Controls 0.07 cfs)
246-230-85%TSS Charlotte 6-hr 1-Inch linch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC
Hydrograph for Pond 8P: Sand Filter #1
Time Inflow Storage Elevation Primary Outflow-Volume
(hours) (cfs) (cubic-feet) (feet) (cfs) (acre-feet)
0.00 0.00 0 830.00 0.00 0.000
5.00 0.13 3,335 831.80 0.13 0.029
10.00 0.00 2,399 831.38 0.06 0.060
15.00 0.00 1,391 830.87 0.05 0.083
20.00 0.00 743 830.49 0.03 0.098
25.00

30.00 0.00

0.00 384

194 830.27

830.14 0.01

0 01 0.106 g2LIJ

.IV
?+ Q, . 3? tir
5
0111
35.0
0
0.00
97
830.07
0.00
0.113
40.00 0.00 48 830.03 0.00 0.114
45.00 0.00 24 830.02 0.00 0.114
50.00 0.00 12 830.01 0.00 0.115
55.00 0.00 6 830.00 0.00 0.115
60.00 0.00 3 830.00 0.00 0.115
65.00 0.00 1 830.00 0.00 0.115
70.00 0.00 1 830.00 0.00 0.115
75.00 0.00 0 830.00 0.00 0.115
80.00 0.00 0 830.00 0.00 0.115
85.00 0.00 0 830.00 0.00 0.115
90.00 0.00 0 830.00 0.00 0.115
95.00 0.00 0 830.00 0.00 0.115
100.00 0.00 0 830.00 0.00 0.115
105.00 0.00 0 830.00 0.00 0.115
110.00 0.00 0 830.00 0.00 0.115
115.00 0.00 0 830.00 0.00 0.115
120.00 0.00 0 830.00 0.00 0.115
246-230-85%TSS Type// 24-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAM 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Paae 1
Summary for Subcatchment 7S: DA Hambright Rd (West)
Runoff = 17.24 cfs @ 11.96 hrs, Volume= 0.853 af, Depth= 3.94"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type II 24-hr 10yr24hrHuntersville Rainfall=4.80"
Area (ac) CN Description
0.390 61.0 CN=61 CNm=77.2 Grass
2.210 98.0 CN= 98 Pavina CNm = 99.6
2.600 92.4 Weighted Average
0.390 61.0 15.00% Pervious Area
2.210 98.0 85.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: DA Hambright Rd (West)
Hydrograph
LL
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-- 1 1 1 I i I I 1 J 1 1 1 ' 1
1 .17.24 cfs ; -- ?-- ;-- --,---,---,---, -; --; --? -,-- T--;--;-- ;------,---,---,---
1
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_-1--T- "l-----"1- -1-"-'-1-_1. -1.. --f--T--?.. T-.-l--l--l-
--?--? -r--?--;--j--t--?---?---?---?---?--?-_?_ 1 I :--:Rt?noff=a7,.24_?fr2_
1 1 1 ! I I 1 I `Type 11 244v' f0'r2Thl7 i; u6tersv!1Ie -
I 1 I { 1 1 I 1 I I
- _ - - - -1 - R61nfall=4:80" -
-- I 1 1 I I 1 I I I ! 1 I 1
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- ---------------- ------ --- - Ru'affArlay 610 c
. 1111 T T l , -I - - - Au- hofIf V611 U- hie 0.853 of
1 1 1 1 I I 1
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1 1 { I
1 1 i
1 I I I I I I I I i I I 1 1
-Runoff
0 5 10 15 20 25 30 35 40 45 50 55 80 85 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
246-230-85%TSS Type// 24-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 ® 2009 HydroCAD Software Solutions LLC Page 2
Summary for Reach 21 R: Grass Swale #1
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 2.99" for 10yr24hrHuntersville event
Inflow = 6.88 cfs @ 11.99 hrs, Volume= 0.649 of
Outflow = 6.75 cfs @ 12.07 hrs, Volume= 0.649 aft, Atten= 2%, Lag= 4.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.91 fps, Min. Travel Time= 2.7 min
Avg. Velocity = 0.16 fps, Avg. Travel Time= 15.8 min
Peak Storage= 1,112 of @ 12.02 hrs, Average Depth at Peak Storage= 0.88'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 40.63 cfs
Reach 21R: Grass Swale #1
Hydrograph

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6.75 cis I
--r -r--r--T--r--7--7--T--?--?--T--?--?--?---r--I---I---I---i---I---!---
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Inflow Area=2.600 at
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Outflow= 6.75 cfs
_-r T7T 77 7 __T __ _?_ _1_ _1___
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A*gI ' DepIth=0'80'
4 4 4 1 I I i I 1 I 1 I 1 I I 1 ? 1
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MFax Ve1=0.91 fps
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L=15,0.0'
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1
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Capacity=40.63; cfs
1 1 I I 1 i I 1 ! I I ? I 1 1 , I I 1 I
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 1:
Inflow
outnow
Time (hours)
4.00' x 2.00' deep channel, n=0.110
Side Slope Z-value= 5.0T Top Width= 24.00'
Length= 150.0' Slope= 0.0096'/'
Inlet Invert= 825.44', Outlet Invert= 824.00'
246-230-85%TSS Type 1l 24-hr 10yr24hrHunfersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
Summary for Pond 812: Sand Filter #1
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 2.99" for 10yr24hrHuntersville event
Inflow = 7.00 cfs @ 11.97 hrs, Volume= 0.649 of
Outflow = 6.88 cfs @ 11.99 hrs, Volume= 0.649 af, Atten= 2%, Lag= 1.3 min
Primary = 6.88 cfs @ 11.99 hrs, Volume= 0.649 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 831.95'@ 11.99 hrs Surf.Area= 2,403 sf Storage= 3,681 cf
Plug-Flow detention time= 161.0 min calculated for 0.649 of (100% of inflow)
Center-of-Mass det. time= 161.3 min ( 985.6 - 824.2 )
Volume Invert Avail.Storage Storage Description
#1 830.00' 5,093 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.00 1,375 0 0
832.00 2,430 3,805 3,805
832.50 2,720 1,288 5,093
Device Routing Invert Outlet Devices
#1 Primary 825.58' 18.0" Round Culvert
L= 28.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 825.44' S= 0.0050'/' Cc= 0.900 n= 0.012
#2 Device 1 831.80' 2.W' x 16.5" Horiz. Orifice/Grate (DI-4) X 2.00 columns
X 8 rows C= 0.600 Limited to weir flow at low heads
#3 Device 1 830.00' Filter Media
Head (feet) 0.00 1.00 2.00
Disch. (cfs) 0.000 0.054 0.076
rlmary OutFlow Max=6.88 cfs @ 11.99 hrs HW=831.95' (Free Discharge)
=Culvert (Passes 6.88 cfs of 20.17 cfs potential flow)
'-2=Orifice/Grate (DI-4) (Orifice Controls 6.81 cfs @ 1.86 fps)
3=Filter Media (Custom Controls 0.07 cfs)
246-230-85%TSS Type 1124-hr 10yr24hrHuntersville Rainfa11=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD09 00 s/n 03513 02009 HydroCAD Software Solutions LLC Paoe 5
Summary for Pond 17P: Splitter MH-1
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 3.94" for 10yr24hrHuntersville event
Inflow = 17.24 cfs @ 11.96 hrs, Volume= 0.853 of
Outflow = 17.24 cfs @ 11.96 hrs, Volume= 0.853 af, Atten= 0%, Lag= 0.0 min
Primary = 7.06 cis @ 11.96 hrs, Volume= 0.711 of
Secondary = 10.18 cfs @ 11.96 hrs, Volume= 0.142 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 834.81'@ 11.96 hrs
Device Routing Invert Outlet Devices
#1 Primary 832.80' 15.0" Round Culvert 9 (to Sand Filter)
L= 28.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 832.66' S= 0.0050'/' Cc= 0.900 n= 0.012
#2 Secondary 832.80' 24.0" Round Culvert (Bypass)
L= 16.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 832.48' S= 0.0200? Cc= 0.900 n= 0.012
#3 Device 2 834.10' 5.0' long x 1.37' rise SC. Rect. Weir (partition) 2 End Contraction(s)
1.3' Crest Height
Qrimary OutFlow Max=7.05 cfs @ 11.96 hrs HW=834.81' (Free Discharge)
1=Culvert 9 (to Sand Filter) (Barrel Controls 7.05 cfs @ 5.75 fps)
econdary OutFlow Max=10.15 cfs @ 11.96 hrs HW=834.81' (Free Discharge)
?tCulvert (Bypass) (Passes 10.15 cfs of 16.02 cis potential flow)
3=SC. Rect. Weir (partition) (Weir Controls 10.15 cfs @ 2.94 fps)
Pond 17P: Splitter MH-1
Hydrograph

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0 5 10 15 20 25 30 35 40 45 SO SS 80 i5 70 75 80 85 90 95 100 105 110 115 1:
Inflow
- Outflow
- Primary
- seconds
Time (hours)
246-230-85%TSS Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCADID9 00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 6
Summary for Pond 18P: Forebay
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 3.28" for 10yr24hrHuntersville event
Inflow = 7.06 cfs @ 11.96 hrs, Volume= 0.711 of
Outflow = 7.00 cfs @ 11.97 hrs, Volume= 0.649 af, Atten= 1%, Lag= 0.9 min
Primary = 7.00 cfs @ 11.97 hrs, Volume= 0.649 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 831.78' @ 11.97 hrs Surf.Area= 2,359 sf Storage= 3,336 cf
Plug-Flow detention time= 81.7 min calculated for 0.649 of (91% of inflow)
Center-of-Mass det. time= 33.8 min ( 824.2 - 790.4 )
Volume Invert Avail.Storage Storage Description
#1 830.00' 5,135 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
830.00 1,400 0 0
832.00 2,480 3,880 3,880
832.50 2,540 1,255 5,135
Device Routing Invert Outlet Devices
#1 Primary 831.50' 20.0' long x 6.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65
2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83
Qrimary OutFlow Max=6.99 cfs @ 11.97 hrs HW=831.78' (Free Discharge)
1=Broad-Crested Rectangular Weir (Weir Controls 6.99 cfs @ 1.27 fps)
246-230-85%TSS Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Paae 7
Pond 18P: Forebay
Hydrograph
u
M
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Inf low; Area=2;600; t,
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Lnftow=7.0 cfs
I
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I --,---- - 1---,-- ----p ----- i---1 -1 7--,------, I I I t 1 t 1
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Storage=31',336 cf
t ? I I I I I I I I 1 i i , 1 1 I
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f I I I i 1 I I I I I i I I i
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1
0 5 10 15 20 25 30 35 40 45 50 55 80 65 70 75 80 85 90 95 100 105 110 115 12
Inflow
Prim
Time (hours)
246-230-85%TSS Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Paae 8
Summary for Pond 23P: Woods
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 3.65" for 10yr24hrHuntersville event
Inflow = 15.99 cfs @ 11.96 hrs, Volume= 0.791 of
Primary = 15.99 cfs @ 11.96 hrs, Volume= 0.791 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Pond 23P: Woods
Hydrograph
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Inflow
Prima
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 65 90 95 100 105 110 115 120
Time (hours)
246-230-85%TSS Type// 24-hr 10yr24hrHunfersvil/e Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 9
Summary for Pond 25P: MH-3A
Inflow = 10.18 cfs @ 11.96 hrs, Volume= 0.142 of
Outflow = 10.18 cfs @ 11.96 hrs, Volume= 0.142 af, Atten= 0%, Lag= 0.0 min
Primary = 10.18 cfs @ 11.96 hrs, Volume= 0.142 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 826.30'@ 11.96 hrs
Device Routing Invert Outlet Devices
#1 Primary 824.72' 24.0" Round Culvert
L= 150.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 824.00' S= 0.00487 Cc= 0.900 n= 0.012
Qrimary OutFlow Max=10.15 cfs @ 11.96 hrs HW=826.30' (Free Discharge)
1=Culvert (Barrel Controls 10.15 cfs @ 5.25 fps)
Pond 25P: MH-3A
Hydrograph

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Inflow
Primary Time (hours)

246-230-85%TSS Type 1124-hr 10yr24hrHunfersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Pape 10
Summary for Pond 26P: Level Spreader #1
Inflow Area = 2.600 ac, 85.00% Impervious, Inflow Depth = 2.99" for 10yr24hrHuntersville event
Inflow = 6.75 cfs @ 12.07 hrs, Volume= 0.649 of
Outflow = 6.75 cfs @ 12.07 hrs, Volume= 0.649 af, Atten= 0%, Lag= 0.0 min
Primary = 6.75 cfs @ 12.07 hrs, Volume= 0.649 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 824.11' @ 12.07 hrs
Device Routing Invert Outlet Devices
#1 Primary 824.00' 65.0' long x ON breadth B.C. Rect. Weir (Level Spreader)
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Qrimary OutFlow Max=6.74 cfs @ 12.07 hrs HW=824.11' (Free Discharge)
T--1=B.C. Rect. Weir (Level Spreader) (Weir Controls 6.74 cfs @ 0.93 fps)
Pond 26P: Level Spreader #1
Hydrograph
LL
I 1 /1? I 1 1 1 I I I 1 I 1 1 I I ? I I 1 I
1 1 1 I i F I 1 i i I 1
_ _r 6.75 Cis
I
l I ! 1 I i I I i 1 I I 1 I I 1 i I 1 1 I
t i I i t . I I I I 1 I I I 1 ? 1 i
Inflow Area=2;600;a?
--------- -----------------------
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I I I 1 I 1 I I ( 1 I I i i
lhflow=6.75 cfs
1 1 1 i I I I I i I I ? ? I I I I 1 f 1 1
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rim a ry-Cf
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0 5 10 15 20 25 30 35 40 45 50 55 BO 65 70 75 80 s5 90 95 100 1 05 110 115 12
Ineow
Primary Time (hours)

246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 C2009 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 9S: DA Hambright Rd (East)
Runoff = 11.63 cfs @ 3.11 hrs, Volume= 0.514 af, Depth= 0.41"
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., ime Span= 0.00-120.00 hrs, dt= 0.01 hrs
Charlotte 6-hr 1-Inch l inch Rainfall=1.00"
Area (ac) CN
9.000 77.2 74 CNm=77.2 >75% Grass cover, Good, HSG C Wcj??+p CN £S A
" 6.000 99.6 98 CNm=99.6 100% Imp
15.000 86.2 Weighted Average 9 e ?- utJQv ruh o-f- -
9.000 77.2 60.00% Pervious Area
6.000 99.6 40.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: DA Hambright Rd (East)
Hydrograph
U.
U.
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11.63 ds
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0 5 10 15 20 25 30 35 40 45 50 55 60 95 70 75 80 95 90 95 Inn 1n5 110 115 i2
-Runoff
Time (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch linch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCADS 9.00 s/n 03513 ® 2009 HydroCAD Software Solutions LLC Page 2
Summary for Pond 11 P: Ext. Dry Pond #1
[81] Warning: Exceeded Pond 22P by 1.74'@ 3.71 hrs
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth= 0.36" for 1inch event
Inflow = 11.58 cfs @ 3.11 hrs, Volume= 0.448 of
Outflow = 1.24 cfs @ 3.66 hrs, Volume= 0.448 af, Atten= 89%, Lag= 32.6 min
Primary = 1.24 cfs @ 3.66 hrs, Volume= 0.448 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 836.28' @ 3.66 hrs Surf.Area= 0.111 ac Storage= 0.309 of
Plug-Flow detention time= 356.6 min calculated for 0.448 of (100% of inflow)
Center-of-Mass det. time= 356.5 min ( 565.2 - 208.7 )
Volume Invert Avail.Storage Storage Description
#1 833.00' 0.521 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
833.00 0.073 0.000 0.000
834.00 0.088 0.080 0.080
835.00 0.100 0.094 0.174
836.00 0.107 0.103 0.278
838.00 0.136 0.243 0.521
Device Routing Invert Outlet Devices
#1 Primary 833.00' 12.0" Round Culvert
L= 42.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 832.79' S= 0.0050T Cc= 0.900 n= 0.012
#2 Device 1 833.00' 3.0" Vert. Orifice/Grate (1" Drawdown) C= 0.600
#3 Device 1 836.22' 16.0' long Top of Box 0 End Contraction(s) 5.2' Crest Height
#4 Secondary 836.30' 40.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64
2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=1.19 cfs @ 3.66 hrs HW=836.28' (Free Discharge)
t =Culvert (Passes 1.19 cfs of 6.52 cfs potential flow)
2=Orifice/Grate 0" Drawdown) (Orifice Controls 0.42 cfs @ 8.55 fps)
3=Top of Box (Weir Controls 0.77 cis @ 0.80 fps)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=833.00' (Free Discharge)
Broad-Crested Rectangular Weir ( Controls 0.00 cis)
246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD®9 00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 3
Pond 11 P: Ext. Dry Pond #1
Hydrograph
I t , 1 1 i , 1 I ,
l 1 ! 1 1 1 i 1 , I , , I 1
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Inflow
1 1.5 6 Cs ?--r-
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Primary
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--' ---- -i---t---I---------'---i---'---'-

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-
Inflow=11.58 00
, , I 1 1 1 1 ,
9 --r r r--r--r -r -, -1---: -r--f- -1--------?--, -,--?- r--r--r-
;outflow=1.24 cfs
8 - r- r - r -r r -r -- - ,- ,--+--+ +--+ -+--+-
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD09 00 s/n 03513 02009 HydroCAD Software Solutions LLC Paoe 1
Summary for Reach 15R: Grass Swale #2
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth = 0.36" for finch event
Inflow = 1.24 cfs @ 3.66 hrs, Volume= 0.448 of
Outflow = 1.12 cfs @ 3.89 hrs, Volume= 0.448 af, Atten= 10%, Lag= 14.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.30 fps, Min. Travel Time= 6.8 min
Avg. Velocity = 0.08 fps, Avg. Travel Time= 27.0 min
Peak Storage= 459 cf @ 3.78 hrs, Average Depth at Peak Storage= 0.55'
Bank-Full Depth= 2.00', Capacity at Bank-Full= 17.72 cfs
4.00' x 2.00' deep channel, n= 0.124
Side Slope Z-value= 5.07' Top Width= 24.00'
Length= 125.0' Slope= 0.0023?
Inlet Invert= 732.79', Outlet Invert= 732.50'
t

Reach 15R: Grass Swale #2
Hydrograph
Y.
I 1 1 t I I I 1 1 i i I i I I I I I I I
1.24 ds
1 ? I I I 1 1 1 1 I I ? I I I I I I
1 1 I I I { I 1 1 1 I I I I I I I I I
,.,2cfs ; ,Infio? Area=15.000 arc
t t 1 I I 1 1 I 1 1 1 I I 1 1 I I I 1
?n> low 1.24; c%
Orutflow=1.1Zcfs
I I 1 I I I I 1 1 ? 1 ! , 1 i ! I I
1 1 I I I 1 1 I 1 t I 1 ,
AVg; Depthi- 55
! I I ? I I ? I I 1 I i ? V I I 1 I i;fp1
Maxl Vet=0.30s
? 1 I 1 I I I 1 I I 1 , i 1 1 1 I 1 I
1 1 1 i 1 I 1 1 I , 1 1 i t
1 1 i 1 1 I 1 1 1 I 1 I 1 1 1 1 1 I I -?
In-0.124
1 1 I 1 1 I 1 I i I 1 1 1 1 1 t 1 I I I I
f t ? ? 1 1 1 i ( 1 ? I ? 1 1 i
S=0.01023 'J'
4 ! i i I 1 1 I 1 I 1 I 1 I I 1 1
Capa6ity=17.12: cfS
i t 1 1 i I I I 1
1 ! I I I I I I I I i I I I I I
I t I ? I I 1 I I I 1 ? I I I ? I 1 I
1 1 1 1 I I I 1 I 1 ? 1 I I 1 ? ? I I
1 I 1 ? I I I , I ? { ? 1 I I I
I I 1 I I I ? I 1 1 ? ? I I I V I
I i 1 I ? I I I 1 1 1 I I 1 . 1 ? I I
n S In 1S 2n 25 30 35 40 AS 50 55 80 65 70 75 80 85 90 95 100 105 110 115 1,
inliow
outflow
Tim* (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch l inch Rainfall=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 2
Summary for Pond 12P: Level Spreader #2
[57] Hint: Peaked at 732.53' (Flood elevation advised)
[61] Hint: Exceeded Reach 15R outlet invert by 0.03'@ 3.89 hrs
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth= 0.36" for f inch event
Inflow = 1.12 cfs @ 3.89 hrs, Volume= 0.448 of
Outflow = 1.12 cfs @ 3.89 hrs, Volume= 0.448 af, Atten= 0%, Lag= 0.0 min
Primary = 1.12 cfs @ 3.89 hrs, Volume= 0.448 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 732.53'@ 3.89 hrs
Device Routing Invert Outlet Devices
#1 Primary 732.50' 70.0' long x ON breadth B.C. Rect. Weir (Level Spreader)
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Qrimary OutFlow Max=1.11 cfs @ 3.89 hrs HW=732.53' (Free Discharge)
1=13.C. Rect. Weir (Level Spreader) (Weir Controls 1.11 cfs @ 0.50 fps)
Pond 12P: Level Spreader #2
Hydrograph
LL
I I , ? 1 I 1 I 1 1 I ? I I I I 1 I I 1 1 I
1.12 cfs I I I I ? 1 1 1 I I I I I I { I I I 1 I
I I ? ? 1 1 1 I 1 I 1 I I I I I 1 I 1 1 I
? I I I I 1 1 I I I 1 I I 1 I I
? 1 1 I i I I 1 I I I I I I
i lnfloW ,Ar!e_a=15.0.00I , aO
I 1 ?? ? I I I f 1 I I-_ I-? I?_ I-_ I__ 1 I I I I I I 1 I --
? I I 1 I I I I I I I I I 1
1 'Inflow`-'x.112 of$
I I 1 I I I I I I I I I 1
1 1 1 ? I I 1 ? 1 I ? I I I t 1 I
I 1 ?' I I I I I 1 ? 1 1 1 I
Priroary-= x.12 cf$
1 1 1 1 I I ? ? ? ? ? I I 1 I I I 1
Pe4I k, Eley=732.63'
I 1 I 1 I ? I 1 I I I I I 1
? I I I I I 1 1 I I I I I I ? I I 1
1 1 ? I 1 1 I I I I 1 i 1 1 1
I 1 I ? ? I I 1 ? 7 I ? I 1 ? I 1 1
I 1 1 1 I 1 I I 1 1 1 ! I 1 ? I I I I
I I I 1 I I 1 1 1 I I I I 1 1 1 I
I 1 ?. 1 I 1 1 1 1 I ? I 1 I 1 ? 1
1 I 1 1 I 1 i I 1 1 ! i t I I. 1 I 1
I I 1 ? ? 1 I 1 1 1 ? 1 1 1 I 1 ? I I
1 1 I I 1 I 1 1 1 I 1 ? I I 1 1 1 1 I 1
I I I I I I 1 I 1 ? 1 I 1 I I 1
I I I 1 1 I I 1 I I I 1 I 1 1 I 1 I I 1
I 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 I I 1 1
1 ? ? I 1 I I I 1 I 1 1 I t 1 1 I I I
I 1 I I I 1 1 I I 1 1 I 1 I I 1 1 I 1 t
1 I 1 I I 1 1 1 f 1 I 1 I t 1 1 I I 1
I ? I 1 1 1 1 t f 1 I 1 1 1 I ! 1 I 1
I 1 1 I 1 1 1 I 1 1 t 1 1 I 1 I I 1
1 t 1 1 1 1 I { 1 I 1 I 1 1 1 1 ? 1 I I I
1 1 I 1 I 1 1 I 1 1 1 I I f 1 1 1 I
1 1 1 1 1 1 1 I I I t I f I ? 1 1 1 1
1 1 I 1 I 1 1 1 ! I ( I I I ? 1 ? I 1 1
10 15 20 25 30 35
45 50 55 60 85 70 75 80 85 90 95 100 105 110 115 12
Inflow
Primary I
Time (hours)
246-230-85%TSS Charlotte 6-hr 1-Inch finch Rainfal1=1.00"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC
Hydrograph for Pond 11 P: Ext. Dry Pond #1
Time Inflow Storage Elevation Outflow Primary Secondary Outflow-Volume
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cis) (acre-feet)
0.00 0.00 0.000 833.00 0.00 0.00 0.00 0.000
5.00 0.42 0.303 836.23 0.48 0.48 0.00 0.114
10.00 0.00 0.177 835.02 0.33 0.33 0.00 0.272
15.00 0.00 0.067 833.85 0.20 0.20 0.00 0.381
20.00 0.00 0.014 833.18 0.06 0.06 0.00 0.434
25.00 0.00 0.004 833.06 0.01 0.01 0.00 0.444
30.00 0.00 0.002 833.03 0.00 0.00 0.00 0.446
35.00 0.00 0.001 833.02 0.00 0.00 0.00 0.447 ?4
?
wn
d
40.00 0.00 0.001 833.01 0.00 0.00 0.00 0.447 v
YbW
45.00 0.00 0.000 833.01 0.00 0.00 0.00 0.448
50.00 0.00 0.000 833.00 0.00 0.05 0.0 0.448
9 X hrS
55.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
60.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448 2 ?wys
65.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448 J
70.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
75.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
80.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
85.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
90.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
95.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
100.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
105.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
110.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
115.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
120.00 0.00 0.000 833.00 0.00 0.00 0.00 0.448
246-230-85%TSS Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD09 00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 9S: DA Hambright Rd (East)
Runoff = 86.64 cfs @ 11.96 hrs, Volume= 4.040 af, Depth= 3.23"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Area (ac) CN Description
9.000 77.2 74 CNm=77.2 >75% Grass cover, Good, HSG C
6.000 98.0 98 CNm=99.6100% Imp
15.000 85.5 Weighted Average
9.000 77.2 60.00% Pervious Area
6.000 98.0 40.00% Impervious Area
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment 9S: DA Hambright Rd (East)
Hydrograph
Y.
-----; ---- --,-- 1--,-- ---; ---- ;---'I---; --; - ; -- ;- ---- - --,---;---
-r 86.64 cis ------i--r------r--r--r--r --r--r--r--?--?--?-- -- ---
I 1 I 1 ? i ! t 1 I 1 ? I I I I I i ! '.. I
1 I 11 1 1 I 1 1 1 I I I Runoff=86,64_c_,fs _
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 '415''1
-Runoff
- - - - - Time (hours)
246-230-850/oTSS Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 2
Summary for Reach 15R: Grass Swale #2
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth = 1.75" for 10yr24hrHuntersville event
Inflow = 7.53 cfs @ 11.97 hrs, Volume= 2.188 of
Outflow = 7.45 cfs @ 12.08 hrs, Volume= 2.188 af, Atten= 1%, Lag= 6.3 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Max. Velocity= 0.51 fps, Min. Travel Time= 4.1 min
Avg. Velocity = 0.11 fps, Avg. Travel Time= 19.3 min
Peak Storage= 1,837 cf @ 12.01 hrs, Average Depth at Peak Storage= 1.36'
Bank-Full Depth= 2.00', Capacity at Bank-Full=17.72 cfs
Reach It Grass Swale #2
Hydrograph
LL
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n 5 10 15 70 25 30 35 l0 AS 50 55 60 65 70 75 e0 95 20 25 100 105 110 115 1
Inflow
ouMow
Time (hours)
4.00' x 2.00' deep channel, n= 0.124
Side Slope Z-value= 5.0'/' Top Width= 24.00'
Length= 125.0' Slope= 0.0023'/'
Inlet Invert= 732.79', Outlet Invert= 732.50'
246-230-85%TSS Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 3
Summary for Pond 11 P: Ext. Dry Pond #1
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth= 3.18" for 10yr24hrHuntersville event
Inflow = 86.48 cfs @ 11.96 hrs, Volume= 3.974 of
Outflow = 85.63 cfs @ 11.97 hrs, Volume= 3.974 af, Atten=1%, Lag= 0.6 min
Primary = 7.53 cfs @ 11.97 hrs, Volume= 2.188 of
Secondary = 78.10 cis @ 11.97 hrs, Volume= 1.786 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 837.11'@ 11.97 hrs Surf.Area= 0.123 ac Storage= 0.405 of
Plug-Flow detention time= 91.1 min calculated for 3.974 of (100% of inflow)
Center-of-Mass det. time= 91.3 min ( 901.2 - 809.9 )
Volume Invert Avail.Storage Storage Description
#1 833.00' 0.521 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
833.00 0.073 0.000 0.000
834.00 0.088 0.080 0.080
835.00 0.100 0.094 0.174
836.00 0.107 0.103 0.278
838.00 0.136 0.243 0.521
Device Routing Invert Outlet Devices
#1 Primary 833.00' 12.0" Round Culvert
L= 42.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 832.79' S= 0.0050? Cc= 0.900 n= 0.012
#2 Device 1 833.00' 3.0" Vert. Orifice/Grate (1" Drawdown) C= 0.600
#3 Device 1 836.22' 16.0' long Top of Box 0 End Contraction(s) 5.2' Crest Height
#4 Secondary 836.30' 40.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64
2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Qrimary OutFlow Max=7.53 cis @ 11.97 hrs HW=837.11' (Free Discharge)
T =Culvert (Barrel Controls 7.53 cfs @ 9.59 fps)
=Culvert
0" Drawdown) (Passes < 0.47 cfs potential flow)
3=Top of Box (Passes < 44.58 cfs potential flow)
econdary OutFlow Max=77.91 cfs @ 11.97 hrs HW=837.11' (Free Discharge)
Broad-Crested Rectangular Weir (Weir Controls 77.91 cis @ 2.42 fps)
246-230-85%TSS Type// 24-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD0 9 00 s/n 03513 02009 HydroCAD Software Solutions LLC Paae 4
Pond 11 P: Ext. Dry Pond #1
Hydrograph
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- Inflow
- Outflow
- Primary
- Secondary
Time (hours)
246-230-85%TSS Type// 24-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Paae 5
Summary for Pond 12P: Level Spreader #2
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth = 1.75" for 10yr24hrHuntersville event
Inflow = 7.45 cfs @ 12.08 hrs, Volume= 2.188 of
Outflow = 7.45 cfs @ 12.08 hrs, Volume= 2.188 af, Atten= 0%, Lag= 0.0 min
Primary = 7.45 cfs @ 12.08 hrs, Volume= 2.188 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 732.61'@ 12.08 hrs
Device Routing Invert Outlet Devices
#1 Primary 732.50' 70.0' long x 0.5' breadth B.C. Rect. Weir (Level Spreader)
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Qrimary OutFiow Max=7.44 cfs @ 12.08 hrs HW=732.61' (Free Discharge)
T-1=B.C. Rect. Weir (Level Spreader) (Weir Controls 7.44 cfs @ 0.94 fps)
Pond 12P: Level Spreader #2
Hydrograph
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Inflow
Primary Time (hours)

246-230-85%TSS Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 6
Summary for Pond 13P: Creek
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth = 3.18" for 10yr24hrHuntersville event
Inflow = 85.26 cfs @ 11.97 hrs, Volume= 3.974 of
Primary = 85.26 cfs @ 11.97 hrs, Volume= 3.974 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Pond 13P: Creek
Hydrograph
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Primary I
Time (hours)
246-230-85%TSS Type 1124-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD0 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 7
Summary for Pond 22P: Forebay
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth = 3.23" for 10yr24hrHuntersville event
Inflow = 86.64 cfs @ 11.96 hrs, Volume= 4.040 of
Outflow = 86.48 cfs @ 11.96 hrs, Volume= 3.974 af, Atten= 0%, Lag= 0.2 min
Primary = 86.48 cis @ 11.96 hrs, Volume= 3.974 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 835.25@ 11.96 hrs Surf.Area= 0.059 ac Storage= 0.107 of
Plug-Flow detention time= 16.5 min calculated for 3.974 of (98% of inflow)
Center-of-Mass det. time= 6.4 min ( 809.9 - 803.6 )
Volume Invert Avaii.Storage Storage Description
#1 833.00' 0.322 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
833.00 0.038 0.000 0.000
834.00 0.046 0.042 0.042
835.00 0.055 0.051 0.093
836.00 0.072 0.064 0.156
837.00 0.083 0.077 0.233
838.00 0.095 0.089 0.322
Device Routing Invert Outlet Devices
#1 Primary 834.50' 50.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
Z Qrimary OutFiow Max=86.28 cfs @ 11.96 hrs HW=835.25' (Free Discharge)
1=13road-Crested Rectangular Weir (Weir Controls 86.28 cfs @ 2.32 fps)
246-230-85%TSS Type// 24-hr 10yr24hrHuntersville Rainfall=4.80"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD0 9 00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 8
Pond 22P: Forebay
Hydrograph

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inflow-
Primary Time (hours)

V
246-230-85%TSS
Prepared by Burton Engineering Associates
HvdroCAD® 9.00 s/n 03513 ® 2009 HvdroCAD S<
Type 1124-hr 50yr24hrhuntersville Rainfall=6.48"
Printed 9/6/2011
LLC
Summary for Pond 22P: Forebay
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth = 4.81" for 50yr24hrhuntersville event
Inflow = 125.91 cfs @ 11.96 hrs, Volume= 6.015 of
Outflow = 125.71 cfs @ 11.96 hrs, Volume= 5.949 af, Atten= 0%, Lag= 0.2 min
Primary = 125.71 cfs @ 11.96 hrs, Volume= 5.949 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 835.46'@ 11.96 hrs Surf.Area= 0.063 ac Storage= 0.120 of
Plug-Flow detention time= 12.3 min calculated for 5.948 of (99% of inflow)
Center-of-Mass det. time= 5.3 min ( 797.6 - 792.3 )
Volume Invert Avail Storage Storage Description
#1 833.00' 0.322 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
833.00 0.038 0.000 0.000
834.00 0.046 0.042 0.042
835.00 0.055 0.051 0.093
836.00 0.072 0.064 0.156
837.00 0.083 0.077 0.233
838.00 0.095 0.089 0.322
Device Routing Invert Outlet Devices
#1 Primary 834.50' 50.0' long x 4.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66
2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32
erimary OutFlow Max=125.49 cfs @ 11.96 hrs HW=835.46' (Free Discharge)
1=13road-Crested Rectangular Weir (Weir Controls 125.49 cfs @ 2.62 fps)

246-230-85%TSS Type// 24-hr 50yr24hrhuntersville Rainfall=6.48"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD® 9.00 s/n 03513 ® 2009 HydroCAD Software Solutions LLC Page 4
Pond 22P: Forebay
Hydrograph

140 --- -- ----- -- -------- ----- -- --^----- -- -------------- ----------
i I I : I I i I ! I I 1 i 1 I I 1 i 1 i i
f
-Inflow
130 --
1 125.7
1
? 1c
s ----------------- +--+--+--}-- --} -{--{--{--+--+ -?--_--?--
f i 1 i i 1 I I I 1 I 1 1 1 1 I 1 1 i I
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? - Primary
120 1
--? --? ! f 1 i 1 1 1 1 1 1 I I
1 , t
-`---}--+--?--}--}-----+--}--+- - --'--- J-5- 1?nf?oWvrea= a -

00

- i

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- --E - -} -}- }.. }--+- + +--+--}- - ?I

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--- I
--; I 1 I i 1 t i 1 ! I 1 I 1 i i i 1 1 t t 1
- --?--; -- --; -- -- --; --; -- ---- Ric?aa/=1;25.7;1--

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Time (hours)
.
246-230-85%TSS Type// 24-hr 50yr24hrhunfersville Rainfall=6.48"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD09 00 s/n 03513 ® 2009 HydroCAD Software Solutions LLC Page 1
Summary for Pond 11 P: Ext. Dry Pond #1
Inflow Area = 15.000 ac, 40.00% Impervious, Inflow Depth = 4.76" for 50yr24hrhuntersville event
Inflow = 125.71 cfs @ 11.96 hrs, Volume= 5.949 of
Outflow = 124.72 cfs @ 11.97 hrs, Volume= 5.949 af, Atten= 1%, Lag= 0.5 min
Primary = 7.81 cfs @ 11.97 hrs, Volume= 2.910 of
Secondary = 116.91 cfs @ 11.97 hrs, Volume= 3.039 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs
Peak Elev= 837.36@ 11.97 hrs Surf.Area= 0.127 ac Storage= 0.437 of
Plug-Flow detention time= 65.2 min calculated for 5.948 of (100% of inflow)
Center-of-Mass det. time= 65.4 min ( 863.1 - 797.6 )
Volume Invert Avail.Storage Storage Description
#1 833.00' 0.521 of Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) ( acres) (acre-feet) (acre-feet)
833.00 0.073 0.000 0.000
834.00 0.088 0.080 0.080
835.00 0.100 0.094 0.174
836.00 0.107 0.103 0.278
838.00 0.136 0.243 0.521
Device Routing Invert Outlet Devices
#1 Primary 833.00' 12.0" Round Culvert
L= 42.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 832.79' S= 0.0050? Cc= 0.900 n= 0.012
#2 Device 1 833.00' 3.0" Vert. Orifice/Grate (1" Drawdown) C= 0.600
#3 Device 1 836.22' 16.0' long Top of Box 0 End Contraction(s) 5.2' Crest Height
#4 Secondary 836.30' 40.0' long x 8.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64
2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74
Primary OutFlow Max=7.81 cfs @ 11.97 hrs HW=837.36' (Free Discharge)
T =Culvert (Barrel Controls 7.81 cfs @ 9.95 fps)
2=Orifice1Grate (1" Drawdown) (Passes < 0.49 cfs potential flow)
3=Top of Box (Passes < 65.29 cfs potential flow)
econdary OutFlow Max=116.81 cfs @ 11.97 hrs HW=837.36' (Free Discharge)
Broad-Crested Rectangular Weir (Weir Controls 116.81 cfs @ 2.76 fps)
0 ' r
246-230-85%TSS Type 1124-hr 50yr24hrhuntersville Rainfall=6.48"
Prepared by Burton Engineering Associates Printed 9/6/2011
HydroCAD0 9.00 s/n 03513 02009 HydroCAD Software Solutions LLC Page 2
Pond 11 P: Ext. Dry Pond #1
Hydrograph
140 --- - --

?
- -
-- - - --- - 77
! f
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Inflow
13 --; 1247
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; 116.81 cis 1 -Primary
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Nev
Permit No.
(to be provided by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal
package will result in a request for additional information. This will delay final review and approval of the project. Initial
in the space provided to indicate the following design requiremehts have been met. If the applicant has designated an agent,
the agent may initial below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No.
_ Plans (1' - 50' or larger) of the entire site with labeled drainage area boundaries
System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
Chamber,
Maintenance access,
Flow splitting device,
?/- Proposed drainage easement and public right of way (ROW),
?/ - Design at ultimate build-out,
W/o - Off-site drainage (if applicable), and
v' Boundaries of drainage easement.
Plan details 0' = 30' or larger) for the sand filter showing:
?- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
?--'Maintenance access,
Flow splitting device,
N/p,, Vegetative filter strip dimensions and slope (if SA waters),
V' Proposed drainage easement and public right of way (ROW),
i/'- Design at ultimate build-out, Flom br°i h+ e4' ®n l?
WAS, - Qff-site drainage (if applicable), and
?- Boundaries of drainage easement.
3. Section view of the sand filter (1' = 20' or larger) showing:
?Depth(s) of the sedimentation chamber and sand filter chamber,
I% Depth of sand filter media,
?Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
WA, SHWT elevation,
?Outlet pipe, and
t/N Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable). ??
4. A soils report that is basepd upAin act'u ff9ld fnves IgatioP,, soil bo ngs, an?infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
Supporting calculations (including drainage calculations)
04*-tivft wKSigned and notarized operation and maintenance (O&M) agreement It'` pr09 res-r
QV' . A copy of the deed restrictions (if required).
Form SW401-Sand Fiker-Rev.5 2009Seot17 Part III, Page 1 of 1
5ti n d t?.f er •,,j•}• I G11 1¢6? Permit Number.
?•1• (to be provided by DWQ)
W
I SI o?0F WAT 19
NCDENR P
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, punted and submitted with all of the required information.
Make sure to also rill out and submit the Required Items Checklist (Section 111) and the I &M Agreement (Section I V)
F. Gx?NF0 . ON
Project name Bryton, Hambright Road Water Quality
Contact name Glenn Morris
Phone number 704-553-8881
Date September 2, 2011
Drainage area number West Basin
il. DSIG jJ1NORMAT101 _
Site Characteristics
Drainage area (AD) 113,256.00 fe OK
Impervious area 96,268.00 fe
% Impervious (Q 85.0%%
Design rainfall depth (RD) 1.00 M
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1 yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
in
In/hr
fe/sec
fOisec
fe/sec
Storage Volume
Design volume (WQV)
Adjusted water quality volume (WQV4
Volume contained in the sedimentation basin and on top of the sand filter
Top of sand filter/grate elevation
Weir elevation (between chambers)
Maximum head on the sedimentation basin and sand filter (h,,,)
Average head on the sedimentation basin and sand filter (h4
Runoff Coefficient (Rv)
Type of Sand Finer
Open sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dam)
Closed/pre-cast sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (dsw)
If this Is a dosed, underground dosed sand filter. The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (dam,)
7,692.00 fO
5,769.00 e
7,685.00 ft'
831.8 ft amsl
831.5 ft amsl
2.00 ft
1.00 ft
0.82 (unitiess)
Y Yor N
Not encounterd ft amsl
828.50 ft amsl
n/a
N YorN
ft amsl
ft amsl
OK
OK
OK
Form SM01-Sand FYter-Rev.5 2009Seot17 Parts I and N. Proled Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Sedimentation Basin
Surface area of sedimentation basin (As)
Sedimentation basinkhamber depth
Sand Filter
Surface area of sand filter (AF)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (dF)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet dischargelflowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
1,400.00 ft
2.00 ft
1,375.00 fe
830.00 ft amsl
828.50 ft amsl
1.50 ft
3.50 (Nday)
nla in
0.05 fe/sec
39.60 hours
1.65 days
OK. Meets minimum, but may need to be increased to
Additional Information
Does volume In excess of the design volume bypass the sand filter?
Is an off-tine flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated flfter?
What Is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft If SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What Is the width of the sedimentation chambedforebay (Ws,d)?
What is the depth of sand over the outlet pipe (dope)?
OK. Meets minimum, but may need to be increased to
OK. Submit drainage calculations.
Y Y or N OK
Y Y or N OK
Y Y or N OK
nla ft
Y YorN OK
Y Y or N OK
Y Y or N OK
Y YorN OK
Y Y or N OK
24.00 ft OK
1.50 ft OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and It. Project Design Summary, Page 2 of 2
S wile :4t, J
Permit No:
(to be assigned by DWQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An Incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial
below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet No
er) of the entire site showing:
1
PI ns (1" = 50' or lar
g
.
Z
sign at ultimate build-out,
r/lj* Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Swale dimensions (width, length, depth),
- Maintenance access,
n,Jr 3 - Proposed drainage easement and public right of way (ROM,
Grass species, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the grassed swale showing:
? le dimensions (width, length, depth),
- Maintenance access,
Proposed drainage easement and public right of way (ROW),
;Design at ultimate build-out,
?
Grass species,
6,..- Off-site drainage (if applicable),and
'Boundaries of drainage easement.
6M 3. Section view of the grassed swale (1" = 20' or larger) showing:
Side slopes,
Longitudinal slope,
Freeboard
pee Swale dimensions, and
I,?SHWT level(s) N/A
Gdk?s 4. Supporting calculations (including maximum velocity calculations for applicable storms)
Tn
a??
Q r°
py of the signed and notarized operation and maintenance (O&M) agreement.
5 A
_ 6. A copy of the deed restrictions (if required).
SW401-Grassed Swale-Rev.3 Part III, Page 1 of 1
Permit Number.
W V1 ? ? I (to be provided by DWQ)
6?ytiur <J\ V o??F W ATF9OG
• >
?+,? 1?11es? ?3ars1? p
WDEHR. STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submmed along with all of the required information.
i, PR ION
Project name Bryton, HambNht Road Water Quality
Contact name Glenn Morris
15/
?04
Phone number q*amwo
Data September 12, 2011
Drainage area number
East Basin
h.A SIGN NFOWION
Site Characteristics
Drainage area 113,256.00 fe
Impervious area 96,268.00 e
Percent impervious 85.0%%
Design rainfall depth 1.00 Inch
Peak Flow Calculations
10-yr storm runoff depth in
10-yr storm intensity irilhr
Post-development 10-yr storm peak flow 6.88 fOisec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 4.50 ftisec
Soil characteristics (enter Y below)
Sand/sift (easily erodible) x
Clay mix (erosion resistant)
Grass Type (enter Y below)
Bermuda
Tall fescue x
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Conveyance Swale Seekino Pollutant Credit: (Y or N)
Maximum velocity for 10-yr storm ftisec
Side slopes :1
Swale length ft
Form SW401-Grassed Swale-Rev.3 Parts I and H. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an *x* in the appropriate cell below:
Trapezoidal x
Parabolic
V-shaped
Width of the bottom of the swale 4.00 ft
Width of the top of the swale 19.00 ft
Additional Information
Is the Swale sized for all runoff from ultimate build-out? y (Y or N) OK
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)? y (Y or N) OK
176L er e rA/?
What Is the distance from the bottom of the swale to the SHWT? #VALUEI ft #VALUEI
What is the ground level elevation? 823.50 fmsl
What Is the elevation of the bottom of the swale? 824.00 fmsl
What Is the SHWT elevation? nla fmsl
CvQ?
What is the longitudinal slope of the swale? 18.00% Slope too steep. lain why it is impractical to achieve 5%.
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.3 Parts I and 11. Project Design Summary, Page 2 of 2
Level P V 01 ()Mem -f
111. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. M incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial In the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been
met, attach justification.
Requried Item:
1. Plans (1' - 51Y or larger) of the entire site showing:
r/%ign at ultimate build-out,
Wpff-afte drainage (If applicable),
r?/ lineated drainage basks (ks hide Rational C coefficient per basin),
- Forebay (if applicable),
High flow bypass system,
Maintenance access,
?f roposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement
2. Plan details (1' = NY or larger) for the level spreader showing:
VA- Forebay (t applicable),
?/Hlgh flow bypass system,
V* One foot topo Ines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out ,
3. Section view of the level spreader (1' 4or larger) showing:
N/Ac - Underdrain system (d applicable),
Level Ip,
,,oeUpslope channel, and
;/Downslope Offer fabric.
go or plan sheet number and any notes:
2
3
4M I 3
?4. Plan details of the flow spiting device and supporting calculations (If applicable).
V 5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area Is stabilized.
W ? /? 6. If a non-engineered VFS Is being used, then provide a photograph of the VFS showing
W that no draws are present
VIT The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (O&M) agreement
(,M 3
3
?JA
Ce,14s
-xl.% proauq ress
Form SW401- LS-VFS - 27Ju12011- Rev.9 page 3 of 3
ovel S pyeadev 150;/7)
?? o?OF W AtF9oG
n
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r?M p <
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, Initialed, and submitted.
I. PRpJEG`T3INFORMATION
Project name Bryton, Hambright Road Water Quality
Contact name Glenn Morris
Phone number 704553-6861
Date September 6, 2011
Drainage area number Level Spreader 81 (Wee Basin)
The purpose of the LS-VFS
Stomm+ater enters LS-VFS from
Type of VFS
Explanation of any 'Other responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 Mr storm
Time of concentration
Rainfall Intensity,l0-yr storm
Peak flow from the 10-yr storm
Design storm
Maximum amount of flow directed to the LS-VFS
Is a flow bypass system going to be used?
Explanation of any "Other responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10-year storm
Maximum capacity of a 100-foot long LS-VFS
Peak flow directed to the LS-VFS
Is a flow bypass system going to be used?
Explanation of any "Other responses above
LS-VFS Design
Forebay surface area
Depth of forebay, at stommathr entry point
Depth of forebay at stormwater exit point
Feet of level Np needed per cis
Computed minimum length of the level llp needed
Length of level tip provided
Width of VFS
Elevation at downslope base of level 111p
Elevation at the end of the VFS that Is farthest kom the LS
Other. Explained below
A BMP
Other. Explained below
receives water from V drawdown from BMP, also requesting 40% TSS credit
fe Do not complete this section of the form.
flz Do not complete this section of the form.
% Do not complete this section of the form.
Do not complete this section of the form.
Cis Do not complete this section of the form.
min Do not complete this section of the form.
in1hr Do not complete this section of the form.
cis Do not complete this section of the form.
Cis Do not complete this section of the form.
(Y or N) Do not complete this section of the form.

Other. Explained below
0.07 cis
6.88 cis
It cis
0.07 cis
Y (Y or N)
Sand Fitter & Grass Swale
W sq ft
in
in
445 fV ?5/???s xo,o7 ??s
-ft dr 101 (rhttn
65 R
30 ft
624.00. imsl
819.00 imsl
Form SW401- LS-VFS - 27Jul2011 - Rev.9 page 1 of 3
Slope (from level rip to the end of the VFS)
Are any draws present In the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any'0ther" responses above
16.67 % VFS is too steep.
N (Y or N) OK
N (Y or N)
Y (Y or N)
Y (Y or N) Please provide plan detalis of flow splitter & supporting cats.
It
it
ft
ft
ft
Mac
Pick one:
(Y or N)
(Y or N)
W
1 B

Form SW401- LS-VFS - 27Ju12011- Rev.9 page 2 of 3

Zd-
Permit
(to be provided by DWQ)
Please Indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional Information. This will delay final review and approval of the project. Initial In the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
initials,
zlom_

Pagel Plan
SheI
k- 100 ! C'C'* 'C6V), - Show ey4ipe,
1. Plans (1" - or larger) of the entire site showing:
V-"'- Design at ultimate build-out,
ske drainage (if applicable),
N - Delineated drainage basins (include Rational C coefBdent per basin),
- Basin dimensions,
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.

?L
42-M.-
?r P?
&Z
2. Plan details (1" = 30' or larger) for the biere?wing:
2.
Basin dimensions
Pretreatment system,
Maintenance access,
Outlet structure,
?/- Overflow device,
t/ low distribution detail for basin inflow, and
Vegetation specifications.
3. Section view of the basin (1" = 20' or larger) showing:
?Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
?Alet and outlet structures.
V407-construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area Is stabilized.
VI"The supporting calculations.
n F 8*0 pyy§the signed and notarized operation and maintenance (0&M) agreement.
V& 9. A copy of the deed restrictions (if required).
_ 1 QXsoils report that Is based upon an actual field investigation, soil borings, and infiltration tests. County
V soil maps are not an acceptable source of soils information.
Form SW401 Adlld*vtqpVen 13aain-Rev. Part III. Required Items Checklist, Page 1 of 1
pry Pond Lw"t sasih) Permit No.
(to be provided by DWQJ
? OF W ATF,q
O
AMA STORMWATER MANAGEMENT PERMIT APPLICATION FORM c
WNW 401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part ill) must be printed, filled out and sutxnNed along with all the required Information.
Project name
Contact person
Phone number
Date
Drainage area number
Bryton, Hambright Road Water Qua ft
Glenn Morris
704.553-8881
91212011
East Basin
I. `;D?$I,?N I?IFORII?AT10l,?:" F _ - . ,
Site Characteristics
Drainage area 653,400.00 fe
Impervious area 261,360.00 fe
% Impervious 0.40
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth In
Rational C, pre-development (unitless)
Rational C, post-development (unitiess)
Rainfall intensi4r.1-yr, 24-hr storm in/hr
Pre-development 1-yr, 24-hr peak flow fe/sec
Post-development 1-yr, 24-hr peak flow felsec
Pre/Post 1-yr, 24-hr peak control fe/sec
Storage Volume: Non-SA Waters
Minimum required volume 22,325.00 fe
Provided volume 27,922.00 fe OK
Sediment storage volume provided 7,841.00 fe OK
Storage Volume: $A Waters
1.5' runoff volume fe
Pre-development 1-yr, 24-hr runoff volume fit'
Post-development 1-yr, 24-hr runoff volume ft'
M+ inknum required volume it'
Provided volume it'
Sediment storage volume provided fe
Basin Design Parameters
Drawdown time 2.30 days OK
}'?r, I = 7 ?iC?
P
`
SHWT elevation 730.50 fmsl erw
.
Basin bottom elevation 731.00 fmsi Raise basin bottom, Must be at least 2-11 above SHWT
Storage elevation 736.22 fmsl
Basin side slopes 3.0 :1 OK
Top elevations 738.30 imsl OK
Freeboard provided 1.00 ft OK
Basin Bottom Dimensions
Basin length 57.00 ft
Basin width 38.00 ft
Length to width ratio 1.50 :1 OK
Form SW401-Dry Extended Detention Ba*Aev.3 Puts I. & M. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
Additional Information
Total runoff volume captured by basin 6.16 ac-in Forebay is not required
Forebay provided Y (Y or N)
Is basin In a recorded drainage easement? Y (Y or N) OK
Does basin capture all runoff at ultimate build-out? Y (Y or N) OK
Is a sediment depth Indicator Included? Y (Y or N) OK
Does the basin include a drain? Y (Y or N) OK
Forth SW401-Dry Extended DeWOon Basin-Rev.3 Parts I. i H. Design Summary, Patio 2 or 2
1,p
Permit No:
(to be assigned by DW()
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An Incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial
below. If a requirement has not been met, attach justification.
Initials Pagel Plan
Sheet Nom
j1'461 '
A-
&M-
1. Plans (1" = W or larger) of the entire site showing:
?- Design at ultimate build-out,
W slte drainage (if applicable),
V- Delineated drainage basins (include Rational C coefficient per basin),
'?- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Grass species, and
- Boundaries of drainage easement.
2. Plan details (1" = 59 or larger) for the grassed swale showing:
t/ Swale dimensions (width, length, depth),
V-'- Maintenance access,
ff Proposed drainage easement and public right of way (ROW),
?'- Design at ultimate build-out,
Grass species,
Off-site drainage (if appiicable),and
Boundaries of drainage easement.
?- 30
3. Section view of the grassed Swale (1" =,?eor larger) showing:
Side slopes,
Woo'- Longitudinal slope,
Freeboard
Swale dimensions, and
SHWT level(s)
y/?I 4. Supporting calculations (including maximum velocity calculations for applicable storms)
Pr5-Ane?sS
copy of the signed and notarized operation and maintenance (O&M) agreement.
A!/s 6. A copy of the deed restrictions (if required).
SW401-Grassed Swale-Rev.3 Part III, Page 1 of 1
Permit Number.
f ^ ?/ (to be provided by DWQ)
cif 1 t S ?W \o?OF W ATF9OG
/ > y
AC*A
HCDENR (\V 13 o Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, panted and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required Information.
Project name Bryton, Hambright Road Water Quality
Contact name Glenn Morris
Phone number 704-55M I
Date Septernber 12, 2011
Drainage area number East Basin
Ill.- DIEM.- T 010- T[ON
Site Characteristics
Drainage area 653,400.00 fe
Impervious area 261,360.00 ftz
Percent impervious 40.0%%
Design rainfall depth 1.00 Inch
Peak Flow Calculations
10-yr storm runoff depth In
10-yr storm intensity In/hr
Post-development 10-yr storm peak flow 7.50 ft3lsec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 4.50 ft/sec
Soil characteristics (enter Y below)
Sand/sift (easily erodible) x
Clay mix (erosion resistant)
Grass Type (enter Y below)
Bermuda
Tall fescue x
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: FBI out one of the options below:
Option 1: Curb Outlet Swale: (Y or N)
Maximum velocity
Side slopes :1
Swale length it
Option 2• Conveyance Swale Seeking Pollutant Credit: (Y or N)
Maximum velocity for 10-yr storm fusec
Side slopes :1
Swale length it
Form SW401-Grassed Swale-Rev.9 Parts I and II. Pr*ct Design Summary, Page 1 of 2
Permit Number.
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an Y in the appropriate cell. below:
Trapezoidal x
Parabolic
V-shaped
Width of the bottom of the swale 4.00 ft
Width of the top of the Swale 24.00 ft
Additional Information
Is the Swale sized for all runoff from ultimate bulld-out? y (Y or N) OK
Is the BMP located in a proposed drainage easement with a y (Y or N) OK
recorded access easement to a public Right of Way (ROW)?
What Is the distance from the bottom of the swale to the SHWT? 2.00 ft OK
What Is the ground level elevation? 732.50 fmsl
What Is the elevation of the bottom of the swale? 732.00 fmsl
What Is the SHWT elevation? 730.50 frnsl
What is the longitudinal slope of the swale? 8.30% Slope too steep. Explain why it is Impractical to achieve 5%.
What Is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 2 of 2
T
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An Incomplete submittal package will
result In a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been
met, attach justification.
Requded Item: Intt al Page or_pIan sheet number and any notes:
> Plans (I'- 50' or larger) of the entire site showing: y
?- Design at ultimate bulld-out,
-sDe drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
)iigh flow bypass system,
? Maintenance access,
Proposed drainage easement and public right of way (ROW), and
?- Boundaries of drainage easement.
2. Plan details 0" = 30' or larger) for the level spreader showing: 6M
?Forebay (if applicable),
Vffligh flow bypass system,
VAN) ne foot topo Ones between the level Op and top of stream bank,
L,etroposed drainage easement, and
j;e n at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing: 4%M 4-
W/h- Underdrain system (If applicable),
.level up,
?' pslope channel, and
nslope filter fabric.
Plan details of the Dow splitting device and supporting calculations (I applicable). J?rY ??n? ?/ ? iI ?
-Cl' Cm eyyene y i X11 y
V5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
Nlk 6. If a non-engineered VFS Is being used, then provide a photograph of the VFS showing
that no draws are present
The supporting calculations.
6. A copy of the signed and notarized operation and maintenance (OEM) agreement.
? Ga1G5
?r pro??er?S
Form SW401- LS-VFS - 27M2011- Rev.9 page 3 of 3
L,Q,,,e? Spreader #t 2 65of Basin)
ffAA o?
o?'o?wArF9

HCDENR ?
<
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely tilled out, printed, Initialed, and submitted.
I. PROECT 1140.; MATION
Project name Briton, Hambright Road Water Quality
Contact name Glenn Morris
Phone number 704-5538881
Date September 6, 2011
Drainage area number Level Spreader $2 (East Be*)
11 QESI i INFQRMATION .
The purpose of the LS-VFS Other. Explained below
Stormwater enters LS-VFS from A BMP
Type of VFS Other. Explained below
Explanation of any "Other" responses above receives water from V drawdown from BMP, also requesting 40% TSS credit
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area fe Do not complete this section of the form.
Impervious surface area fe Do not complete this section of the form,
Percent impervious % Do not complete this section of the form.
Rational C coefficient Do not complete this section of the form.
Peak flow from the 1 In/hr storm cis Do not complete this section of the form.
Time of concentration min Do not complete this section of the form.
Rainfall Intenstty, l0-yr storm Inthr Do not complete this section of the form.
Peak flow from the 10-yr storm crs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS-VFS cis Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N) Do not complete this section of the form.
Explanation of any "Other' responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10-year storm
Maximum capacity of a 100-foot long LS-VFS
Peak flow directed to the LS-VFS
Is a flow bypass system going to be used?
Explanation of any 'Other responses above
LS-VFS Design
Forebay surface area
Depth of forebay at Ammeter entry point
Depth of forebay at stomwvater exit point
Feet of level 6p needed per cis
Computed mtrtimum length of the level by needed
Length of level tip provided
Width of VFS
Elevation at downsbpe base of level Bp
Elevation at the end of the VFS that Is farthest from the LS
Other. Explained below
0.28 cfs
7.5 cfs
icis
0.28 cis
Y (Y or N)
Ext. Dry Pond 6 Grass Swale
_ sq tt
in
in
goe Nds
I r2
It
125 It
30 ft
732.50 fmsl
730.00 finsl
SwX- 62$J5
Level spreader Is too short to handle the flow.
Form SW401- L&VFS - 27Jur2o11- Rev.9 page 1 of 3
Slope (from level Up to the end of the VFS)
Are any draws present in the VFS?
Is there a collector Swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year stone)
freeboard (during the 10-year storm)
Peak velocity In the channel during the 10-yr storm
Channel fining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any'Othee responses above
8.33 % VFS is too steep.
N (Y or N) OK
N (Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting talcs.
LL
It
it
It
it
ft/sec:
Pick one:
(Y or N)
(Y or N)
W

4 B 4
Form SW401 - LS-VFS - 27Jtd2011- Rev.e page 2 of 3