20071334 Ver 2_More Info Received_20090615

ColeJenest
& Stone
Shaping the Environment
Realizing the Possibilities
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street Suite 1400 Charlotte NC 28202
P 704 376 1555 f 704 376 7851 u i www colejeneststone com
Date
Reference
Attention
Company
We Are
Transmitting
Charlotte
Raleigh
Wilmington
TRANSMITTAL
June 7 2012
4008 — Piedmont Town Center
(DWQ Permit #07 1334v2) D
�
401/Wetlands Unit JU N 5 2U12
DEN WATEN OUroLITY
Weband
North Carolina Department of Environment an
Natural Resources — Division of Water Quality
1650 Mail Service Center
Raleigh North Carolina 27699 1650
® Herewith ❑ Under Separate Cover
Copies
Dated
Description
1
03/09/12
Civil Set — City of Charlotte Approved
1
03/09/12
Engineering Calculations
1
01/21/09
North Carolina Department of Environment and
Natural Resources (NCDENR) — Division of Water
Quality (DWQ) Stormwater Management Plan
Approval
1
01/28/08
NCDENR DWQ — 401 Approval
1
07/31/08
NCDENR DWQ — North Carolina Ecosystem
Enhancement Program Invoice Paid
1
02/11/11
US Army Corps of Engineers — NW39 —
Re Verification Permit
1
06/07/12
Remarks Letter
1
12/08/08
Stormwater Management Plans — Appro ved
Transmitted ❑ Mail ® Overnight ❑ Courier ❑ Hand Delivery ❑ Pick Up
Via
❑ For Approval ® For Your Use ❑ As Requested ❑ For Review
Remarks The attached are for your records Please call with any questions
By
Chris J Todd PE
Project Manager
smm/N
cc Mr Benjamin L Collins — CR
Mr R Elam Hall — CR
Ms Susan G Freyler RLA — CJS
+ P SUSKP120 4008 Co e51 d 2012 T i Of Oh N( M Nt LW) 5 h t

Land �lannin'
Landsca'e Architecture
Civil I Engineering
Urban Design
Engineerin, services'nvided I i n Charlotte and I Raleigh offices
M7de fnm foV, host -c nsumer fiber.

ColeJenest
& Stone
Shaping the Environment
Realizing the Possibilities
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
D m to
200 South Tryon Street Suite 1400 Charlotte NC 28202 Charlotte
P 704 376 1555 f 704 376 7851 www colejeneststone com Raleigh
Wilmington
June 7 2012
401/Wetlands Unit
North Carolina Department of Environment
and Natural Resources —
Division of Water Quality
1650 Mail Service Center
Raleigh North Carolina 27699 1650
Re 4008 — Circle South Park (Formerly Piedmont Town Center)
(DWQ Permit #07 1334v2)
To Whom It May Concern
Enclosed is the final package for the referenced project Mr Alan Johnson with North
Carolina Department of Environment and Natural Resources — Mooresville requested
we forward the enclosed documentation to you for your records Included are the
various approval letters the original Stormwater Management Plans approved by your
office and the currently approved Construction Documents permitted by the City of
Charlotte Project construction is expected to begin by July 1 2012
Please call us with any questions or concerns
Best regards
CO JEgEST & NE P
A
®
Chrs J Todd
Project Manager
smrr�
Enclosure
cc Mr Benjamin L Collins — CR
Mr R Elam Hall — CR
Ms Susan G Freyler RLA — CJS

tend Iannin�
iEn�7ineerinol services orwiWerl in Char,lette and R5le-igh sf ices
Mad nsumer fifer.

0� `9
► 0 �G
/ � r
Mr Eric Jaegers
Crescent Resources LLC
400 South Tryon St Suite 1300
Charlotte NC 28201 103
Subject Piedmont Town Center
',,1ichael F Easley Governor
William G Ross Jr Secretary
North Carolina Department of Environment and Natural Resources
@ DO
FNR�1��wAli—f--_-amR 1 5 2012
QUALITY -
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr Jaegers
Coleen H Sullins Director
Division of Water Quality
January 28 2008
DWQ# 07 1334V2
Mecklenburg County
You have our approval in accordance with the attached conditions and those listed below to fill 06 acre of
wetland and to impact 290 linear feet (If) of unnamed stream to Little Sugar Creek in order to construct the
development in Mecklenburg County as described in your application received by the Division of Water Quality
(DWQ) on December 10 2008 After reviewing your application we have determined that this project is
covered by Water Quality General Certification Number 3705 which can be viewed on our web site at
http //h2o enr state nc us /ncwetlands /index html) The 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 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 Culverts placed in streams /wetlands shall be Installed in the dry Immediately upon completion of the
Installation water flow shall be returned to its natural course Existing stream dimensions (Including the
cross section dimensions pattern and longitudinal profile) must be maintained (or restored via
constructed benches) above and below locations of each culvert if any of the existing pipes are or
become perched the appropriate stream grade shall be re established or If the pipes Installed in a
perched manner the pipes shall be removed and re Installed correctly
3 Mitigation must be provided for the proposed impacts as specified in the table below We understand
that you wish to make a payment to the NC Ecosystem Enhancement Program (EEP) to meet this
mitigation requirement This has been determined by the DWQ to be a suitable method to meet the
mitigation requirement Until the EEP receives and clears your check (made payable to DENR —
Ecosystem Enhancement Program Office) no impacts specified in this Authorization Certificates Shall
occur 1�pith Carolina
,vaAM1711y
North Carolina Division of Water Qualitv 610 East Center Ave Suite .301 Mooresville NC 28115 Phone [phone] Customer Service
Intenet ncwaterqul qty org FAX [phone] 62.E 67,8
An Equal Oppor unity /Afirmative Acton Employer-50/ Recycled /10 / Pos Consumer Paper

The EEP should be contacted at [phone] if you have any questions concerning payment into a
restoration fund You have 60 days from the date of this approval to make this payment For
accounting purposes this Authorization Certificate authorizes payment to the EEP to meet the following
compensatory mitigation requirement
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 riprap 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 (of the discharge) will not be impacted due to sediment accumulations scouring or
erosion of the stream banks
6 A final, written storm water management plan (including a signed and notarized Operation and
Maintenance Agreement) shall be submitted to the 401 Oversight and Express Permitting Unit (2321
Crabtree Blvd Suite 250 Raleigh NC 27604 or local governing authority) within 60 days of the
issuance of the 401 Water Quality Certification The storm water management plan shall be approved
in writing by this Office before the impacts specified in this Certification occur You have the option of
using the Express Review Program for expedited approval of these plans If you propose to use the
Express Review Program remember to include the appropriate fee with the plan The storm water
management plan must include construction plans specifications storm water BMP worksheets and
supporting calculations The storm water best management practices are required to be appropriate for
the surface water classification and designed to remove at least 85% TSS according to the most recent
version of the NC DENR Storm water Best Management Practices Manual These 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 must be maintained in perpetuity No changes to the structural
storm water practices 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
10 Continuing Compliance The applicant (Crescent Resources LLC) 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(d) of the Clean Water Act) and any other appropriate requirements of state
Compensatory ti
Mitigation Required
.a River and Sub basin,
Number
Stream
290 feet
Catawba 03050103
Wetlands
acres
Waters
(acres)
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 riprap 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 (of the discharge) will not be impacted due to sediment accumulations scouring or
erosion of the stream banks
6 A final, written storm water management plan (including a signed and notarized Operation and
Maintenance Agreement) shall be submitted to the 401 Oversight and Express Permitting Unit (2321
Crabtree Blvd Suite 250 Raleigh NC 27604 or local governing authority) within 60 days of the
issuance of the 401 Water Quality Certification The storm water management plan shall be approved
in writing by this Office before the impacts specified in this Certification occur You have the option of
using the Express Review Program for expedited approval of these plans If you propose to use the
Express Review Program remember to include the appropriate fee with the plan The storm water
management plan must include construction plans specifications storm water BMP worksheets and
supporting calculations The storm water best management practices are required to be appropriate for
the surface water classification and designed to remove at least 85% TSS according to the most recent
version of the NC DENR Storm water Best Management Practices Manual These 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 must be maintained in perpetuity No changes to the structural
storm water practices 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
10 Continuing Compliance The applicant (Crescent Resources LLC) 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(d) 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 2H 0507(d) Before codifying the certification DWQ shall
notify the applicant and the US Armv Corps of Engineers provide public notice in accordance with 15A
NCAC 2H 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 150B 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
It you have any questions please teiepnone Mr Alan uohnson in the Mooresville Regional Ofrice at'04 663
1699 or Ms Cyndi Karoly in the Central Office in Raleigh 919 733 9721
Sincerely
for Coleen H Sullins
Attachment Certificate of Completion
cc Army Corps of Engineers Asheville
Ian McMillan Wetlands Unit
Central Files
File Copy
Mora Daneille MACTEC 2801 Yorkmont Rd Ste 100 Charlotte 28208

f
1
ii
O�O� W FRQ
co r
> 'A0 7-4h. —I
Bevei ly Eaves Purdue Govemot
Dee Freeman Secretary
North Carolina Department of Environment and Natural Resources
January 21 2009
CERTIFIED MAIL RETURN RECEIPT REQUESTED
Mr Eric Jaegers
Crescent Resources LLC
400 South Tryon Street Suite 1300
Charlotte NC 28201 103
Subject Property Piedmont Town Center
STORMWATER MANAGEMENT PLAN APPROVAL
Dear Mr Jaegers
Coleen H Sullins Dnector
Division of Water Quality
DWQ Project # 07 13342
Mecklenburg County
�Am r7
�►JN t 5 2012
aENF� Vb'r T �t ,1UALITY
On January 28 2009 the Division of Water Quality (DWQ) issued a 401 Water Quality Certification to
fill 0 06 acre of wetland and to impact 290 linear feet of an unnamed tributary to Little Sugar Creek in
order to construct the Piedmont Town Center in Mecklenburg County
In order to meet Condition 6 of the 401 Certification for this project a stormwater management plan
dated December 18 2009 was received by the DWQ on December 19 2008 This revised stormwater
management plan has been revrewed and satisfies the stormwater management conditions of the 401
Water Quality Certification
The stormwater treatment system which includes one wet detention pond and the signed and notarized
Operation and Maintenance Agreements dated December 10 2008 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
clr 4-5
Annette Lucas PE
401 Oversight/Express Review Permitting Unit
AMLIaml
N0 Carolind
401 Oversight/Express Review Permitting Unit d vufkra�i;
1650 Mail Service Center Raleigh North Carolina 27699 1650
2321 Crabtree Boulevard Suite 250 Raleigh North Carolina 27604
Phone [phone] / FAX [phone] / Internet linp h cnr t,itt m u nc%% tnd
An Equal Opportunity /Affirmative Action Employer – 50/ Recycled /10/ Post Consumer Paper

cc USACE Asheville Regulatory Field Office
DWQ Mooresville Regional Office
Mora Daneille MACTEC 2801 Yorkmont Road Suite 100 Charlotte CN 28208
Matt Matthews
File Copy
Central Files
i ii oi►I- JdUgctb
January 21 2009
Page 2 of 2
Filename 071334v2PiedmontTownCenter (Mecklenburg)_SW_Approve

r I 9-P --- vP!" f 'rt c ,-h oil
U S ARMY CORPS OF ENGINEERS a stogy
s WILMINGTON DISTRICT
FEB 1 1 2011
Action ID SAW 2007 -03999 360 County Mecklenburg USGS Quad Charlotte East
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VER FAMIOMN --
Property Owner / Authorized Agent Crescent Resources, LLC, Att'n Eric Jaegers
Address 400 South Tryon St. Suite 1300
Charlotte, NC 28201
Telephone No
Size and location of property (water body road name /number town etc ) Piedmont Town Center -
Phase II located on an 8 acre tract at the Carnegie Business Center on the west side of Carnegie
Boulevard, near Charlotte
Description of protects area and activity Impact 290 LF of a UT- Little Sugar Creek and 0 01 acre of
wetlands for the purpose of accomodating the construction of an off line detention pond
MITIGATION
In order to compensate for impacts to 290 linear feet of stream, the permittee shall make pavment
to the North Carolina Ecosystem Enhancement Program ( NCEEP) in the amount determined by
the NCEEP, sufficient to perform the restoration of 290 linear feet of warm water stream in the
Catawba River Basin, Cataloging Unit 03050103
Construction within jurisdictional areas on the property shall begin only after the permittee has
made full payment to the NCEEP and provided a copy of the payment documentation to the Corps
that it agrees to accept responsibility for the mitigation work required, in compliance with the
MOU bet`veen the NCDENR and the Corps of Engineers, Wilmington District, dated November 4,
1998
Applicable Law ® Section 404 (Clean Water Act 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act 33 USC 403)
Authorization Regional General Permit Number
Nationwide Permit Number 39
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached conditions and your submitted plans Any violation of the attached conditions or deviation from your
submitted plans may subject the permittee to a stop work order a restoration order and/or appropriate legal action
This verification will remain valid until the expiration date identified below unless the nationwide authorization
is modified suspended or revoked If prior to the expiration date identified below the nationwide pernut
authorization is reissued and/or modified this verification will remain valid until the expiration date identified
below provided it complies with all requirements of the modified nationwide permmt If the nationwide permit
authorization expires or is suspended revoked or is modified such that the activity would no longer comply with
the terms and conditions of the nationwide permit activities which have commenced (i a are under construction) or
are under contract to commence in reliance upon the nationwide permit will remain authorized provided the activity
is completed within twelve months of the date of the nationwide permit s expiration modification or revocation
unless discretionary authority has been exercised on a case by case basis to modify suspend or revoke the
authorization
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 determine
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 Steve Chapin at 828 271 7980
Corps Regulatory Official Steve Chapin Date January 8, 2008
Expiration Date of Verification March 18, 2012 S i,C
The Wilmington District is committed to providing the highest level of support to the public To help us ensure we
continue to do so please complete the attached customer Satisfaction Survey or visit
http //www saw usace army mil /WETLANDS /index html to complete the survey online
Determination of Jurisdiction
A ❑ Based on preliminary information there appear to be waters of the US including wetlands within the above
described project area This preliminary determination is not an appealable action under the Regulatory
Program Administrative Appeal Process ( Reference 33 CFR Part 33 1)
B ❑ There are Navigable Waters of the United States within the above described project area subject to the
permit requirements of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act
Unless there is a change in the law or our published regulations this determination may be relied upon for a
period not to exceed five years from the date of this notification
C ❑ There are waters of the US and/or wetlands within the above described project area subject to the permit
requirements of Section 404 of the Clean Water Act (CWA)(33 USC § 1344) Unless there is a change in the
law or our published regulations this determination may be relied upon for a period not to exceed five years
from the date of this notification
D ® The. jurisdictional areas within the above described project area have been identified under a previous action
Please reference Jurisdictional determination issued 3/4/03 Action ID 200330539
Basis of Jurisdictional Determination The site contains wetlands as determined by the USACE 1987 Wetland
Delineation Manual and is adjacent to stream channels that exhibit indicators of ordinary high water marks The
stream channels on the property are unnamed tributaries to Little Sugar Creek which flow into Sugar Creek which
flows into the Catawba River and ultimately flows to the Atlantic Ocean through the Little Sugar Creek> Sugar
Creek> Catawba River system which is a Section 10 navigable in fact waterway
Appeals Information (This information does not apply to preliminary determinations as indicated by paragraph A
above)
Attached to this verification is an approved, jurisdictional determination If you are not in agreement with that
approved. jurisdictional determination you can make an administrative appeal under 33 CFR 331 Enclosed you will
find a Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form If you request to appeal
this determination you must submit a completed RFA form to the following address
District Engineer Wilmington Regulatory Program
Attn Steve Chapin Project Manager
151 Patton Avenue Room 208
Asheville North Carolina 28801
In order for an RFA to be accepted by the Corps the Corps must determine that it is complete that it meets the
ciiteria for appeal under 33 CFR part 3315 and that it has been received by the Division Office within 60 days of
the date of the NAP Should you decide to submit an RFA form it must be received at the above address within 60
days from the Issite Date below

* *It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence **
Corps Regulatory Official Steve Chapin
Issue Date January 8, 2008 Expiration Date Five years from Issue Date
SURVEY PLATS FIELD SKETCH WETLAND DELINEATION FORMS PROJECT PLANS ETC
MUST BE ATTACHED TO THE FILE COPY OF THIS FORM IF REQUIRED OR AVAILABLE
Copy Furnished
COLEJENEST & STONE, P A

,EC osystem e M1 e i I t
TiT PROGRAM
REVISED INVOICE
July 31 2008
Eric laegers
Crescent Resources LLC
4000 S Tryon St Suite 1300
Charlotte NC 28201
Protect
Piedmont town Center
County
Mecklenburg
DWQ#
07 1334 v 2
COE#
2007 03999 360
EEP #
ILF 2005 1465
Location
Catawba 03
You have elected to satisfy the compensatory mitigation requirements of the Section 401 /404 /CAMA permit(s) issued for the above
referenced project through payment of a fee to the North Carolina Ecosystem Enhancement Program ( NCEEP) In accordance with
15A NCAC 2H 0500 the amount you owe is based upon the 2008 09 Fee Schedule and has been calculated as follows (Please note
payment for wetlands is calculated in increments of 0 25 acres) If you have any questions concerning this payment please call Kelly
Williams at [phone]
Habitat Type
Riparian Wetlands
Non riparian Wetlands
Coastal Wetlands
Stream
Buffer (Zone I and II)
Invoiced Amount
0 acres
0 acres
0 acres
290 linear feet
0 square feet
TOTAL AMOUNT DUE if paid within 60 days
Fee Schedule
x $ 59 600 00
x $ 43 000 00
x $ 146 615 00
X $ 32300
x $ 096
Cost
$93 670 00
_ $
$93,67000
If payment is not received within 60 days of the date of this invoice it will expire Note that your permit(s) may require payment
before this date Subsequent invoices will be based on the fee schedule in effect on the date they are issued Please send a check
payable to NCEEP for the Total Amount Due to the appropriate address below and enclose a copy of this invoice
US Mail
NCDENR Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh NC 27699 1652
Physical Address (for other delivery services)
NCDENR Ecosystem Enhancement Program
2728 Capital Boulevard Suite 1H 103
Raleigh NC 27604
Please note that a payment made to NCEEP is not reimbursable unless a request for reimbursement is received within 12 months of
the date of the receipt Any such request must be accompanied by letters from the permitting agencies stating that the permit and/or
authorization have been rescinded If the account name on the check is not the same as the permit holder s name, Tease include a
signed statement by the hermit holder that the check is being written on behalf of, and with full knowledge and authorization o£ the
permit holder
YOU MUST BE IN POSSESSION OF THE PAYMENT RECEIPT FROM NCEEP PRIOR TO COMMENCING THE ACTIVITIES
AUTHORIZED BY THE DEPARTMENT OF ARMY 404 PERMIT AND /OR THE 401 WATER QUALITY CERTIFICATION
cc Cyndi Karoly NCDWQ Wetlands /401 Unit
Steve Chapin USACE Asheville Thelma Hemmingway USACE Wilmington
Alan Johnson NCDWQ Mooresville _
1�P.StDY
,Danielle Moral agent PfrDtP.Gt .jtG{.tf'i �,�
NCDENR
North Carolina Ecosystem Enhancement Program 1652 Mad Service Center Raleigh NC 27699 1652 / 919 715 0476 / www nceep net

4
ColeJenest
& Stone
Land Planning
Landscape Architecture
Civil Engineering
Urban Design
200 South Tryon Street Suite 1400
Charlotte North Carolina 28202
P+ 704 376 1555 f+ 704 376 7851
Circle SOuth Park
CJS # 4008
CALCULATIONS FOR:
EROSION CONTROL
STORM DRAINAGE ANALYSIS
STORM WATER DETENTION & WATER QUALITY
DATE 11 21 11
REV 03 09 12
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TABLE OF CONTENTS
Ch I tte
Circle South Park Ral gh
CJS PROJECT NO 4008 +ColeJenest wlm gton
DATE 11 21 11 BY RBH & Stone
REVISED XX XX XX RVW C, T Land Planning + Landscape Architecture + Civil Engineering + U ban Design
DESCRIPTION
Summary
Erosion Control
Time of Concentration
Skimmer Basin with Riser
Storm Drainage Analysis
Pipe Network Diagram (StormCAD)
Storm Analysis Table (StormCAD)
Rip Rap Apron
Stormwater Detention & Water Quality
Hydrologic Analysis
Curve Numbers
Drainage Area Maps
Soils Map
Detention Worksheet (Charlotte only)
Network Diagram (HydroCAD)
Detention Analysis (HydroCAD)
Master Network Summary
Design Storms Summary
TC Calculations
CN Calculations
Pond Volumes
Stage Storage Table
Outlet Structures
Flotation
Wet Pond
Storage Elevation Data
Char Meck Water Balance
Post Construction Control / Detention Worksl
SECTION
1
2
3
4

EROSION CONTROL

TIME OF CONCENTRATION
Ch loft
Circle at South Park R I gh
CJS PROJECT NO 4008 ColeJenest W Im gto
DATE 11 21 11 BY RBH & Stone
REVISED xx xx xx RVW CJT Land Planning + Landscape Architecture + Civil Engineering + Urban Design
BASIN #1 TIME OF CONCENTRATION
PRE DEVELOPMENT
Pre development
Flow Phase One
Type Sheet Flow
Length 100 ft
N Value 024 from tables
Sloe 005 ft/ft
Com uted T 10 Minutes
Pre development
Flow Phase Two
Type Shallow Concentrated Flow
Surface u
Length 165 ft
u= unpaved
p= paved
Sloe 00303 ft/ft
Velocity 281 ft/sec
Computed T 0 016 hr or = 0 96 Minutes
Pre development
Flow Phase Three
I Typ e Open Channel Flow
ILength 296 ft
lVelocify 5 ftlsec assumed
Computed T 0 016 hr or 10 Minutes
Pre development
Total Flow
Summary
I Time of Concentration
Total Tc 119 Minutes
Lag Time
T LAG = 72 Minutes
T LAG =0 6 x T c JITLAGO
012 Hours
BASIN #1 TIME OF CONCENTRATION
POST DEVELOPMENT
Post development
Total Flow
Summary
Time of Concentration
Total T, 5 0 Minutes
I Lag Time
T zac = 3 0 Minutes
TLAG=06xTc 11TLAGo
0 05 Hours

SEDIMENT BASIN CALCULATIONS Q Ch
Circle at South Park ColeJenest
CJS PROJECT NO 4008 & Stone
DATE 1121111 BY RBH u d r 9 v "ArO C i E-y 9 um 9
REVISED xxxxxx I RVW CJT
DRAINAGE AREA 1
SKIMMER TYPE BASIN DESIGN WITH RISER (BASIN 9 STG 3) NCDENR? IF Yes Type 1
DRAINAGE AREAS /REQD STORAGE ESTIMATED BASIN SIZE RECTANGULAR
Total drainage area (TDA) 175 ac Length(ft) Wtdth(tt)
Disturbed area DA 58 ac Bottom 118 55
R d sediment storage 1800xTDA 31661 2 c/ To 142 79
BAS1N CONFIGURATION
Proposed sediment depth
4 ft
Depth of flow over spillway
2 ft
Bottom elevation of basin
637 msl
Sediment Storage elevation
641 ms1
Spillway crest
641 msl
L62 of Berm
643 ms1
SPILLWAY DESIGN
1 Skimmer
DESIGN FLOW Q CIA
Drawdown Time
Com osite sal coefficient C =
06
Area A =
17 5 ac
10 yr storm rainfall Intensity 1 =
5 561 Whir
Computed flow from site Q =
58 5 cfs
Tc measured to be 119 Minutes (12 Minutes used)
SKIMMER DESIGN
1 Skimmer
2 Skimmers
Drawdown Time
2 days
2 days
Skimmer Size
6
4
Orifice Size
6 0 In
4 0 in
244875
46483
641
PLANNED BASIN SIZE REFER TO EROSION CONTROL P
Elev Area SF Cumulative Volume CF
837
43455
0
638
89503
8848
639
231060
22676
640
244875
46483
641
258541
71824
642
00
0
x
0
0
{
{
}
0
0
TE
0
0
2 days
0
0
This table contains
naximum drainage
lolumes for a given
Skimmer size and
irawdown period
The orifice area is
:alculated by dividing the
provided storage volume
)y the corresponding
=actor The factors are
taken from the table and
Nere generated assuming
a constant head
The diameter of the onfice
s calculated by
2 (J(Area /3 14))
SPILLWAY DESIGN
BASIN EFFICIENCY
Sediment storage required
315612 cf
Sediment storage provided
71623 7 cf OKAY
Surface area required
26449 2 sf
Surface area provided
258541 sf OKAY
This table contains
naximum drainage
lolumes for a given
Skimmer size and
irawdown period
The orifice area is
:alculated by dividing the
provided storage volume
)y the corresponding
=actor The factors are
taken from the table and
Nere generated assuming
a constant head
The diameter of the onfice
s calculated by
2 (J(Area /3 14))
SPILLWAY DESIGN
FAIRCLOTH SKIMMER
DESIGN TABLE
RISER/EMERGENCY SPILLWAY DESIGN
Composite soil coeff dent C =
t - k, 00P 1
CF drained
Drawdown
Factor
10 r -storm rainfall Intensity, y = 1� a is 561,1n/hr
CF drained
Drawdown
Factor
1 5 Skimmer
1728
1 day
960
4 Skimmer
18267
1 day
1454
{
{
}
3456
2 days
1920
- 'vl 102 3s�ft a Y
36534
2 days
2908
u -X635 01
5184
3 days
2880
54803
3 days
4362
ten fh of ex ose`d outlet pipe) -
6912
4 days
3840
Buo anc =1 4381 Ibs
72000
4 days
5816
12096
7 days
6720
IftT,
127869
7 days
10178
2 Skimmer
3283
1 day
1123
5 Skimmer
32832
1 day
1642
6566
2 days
2246
65664
2 days
3283
9849
3 days
3369
98496
3 days
4926
13132
4 days
4492
131328
4 days
6568
22982
7 days
7861
229824
7 days
11491
2 5 Skimmer
5500
1 day
1144
6 Skimmer
51840
1 day
1814
11000
2 days
2304
103680
2 days
3628
16500
3 days
3432
155520
3 days
5442
22000
4 days
4576
307360
4 days
7256
38500
7 days
8064
362880
7 days
12701
3 Skimmer
9744
1 day
1382
8 Skimmer
97978
1 day
1987
19547
2 days
2765
195956
2 days
3974
29322
3 days
4146
293934
3 days
5961
39096
4 days
5528
391912
4 days
7948
68415
7 days
9677
658846
7 days
13909
This table contains
naximum drainage
lolumes for a given
Skimmer size and
irawdown period
The orifice area is
:alculated by dividing the
provided storage volume
)y the corresponding
=actor The factors are
taken from the table and
Nere generated assuming
a constant head
The diameter of the onfice
s calculated by
2 (J(Area /3 14))
SPILLWAY DESIGN
DESIGN FLOW (0-CIA) 4
RISER/EMERGENCY SPILLWAY DESIGN
Composite soil coeff dent C =
t - k, 00P 1
Ris_e`r pipe diameter's Y54 In
Depthaofflow ° �r2jtt ��t
Flow throu ti riser 137 cfs OKAY
k
ArWA = ,175rac ?
10 r -storm rainfall Intensity, y = 1� a is 561,1n/hr
Com uteri f1o`w from site 2Q2 = — 58 5,icfsl ''"`i
I _71-
L i , ConUactor to Install rmanent riser structure as shown on lansr
ti- r -1
t - aBARRELIDESIGN�-
i w a u e r
Barrel diameter
36 J1W �
I '?- "'t v k i s
Hoyr through barreli too cfs r^
T(Note Flow determined u Ing ouu t control nd pipe W% fiillji
rp L i N � i
—11,1BARREL /S_OKAY-
{
{
}
Basel sloe ff/ff _
7 -?o 02 sWft M -J
Babel Ian fh ft
- 'vl 102 3s�ft a Y
Barrel Invert ini
9 _ 7837 r
Barrel Invert out Y
u -X635 01
_ iCONCRETErANCHOR
SIZE 4-,F
ten fh of ex ose`d outlet pipe) -
` - 10 k _
sort -1 Safe factorx r 12
e
Buo anc =1 4381 Ibs
dAnchdr width
-7
ft
Re ulre'd Volume of Anchor =_ a 57 8 W r
{ $Anchor L"nth 3
l 7
IftT,
t
Actua1iVolumeofAachor=-- r
t 735X1 ILA
,k c AnchoreThkkness tj
15
ft `
k t OKAY r i
t

STORM DRAINAGE ANALYSIS

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RIPRAP CALCULATIONS
Ch I if
Madison Square @ Northlake ¢ 19n
CJS PROJECT NO 4026 *ColeJenest w Im 9t
DATE 112111 BY RBH & Stone
REVISED XX XX XX RVW CJT L d PI g L d cap Arch t t Cry I E g g U b 0 sig
FESIHW #
DIA
DIA
010
Tallwater Depth
Aron Length
Aron Width
d50 Stone
A ron
Class
4
In
ft
CFS
Tw feet
La Feet
Wa Feet
Size In
Thickness In
16
R HW 1
42 in
35 ft
44 CFS
070 ft
37 ft
47 It
8 in
16 in
B
R HW 9
15m
13 ft
1 CFS
025 ft
10"
13 ft
0 In
10
A
P HW 1
36 in
30 R
59 CFS
060 ft
41 ft
50 It
17 in
34 In
2
A HW f
48 In
40 ft
95 CFS
050 ft
49 ft
61 ft
26 In
52 in
2
XXX
0 in
0 0 R
0 CFS
000 ft
#DIV/01
#DIV /01
#DIV /01
#DIV /01
#DIV /01
XXX
0 In
0 0 ft
0 CFS
000 ft
#DIV101
#DIV /01
#DIV /01
#DIV /01
#DIVIOt
XXX
0 in
0 0 If
0 CFS
000 ft
#DIV /01
#DIV 101
#DIV/01
#DIV /01
#DIV 101
XXX
O In
00 ft
0 CFS
000 ft
#DIV /01
#DIV /01
#DIV101
#DIV 101
#DIV101
XXX
O In
00 ft
0 CFS
000 ft
#DIV /O!
#DIV 101
#DIV101
#DIV101
#DIV101
NOTES
Apron Lenth IF TW <Do /2 La =(1 Bq /(Do^ 5)) +7Do IF TW>Do /2 La= (3q 1(Do^ 5))
Apron Width If TW <Do 12 Wa = 3Do + La If TW > Do /2 Wa = 3Do+ 0 4La
Class dso = 0 0161TW x (q)1 33
Apron Thickness Minimum 10
q =Unit Discharge In cfs per foot of width
Filter fabric layer is to be used on all outlets
Riprap apron thickness designed to be 2 times the d50 when using filter fabric (3 times without)
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
(IN)
IN)
(IN)
A
2
4
6
B
6
a
11
1
6
10
16
2
1 9
1 14
1 23

STORMWATER DETENTION &
WATER QUALITY

HYDROLOGIC ANALYSIS Ch rl t[e
Circle South Park *ColeJenest R legh
CJS PROJECT NO 4008 Wdm ngton
DATE 112111 BY VKH & Stone
REVISED 01 11 12 RVW CJT Land Planning + Landscape Architecture + Civil Engineering + Urban Design
DRAINAGE AREAS
SOIL TYPES
(see attached drainage area map)
BPredeveloped
Drainage Area =
1780
acres
0 027813
sq miles
Drainage Area= 1778 acres
0 027781
sa miles
(see attached soils map)
Basin #1
Area %
I Soil Type
I Hydrologic Soil Group
20
CUB
I B
50
IUB
( CID
20
WuD
I D
008
00
i I
CURVE NUMBER
Predeveloped CN
BASIN #1
Cover T e
% Im erwo Area ac
%Total
!m Area
CN Wtd CN
Woods /Grass Combination (good B
0
146
008
00
58
48
Woods /Grass Combination (good C)
0
116
065
00
72
469
Woods /Grass Combination (good D)
0
474
027
00
79
21 0
Total
100
178
078
00
98
727
Total
1778
Use CN = 73
Postdeveloped CN
BASIN #1
Cover Type
% lm ervio Area ac
% Total
IMP Area
CN Wtd CN
Grass HSG B
0
095
005
000
61
33
Grass HSG C
0
17
010
000
74
71
Grass HSG D
0
127
007
000
80
57
Impervious HSG B
100
1386
078
1386
98
764
Total
1778
13 86
924
11
H Use CN = 92

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City of Charlotte
Land Development Division
Post Construction Controls / Detention Worksheet
The following sections help to provide information on volume and peak controls for the site Attach BMP Inset
tables and Design Procedure Forms for each BMP to show that each is sized appropriately per the design
requirements
Description Attach bi
detention plans and
M W(+1 M f4 "'M11y devi(or m e'm sto rymOmer d ete.�-h �-� PonoQ Skca J
Corn •h-cd Post - d,�l e l c wl e.►-vrt f1c-w -�-r 50 Yea. - s-izrr m NW e l
PwoseO P o noL oil So r e_Ce tV e,,S -C) TW
ol.e -+w'vi e J
o PM&A -f, , V3 r' k W� I l b e-
PRE - DEVELOPED SUMMARY
R eAn a-yd Tow A- Ce4vtf r
Basin area 17 1&0 Q-C re-S ac (Delineated on attached drainage area map)
Time of Concentration, Tcpre ?-I (o min (Based on the SCS Method) (Tc path shown on
attached map) Reference 3 9 6 of the Charlotte Mecklenburg Storm Water Design Manual — SCS Travel Time
Curve Number, Cnpre °7 3
POST - DEVELOPED SUMMARY
Basin area 13.718� ac (Delineated on attached drainage area map)
Time of Concentration, Tcpost min (Based on the SCS Method) (Tc path shown on
attached map) Reference 3 9 6 of the Charlotte Mecklenburg Storm Water Design Manual — SCS Travel Time
Runoff Coefficient Rv 075 Water Quality Volume WQv (ac ft) 1 ( I
Curve Number, Cnpost q 2 Curve Number CNpost(modified) 9 Ff
Channel Protection Volume CPv (ac ft) a. to 2; CPv Release Rate (cfs) 0 %,A S
DETENTION SUMMARY
Computer Method Used*
*Land Development Plan Review Staff will
Section 12 6 This suniniary is to accompany
CAD
v all detention submittals using HEC 1 for compliance with the City of Chat lotle Zoning Oi drnance
detention analysis and is not intended to replace that i equirennent
Note 2 yeat slot in is i egrured only for sites i equm ed detention pet Chapter 12 of the zoning oi drnance If a domist? eatrr
analysis has been petfoi nred submit complete justification for the results
Revised October 2010
Page 1 of 3
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
I
N/A
9,D -7 (o
I (o
&44 40
1 yr
N/A
-1555
$ OK
b.4 1 199
2 yr
q, 31
5$ -7
$ g�
(44 91
10 yr
Rq 3&
9(, 73
BS' 39
04(0 12
25 yr
1t 0 12
1 15 91
35 93
64 (0 7 2
50 yr
+9 7(o
1201 10
4(o O4
X04 7 11
100 yr
N/A
144 (o s
&A 7 39
Note 2 yeat slot in is i egrured only for sites i equm ed detention pet Chapter 12 of the zoning oi drnance If a domist? eatrr
analysis has been petfoi nred submit complete justification for the results
Revised October 2010
Page 1 of 3

PRE DEVELOPED SUB BASIN CALCULATIONS
Sub basin Name /Level 1 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft)
Sloe ( %)
Mannmgs (n)
Time (min)
Sheet Unpaved
too
5
D 2
g
S$
Sheet Paved
II (o
'
—'�-
Shallow Conc (Unpaved)
4o5
5
^
W LAD
Shallow Conc (Paved)
7 9
2, 1 0
2-7
Channel
Channel
�^
'�
57
Pipe
Pipe
f 09 77
-3(10
TOTAL
N/A
N/A
N/A
Tc pre = .2 t
Acreage
Land Use
Sod Type
Hydrologic Group
CN
Weighted CN
(A g /r 1 I Are ) (CN)
V2o rays
g
S$
47,5
II (o
'
G
72
4 &92
34
`'
W LAD
D
7 9
2, 1 0
2-7
Channel
D
8-0
57
Pipe
CNPre = 73
POST DEVELOPED SUB BASIN CALCULATIONS
Sub basin Name /Level A (Coordinate with attached drainage area map)
)K ksS1A,IrYI e Y%11 h I L- cJ min
Type of Flow
Travel Length (ft)
Slope ( %)
Mannmgs (n)
Time (min)
Sheet Unpaved
Sheet Paved
095
(-I Vass
Shallow Conc (Unpaved)
S3
1 -7
Gras
Shallow Conc Paved
C-
-71
7 )
2-7
Channel
D
8-0
57
Pipe
CNP °s1= 92
TOTAL
N/A
N/A
N/A
Tc pwt= 5 `
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(A g /r 1 1 A ) (CN)
095
(-I Vass
S3
1 -7
Gras
C-
-71
7 )
2-7
Cara
D
8-0
57
CNP °s1= 92
Revised October 2010
Page 2 of 3

y
}yf
Syr
ayt
STORAGE / DISCHARGE CALCULATIONS
*(If applicable) Complete Underground Storage Volume Table
Elevation
Underground *
Above Ground
Total Ace Volume (cf)
(Above and
Underground)
Acc Volume for all
Structures (co
Area (sq ft)
Inc Volume (co
Acc Volume (co
(0 412 75
----
!off 4
0 2 �,O
12 1562
216(:;� PPv
&AA 5 O
(cfs)
(ft)
0 3,4 1
4 012
4 012 - \NQv
(A-700
S(. Dia
59 '74-(,
75
5 825
58-.-)-5 - C..Pv
Area
Cw=
outlet pipe /struct)
go Length
pond)
Ft
Stage Discharge
Co= orifice coefficient Cw = weir coefficient Orifice Area unit shall be square feet (sf)
Elevation /
Orifice 1
Orifice 2
Weir I
Weir 2 /Em
Outlet
Emergency
Total Q
Stage
A 3 In
3o xto In
x Ft
Spillway
Control Pipe
Spillway
(cfs)
(ft)
642 -75 Inv
&44 WInv
foSo Inv
(Controlled by
S(. Dia
(Tree flow out of
Area
Area
Cw=
outlet pipe /struct)
go Length
pond)
Ft
Co=
Co=
20 Ft
"'I IS Inv
(,3S S Inv
Inv
Cw=
Co=
Cw=
81
0 20da
7 44
�.
.—
--
S C)T- s
(04 (0 12
o 2-5LF5
.ZT 10 cis
--
--
—'
2,9' ST S
4 (o 72-
0 2_7 cfs
33 69 A
35 9's S
(047 I I
1 0 21 cT s
36 614G
1 9 7a &R ,
4(o rA c Cc
derground Storage Volume Table (If applicable) N%A
ProvitsAdditional storage volume tables if more structures are used
i
Elevation
Acc Volume (cf)
Unde nd Structure #
Length (ft)
Size /dia (ft)
Upper inv
Lower inv
Slope ( %)
Acc Volume (cf)
Underground Structure #
Length (ft)
Size /dia (ft)
per inv
Low v
Slope °/
Acc Volume (co
Underground Structure #
Length (ft
St a (ft)
Upper inv
Lower inv
Slope ( %)
Acc Vo a (cf)
Un ound Structure #
Length (ft )
Size /dia (ft )
Upper inv
Lower inv
Slope ( %)
Revised October 2010
•
�i
CRARLOM
ENGINEERING & PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street Charlotte North Carolina 28202 2844
Telephone [phone] Fax [phone] landpermits charmeck org
Page 3 of 3

Fil r ti R t a S
«t!
Design Procedure Form Wet pond k �'
WET POND FEASIBILITY
1 Is the use of a wet pond appropriate?
2 Confirm other design criteria and applicability
PRELIMINARY HYDROLOGIC CALCULATIONS
3 Compute WQP water quality volume requirements
Compute Runoff Coefficient R„
Compute WQ„ Volume requirements
4 Compute WQP peak flow
Compute modified SCS curve number
Compute CP„
Compute S (maximum retention)
Compute 1 yr 24 hr total rainfall depth
Compute Qd (runoff volume)
Compute CP„ (chnnnel protection volume)
Estimate tc (time of concentration)
Estimate q
Compute approximate storage volume
6 Compute release rates
Compute WQ, release rate
Compute CP„ release rate
7 Compute site hydrologic input parameters
Development Conditions
Area
CN (SCS curve number)
Adjusted CN (curve number adjusted for 1 inch storm)
Time of concentration
STORM WATER DETENTION BASIN DESIGN
8 Pretreatment volume
VOlpre = Acres of Impervious Area(0 2 )(1 /12 )
9 Compute Permanent Pool Volume and
Water Quality Extended Volume
Compute WQ„ /PP„
Compute PP„
Size extended detention — pool volume is greater
of WQP or CP„
10 Conduction grading and determine storage available
for permanent pool (and WQ„ ED volume if applicable)
NOTES
Rv= 075
WQ, � acre ft
WQP = 0 l (A cfs
CN = q_
S =0$.-2-
Rainfall Depth = 1 $ 1 inches
Qd= 2 J$mches
CP„ =_ acre ft a (-'& tc = 0 093 hours
q„ = — cfs /mi2finch
Storage volume= ,Q 6A acre ft
WQ Release Rate = 0 134. cfs
C.P Release Rate = 0, g9 -i cfs
Pre developed
Post developed
17 90 acres
1779 acres
73
92
73
—IL-
0:3(o hours
0 093 hours
WQpre = 0 23 acre ft
WQ, /PP„ = 0 A 0
PP„ = 2 ? acre ft
ED Pool Volume = 2 (-g acre ft
Prepare an elevation storage table and curve using
the average area method for computing volumes

Elevation I Area I Average
Area
eAA 50 a (,9
&47oo 0 75
Depth I Incremental I Cumulatn
Volume Volume
Volume
above
Permanent
Pool
acre ft
p P PV
its WQV
;2 q (v I CPv
12 WQ Orifice Computations'
Average ED release rate
Release Rate = 0 13 (-cfs
#
Average head h = (ED elev — Permanent pool elev) / 2
h= ! O ft
Area of orifice from orifice equation Q = CA(2gh)05
A = 4. o-7 tf
Diameter = 2 2S in
13 Compute release rate for CP control and
Establish CPv elevation
WSEL = 647 D ft
Release rate
Average head h = CPv elev — Permanent / 2
Release Rate = 0 g 9 gcfs
h = 2 o ft
pool elev�
o
z
Area or orifice from onfce equation Q = CA(2gh)
A = 19 03 if , v,
Diameter= 4 1.2- m
14 Calculate Qp release rate and water surface elevation
4
Set up a stage storage
discharge relationships
y
Peak stage for (WQv) the 1 inch 6 hour storm
Peak Stage = 4M 40 ft
, f
Peak stage for (CPv) the 1 yr 24 hour storm
Peak State = A!! L4 ffl ft
Peak Qio — Undeveloped
Qio,ndev = ;Z9 3 cfS
Peak Qjo — Developed
Quo .dev = 2& WS cfS
r
Peak Q25 — Undeveloped
Q25 -undev = -*(> Q cfS
Peak Q25 — Developed
Q25.dev = 3s R3cfs
?
Size emergency spillway calculate 50 year WSEL
and set top of embankment elevation
WSELso = 64711 ft
a
Embankment Elevation = 060 ft
15 Investigate potential wet detention basin hazard
Notes
classification
16 Assess maintenance access and safety features
17 Attach landscaping plan
�t

Mecklenburg County WQ Pond Ch I tt
R I igh
Circle at South Park W Im gt
CJS PROJECT NO 4008 & Sto ne
nest
DATE 102811 BY VKH &Sto
REVISED XX XX XX RVW RMB land Plan ng La dscape A ch tecture C I Eng ee ng U ban Des gn
Mecklenburg County BMP Design Manual July 2007
BASE DATA
Total Drainage Area to Pond = 17 78 Acres
Post Developed Impervious Area = 13 86 jAcres or 78 0 %
CN = 92
WATER QUALITY VOLUME (WQv)
Rv = runoff coefficient (Runoff/Rainfall)
WQv = Water Quality Volume 1 inch /6 hour water quality control
I = % Impervious
{ Simple Method Schueler) JRv = 0 05 + 0 009(1)
WQv = 10 RvA
12
Rv= 075
WQv = 1 11 Ac Ft
48508 Cubic Feet Required
WQv = 0 75 inches of runoff
I Modified Curve Number (CNm) I
CNm = Modified Curve Number
P= rainfall in inches (use 1 0)
WQv =Water Quality Volume in inches (1 ORv)
( Simple Method Schueler) CNm= 1000![10 +5P +10WQv 10((WQv) "2 +1 26WQvP) "O 5
CNm = 98
Page 1 of 1

Mecklenburg County WQ Pond +ColeJenest
Ch 1 tt Circle South Park "' I9" W lm 9t
CJS PROJECT NO 4008 &Stone
DATE 112111 BY VKH
REVISED 0111121 RVW qjj_jj La d PI g to dw p A ht t C HE g i g U b 0 ig
Mecklenburg County BMP Design Manual July 2007
BASE DATA
Total Drainage Area to Pond = 1778 Acres
Post Developed Impervious Area = 1386 Acres or 78 0 %
CN = 92
WATER QUALITY VOLUME (WQv)
Rv = runoff coefficient (Runoff/Rainfall)
WQv = Water Quality Volume 1 inch/6 hour water quality control
I = % Impervious
( Simple Method Schueler)
Rv = 0 05 + 0 009(1)
WQv = 10 RvA
12
Rv= 075
WQv = 111 Ac Ft
48508 Cubic Feet Required
WQv = 0 75 Inches of runoff
CHANNEL PROTECTION VOLUME (CPv)
CPv = channel protection volume (1 yr 24 hr channel protection control)
Q = accumulated runoff volume Inches
P = accumulated rainfall (potential maximum runoff) inches
S =potential maximum soil retention inches = (10001CN) 10
CN = SCS Curve number
WQv = 1 11 Ac Ft
S= 082
P = 2 58 inches
Q = (P 0 2S)A2 ! P +0 8S)
Q = 1 81 inches
CPv = Q(1112)(A)
CPv = 2 68 Ac Ft
Page 1 of 4

RELEASE RATES
Release Rate for WQ control
Water quality control volume is to be released over a 4 day duration beyond the center of rainfall (96
hours plus 3 hour period)
WQ Release Rate = 0136 cfs
Release Rate for CP control
Channel protection control volume is to be released over a 24 hour period beyond the center of rainfall
CP Release Rate =® cfs
FOREBAY VOLUME
Size wet forebay to treat 0 2 Inch /impervious area 0 31 ac ft provided
PERMANENT POOL VOLUME
Design the permanent pool volume so that WQv /PPv = 0 4
PPv = 2 78 Ac Ft
Designed permanent pool elevation = 642 75
Page 2 of 4
DA (ac)
Imp Area
Forebay Volume (ac ft)
Inlet
178
139
023
Inlet
00
00
000
Inlet 3
00
00
000
PERMANENT POOL VOLUME
Design the permanent pool volume so that WQv /PPv = 0 4
PPv = 2 78 Ac Ft
Designed permanent pool elevation = 642 75
Page 2 of 4

ELEVATION TO HOLD WQv
Refer to Storage Elevation Data Chart
WQv Elevation =
ORIFICE SIZING FOR WATER QUALITY VOLUME
Avg extended detention release rate cfs
Avg Head = (WQv Elev Perm Pool Elev) 12 L9 R
Use orifice equation
Q = CA(2gh )"0 5
A= Q1(C 2gh) "0 5)
A = 4 351 in "2
A = ¶ d "2)14
d = ((A 4)11) "0 5
d = 2 35 inches
Page 3 of 4

ELEVATION TO HOLD CPv
Refer to Storage Elevation Data Chart
CPv Elevation = 647 00
ORIFICE SIZING FOR CHANNEL PROTECTION VOLUME
Avg extended detention release rate = ®cfs
Avg Head = (WQv Elev Perm Pool Elev) 12 = ft
Use orifice equation
Q = CA(2 h) "0 5
A= Q!(C (2gh) "0 5)
A = 18448 In "2
A=($ d "2)!4
d = (A 4)11) "0 5
d= 4 85 inches
Page 4 of 4

Water Quahty Pond
& Stone
+ColeJenest 7;g.
L d PI g L dsc p A h t t C 1E g g U
Circle South Park
CJS PROJECT NO
4008
EVK
DATE 1121111
BY
REVISED 01 11 12
RVW
BMP Basin Stora a Elevation Data
Elevation
Area (sf)
Area ac
Inc Vol
ac ft)
Total Accum
Vol ac ft)
Accum Det
Vol (ac ft)
Notes
63200
793
002
0 000
63300
2879
007
0 042
0 042
63400
5319
012
0 094
0136
63500
8468
019
0158
0 295
63600
9713
022
0209
0 503
63700
11086
026
0 239
0 742
63800
12556
029
0 271
1 013
63900
14182
033
0 307
1 320
64000
15928
037
0 346
1 666
64100
17846
041
0 388
2054
64200
19746
045
0 431
2 485
64225
20724
048
0116
2 601
64276
24654
057
0 260
2 862
000
PPv
64326
28903
066
0 307
3169
031
64400
29397
067
0 502
3 671
081
64450
29980
069
0 341
4 012
115
WQv
64500
30069
069
0 345
4 356
1 49
64600
32554
076
0 719
5 075
221
64700
32746
076
0 750
5 825
296
CPv
64800
32947
1 076
1 604
7 328
447
Required PPv =1 278 jac ft
Design Permanent Pool Elevation =1 642 75
WQv =1 1 11 ac ft
Elevation to hold Water Quality Volume =1 64460
CPv = 268 Jac ft
Elevation to hold Channel Protection Volume = 64700
Page 1 of 1

TIME OF CONCENTRATION
Circle at South Park
CJS PROJECT NO 4008
TE 102811 BY VKH
VISED xx xx xx RVW RMB
BASIN #1 TIME OF CONCENTRATION
PRE DEVELOPMENT
Ch I He
leg
+ColeJenest W Inn ngt
& Stone
Land Planning + Landscape Archrtectu e + Civil Eng neer ng + Urban Design
Pre development
Flow Phase One
11Computed
Type Sheet Flow
Length 100 ft
N Value 024 from tables
Slo e 0 015 Wft
T 16 2 Minutes
Pre development
Flow Phase Two
Type Shallow Concentrated Flow
Surface u
Length 405 ft
u= unpaved
p= paved
Sloe 0 054 ft/ft
Velocity 3 75 ft/sec
Computed T 0 03 hr or 1 8 Minutes
Pre development
Flow Phase Three
I Type Open Channel Flow
ILength 1087 ft
Velocrt 5 Wsec assumed
Computed T 0 06 hr or 3 6 Minutes
Pre development
Total Flow
Summary
Time of Concentration
Total Tc 216 Minutes
Lag Time
Tu1G = 130 Minutes
T LAG =0 6 x T c 11
TLAe = 022 Hours
BASIN #1 TIME OF CONCENTRATION
POST DEVELOPMENT
Post development
Total Flow
Summary
Time of Concentration
Total Tc _ 5 0 Minutes
Lag Time
T SAC - 3 0 Minutes
TLAG =06xT�
TLAC= 005 Hours

Pre DA1
Pre DA
Post DA1 � liasln #1
Post DA 1 Basin #1
Subcat Reach on Link Drainage Diagram for 010912 Wet Pond
Prepared by {enter your company name here} Printed 1/912012
HydroCADO 9 00 s/n 05796 0 2009 HydroCAD Software Solutions LLC

Circle @ SouthPark
010912 Wet Pond
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area
CN
Description
(acres)
(subcatchment numbers)
1 460
58
Woods /grass comb Good HSG B (Pre DA1)
0 950
61
DA 3 grass HSG B (Post DA1)
11 600
72
Woods /grass comb Good HSG C (Pre DA1)
1 700
74
DA 1 grass HSG C (Post DA1)
4 740
79
Woods /grass comb Good HSG D (Pre DA1)
0 270
80
DA 2 grass HSG D (Post DA1)
1 000
80
DA 3 grass HSG D (Post DA1)
9 950
98
DA 1 impervious HSG C (Post DA1)
3 430
98
DA 2 impervious HSG D (Post DA1)
0 480
98
DA 3 impervious HSG B (Post DA1)
35 580
TOTAL AREA

Circle @ SouthPark
010912 -Wet Pond
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 3
Soil Listing (ail nodes)
Area Soil Subcatchment
(acres) Goup Numbers
0 000
HSG A
2 890
HSG B
Post DA1 Pre DA1
23 250
HSG C
Post DA1 Pre DA1
9 440
HSG D
Post DA1 Pre DA1
0 000
Other
35 580
TOTAL AREA

Circle @ South Park
010912 -Wet Pond
Prepared by {enter your company name here) Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 4
Pipe Listing (all nodes)
Line# Node
In Invert
Out Invert
Length
Slope n
Diam/VVidth
Height
Number
(feet)
(feet)
(feet)
(ft/ft)
(inches)
(inches)
1 Basin #1
63580
63500
800
00100 0 012
360
00

Circle @ SouthPark
010912 -Wet Pond Charlotte 24 hr 1 yr Charlotte 24 hr 1 yr Rainfall =2 58'
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 5
Time span =0 00 100 00 hrs dt =0 05 hrs 2001 points
Runoff by SCS TR 20 method UH =SCS
Reach routing by Stor Ind +Trans method Pond routing by Stor Ind method
Su bcatchment Post DA1 Post DA 1 Runoff Area =17 780 ac 77 95% Impervious Runoff Depth =1 77
Tc =5 0 min CN =92 Runoff =45 55 cfs 2 619 of
SubcatchmentPre DA1 Pre DA Runoff Area =17 800 ac 0 00% Impervious Runoff Depth =0 61
Tc =21 6 min CN =73 Runoff =9 59 cfs 0 907 of
Pond Basin #1 Basin #1 Peak Elev =644 89 Storage =61 682 cf Inflow =45 55 cfs 2 619 of
Outflow =8 08 cfs 2 300 of
Total Runoff Area = 35 580 ac Runoff Volume = 3 526 of Average Runoff Depth = 119
6105% Pervious = 21 720 ac 38 95% Impervious =13 860 ac

Circle @ SouthPark
010912 Wet Pond Charlotte 24 hr 1 yr Charlotte 24 hr 9 yr Rainfall =2 58
Prepared by {enter your company name here} Printed 1/9/2012
HvdroCAD® 9 00 s/n 05796 © 2009 HvdroCAD Software Solutions I I C Pans R
Summary for Subcatchment Post DA1 Post DA 1
[49] Hint Tc <2dt may require smaller dt
Runoff = 45 55 cfs @ 11 99 hrs Volume= 2 619 of Depth= 1 77
Runoff by SCS TR 20 method UH =SCS Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Charlotte 24 hr 1 yr Charlotte 24 hr 1 yr Rainfall =2 58
Area (ac) CN Description
1 700
74
DA 1 grass HSG C
9 950
98
DA 1 impervious HSG C
0 270
80
DA 2 grass HSG D
3 430
98
DA 2 impervious HSG D
1 000
80
DA 3 grass HSG D
0 950
61
DA 3 grass HSG B
0 480
98
DA 3 impervious, HSG B
17 780
92
Weighted Average
3 920
22 05% Pervious Area
13 860
77 95% Impervious Area
Tc Length Slope Velocity Capacity Description
min feet ft/ft ft/sec cfs
50 Direct Entry, 5 Minute Tc
u
3
0
LL
Subcatchment Post DA1 Post DA 1
Hydrograph
Time (hours)
❑ Runoff

Circle @ SouthPark
010912 -Wet Pond Charlotte 24 hr 1 -yr Charlotte 24 hr 1 -yr Rainfall =2 58'
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment Pre DA1 Pre DA
Runoff = 9 59 cfs @ 12 24 hrs Volume= 0 907 of Depth= 0 61
Runoff by SCS TR 20 method UH =SCS Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Charlotte 24 hr 1 yr Charlotte 24 hr 1 yr Rainfall =2 58
Area (ac) CN Description
1 460
58
Woods /grass comb Good HSG B
11 600
72
Woods /grass comb Good HSG C
4 740
79
Woods /grass comb, Good, HSG D
17 800
73
Weighted Average
17 800
100 00% Pervious Area
Tc Length Slope Velocity Capacity Description
216 Direct Entry, See MasterCALC
u
3
0
LL
Subcatchment Pre DA1 Pre DA
Hydrograph
Time (hours)
❑ Runoff

Circle @ SouthPark
010912 -Wet Pond Charlotte 24 hr 9 yr Charlotte 24 hr 1 yr Ratnfall =2 58
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 8
Summary for Pond Basin #1 Basin #1
Inflow Area = 17 780 ac 77 95% Impervious Inflow Depth = 1 77 for Charlotte 24 hr 1 yr event
Inflow = 45 55 cfs @ 1199 hrs Volume= 2 619 of
Outflow = 8 08 cfs @ 12 24 hrs Volume= 2 300 of Atten= 82% Lag= 15 1 min
Primary = 8 08 cfs @ 12 24 hrs Volume= 2 300 of
Routing by Stor Ind method Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Peak Elev= 644 89 @ 12 24 hrs Surf Area= 29 578 sf Storage= 61 682 cf
Plug Flow detention time= 1 111 0 min calculated for 2 300 of (88% of inflow
Center of Mass det time= 1 052 1 min ( 1 856 3 804 2 )
Volume Invert
Avail Storage
Storage Description
#1 63200
161 571 cf
Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf Area
Voids
Inc Store
Cum Store
(feet)
(sq ft)
( %)
(cubic feet)
(cubic feet)
63200
793
00
0
0
63300
2 879
00
0
0
63400
5319
00
0
0
63500
8 468
00
0
0
63600
9 713
00
0
0
63700
11 086
00
0
0
63800
12 556
00
0
0
63900
14 182
00
0
0
64000
15 928
00
0
0
64100
17 846
00
0
0
64200
19 746
00
0
0
64225
20 724
00
0
0
64274
24 600
00
0
0
64275
24 654
1000
246
246
64325
28 903
1000
13 389
13 636
64400
29 397
1000
21 863
35 498
64500
29 601
1000
29 499
64 997
64600
32 554
1000
31 078
96 075
64700
32 746
1000
32 650
128 725
64800
32 947
1000
32 847
161 571
_Device Routing
Invert Outlet Devices
#1 Primary
63580 36 0
Round Culvert
L= 80
0 RCP square edge headwall Ke= 0 500
Outlet Invert= 635 00 S= 0 0100 / Cc= 0 900
n= 0
012 Concrete pipe
finished
#2 Device 1
64275 2 3
Vert Orifice /Grate
C= 0 600
#3 Device 1
64450 30 0
W x 6 0 H Vert Orifice /Grate X 4 00 C= 0 600
#4 Device 1
64650 2 0
long x 0 65 rise Notch Weir X 3 00 2 End Contraction(s)
#5 Device 1
64715 5 0
long x 0 50 rise Sharp Crested Rectangular Weir X 4 00
2 End
Contraction(s)

Circle @ SouthPark
010912 Wet Pond Charlotte 24 hr 9 yr Charlotte 24 hr 1 yr Rainfall =2 58'
Prepared by (enter your company name here) Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 9
Primary OutFlow Max =7 94 cfs @ 12 24 hrs HW =644 89 TW =634 00 (Fixed TW Elev= 634 00 )
t— =Culvert (Passes 7 94 cfs of 93 75 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0 20 cfs @ 6 88 fps)
3= Orifice /Grate (Orifice Controls 7 74 cfs @ 2 00 fps)
4 =Notch Weir ( Controls 0 00 cfs)
=Sharp Crested Rectangular Weir( Controls 0 00 cfs)
3
0
LL
Pond Basin #1 Basin #1
Hydrograph
Time (hours)
❑ Inflow
❑ Primary

Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 2 yr Charlotte 6 hr 02 yr Rainfall =2 28'
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Paye 10
Time span =0 00 100 00 hrs dt =0 05 hrs 2001 points
Runoff by SCS TR 20 method UH =SCS
Reach routing by Stor Ind +Trans method Pond routing by Stor Ind method
SubcatchmentPost DA1 Post DA 1 Runoff Area =17 780 ac 77 95% Impervious Runoff Depth =1 49
Tc =5 0 min CN =92 Runoff =58 67 cfs 2 209 of
SubcatchmentPre DA1 Pre DA Runoff Area =17 800 ac 0 00% Impervious Runoff Depth =0 45
Tc =21 6 min CN =73 Runoff =9 31 cfs 0 672 of
Pond Basin #1 Basin #1 Peak Elev =644 91 Storage =62 480 cf Inflow =58 67 cfs 2 209 of
Outflow =8 88 cfs 2 001 of
Total Runoff Area = 35 580 ac Runoff Volume = 2 880 of Average Runoff Depth = 0 97
6105% Pervious = 21 720 ac 38 95% Impervious = 13 860 ac

Circle @ SouthPark
010912 -Wet Pond Charlotte 6 hr 2 yr Charlotte 6 hr 02 -yr Rarnfalf =2 28
Prepared by (enter your company name here) Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment Post DA1 Post DA 1
[49] Hint Tc <2dt may require smaller dt
Runoff = 58 67 cfs @ 3 15 hrs Volume= 2 209 of Depth= 1 49
Runoff by SCS TR 20 method UH =SCS Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Charlotte 6 hr 2 yr Charlotte 6 hr 02 yr Rainfall =2 28
Area (ac) CN Description
1 700
74
DA 1 grass HSG C
9 950
98
DA 1 impervious HSG C
0 270
80
DA 2 grass HSG D
" 3 430
98
DA 2 impervious HSG D
1 000
80
DA 3 grass HSG D
0 950
61
DA 3 grass HSG B
_ 0 480
98
DA 3, impervious, HSG B
17 780
92
Weighted Average
3 920
22 05% Pervious Area
13 860
77 95% Impervious Area
Tc Length Slope Velocity Capacity Description
_ (min) (feet) (ft/ft) (fUsec) (cfs)
50 Direct Entry, 5 Minute Tc
58 67 cfs
55
50
45
40
v 35
30
LL
25 ��
20
15
10
5
0
0 5
Subcatchment Post DA1 Post DA 1
Hydrograph
Charlotte 6 -hr
2 -yr Charlotte 6 -hr 02 -yr
Rainfall =2 28"
Runoff Area =17 780 ac
Runoff Volume =2 209 of
Runoff Depth =1 49"
Tc =6 0 men
CN =92
40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)
❑ Runoff

Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 2 -yr Charlotte 6 hr 02 yr Rainfall =2 28
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 sin 05796 © 2009 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment Pre DA1 Pre DA
Runoff = 9 31 cfs @ 3 43 hrs Volume= 0 672 of Depth= 0 45
Runoff by SCS TR 20 method UH =SCS Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Charlotte 6 hr 2 yr Charlotte 6 hr 02 yr Rainfall =2 28
Area (ac) CN Descnotion
1 460
58
Woods /grass comb Good HSG B
11 600
72
Woods /grass comb Good HSG C
4 740
79
Woods /grass comb, Good, HSG D
17 800
73
Weighted Average
17 800
100 00% Pervious Area
Tc Length Slope Velocity Capacity Description
_ (min) (feet) (ft/ft) (ft/sec) (cfs)
216 Direct Entry See MasterCALC
Subcatchment Pre DA1 Pre DA
Hydrograph
9 31 cfs
s 0A Charlotte 6 -hr
2 -yr Charlotte 6 -hr 02 -yr
8
Rainfall =2 28"
Runoff Area =17 800 ac
6
Runoff Volume =0 672 of
5
LL Runoff Depth =0 45"
4 Tc =21 6 min
3 CN =73
2 I
. �. a
Time (hours)
❑ Runoff

Circle @ SouthPark
010912 -Wet Pond Charlotte 6 hr 2 yr Charlotte 6 hr 02 yr Rainfall =2 28
Prepared by {enter your company name here} Printed 1/9/2012
HydroCADO 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 13
Summary for Pond Basin #1 Basin #1
Inflow Area =
17 780 ac 77 95% Impervious Inflow Depth = 149 for Charlotte 6 hr 02 yr event
Inflow =
58 67 cfs @ 3 15 hrs Volume= 2 209 of
Outflow =
8 88 cfs @ 3 57 hrs Volume= 2 001 of Atten= 85% Lag= 25 0 min
Primary =
8 88 cfs @ 3 57 hrs Volume= 2 001 of
Routing by Stor Ind
method Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Peak Elev= 644 91 @ 3 57 hrs Surf Area= 29 584 sf Storage= 62 480 cf
Plug Flow detention time= 1 273 5 min calculated for 2 001 of (91 % of inflow)
Center of Mass det time= 1 262 0 min ( 1 471 1 209 0 )
Volume Invert Avail Storage Storage Description
#1 63200 161 571 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf Area Voids Inc Store Cum Store
(feet)
(sq ft) ( %) (cubic feet) (cubic feet)
63200
793 00 0 0
63300
2 879 00 0 0
63400
5 319 00 0 0
63500
8 468 00 0 0
63600
9 713 00 0 0
63700
11 086 00 0 0
63800
12 556 00 0 0
63900
14 182 00 0 0
64000
15 928 00 0 0
64100
17 846 00 0 0
64200
19 746 00 0 0
64225
20 724 00 0 0
64274
24 600 00 0 0
64275
24 654 1000 246 246
64325
28 903 1000 13 389 13 636
64400
29 397 1000 21 863 35 498
64500
29 601 1000 29 499 64 997
64600
32 554 1000 31 078 96 075
64700
32 746 1000 32 650 128 725
64800
32 947 1000 32 847 161 571
Device Routing
Invert Outlet Devices
#1 Primary
63580 36 0 Round Culvert
L= 80 0 RCP square edge headwall Ke= 0 500
Outlet Invert= 635 00 S= 0 0100 / Cc= 0 900
n= 0 012 Concrete pipe finished
#2 Device 1
64275 2 3 Vert Orifice /Grate C= 0 600
#3 Device 1
64450 30 0 W x 6 0 H Vert Orifice /Grate X 4 00 C= 0 600
#4 Device 1
64650 2 0 long x 0 65 rise Notch Weir X 3 00 2 End Contraction(s)
#5 Device 1
64715 5 0 long x 0 50 rise Sharp Crested Rectangular Weir X 4 00
2 End Contraction(s)

Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 2 yr Charlotte 6 hr 02 yr Rainfall =2 28
Prepared by {enter your company name here} Printed 1/9/2012
HydroCADO 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 14
Primary OutFlow Max =8 75 cfs @ 3 57 hrs HW =644 91 TW =634 00 (Fixed TW Elev= 634 00 )
L =Culvert (Passes 8 75 cfs of 93 92 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0 20 cfs @ 6 92 fps)
3= 0rifice /Grate (Orifice Controls 8 55 cfs @ 2 07 fps)
4 =Notch Weir ( Controls 0 00 cfs)
=Sharp Crested Rectangular Weir( Controls 0 00 cfs)
3
0
LL
Pond Basin #1 Basin #1
Hydrograph
Time (hours)
FIT-In-fl-ow--k
0 Pnmary

Circle @ SouthPark
010912 -Wet Pond Charlotte 6 hr 10 yr Charlotte 6 hr 10 yr Rainfall =3 72
Prepared by (enter your company name here) Printed 119/2012
HydroCAD® 9 00 s/n 05796 0 2009 HydroCAD Software Solutions LLC Paae 15
Time span =0 00 100 00 hrs dt =0 05 hrs 2001 points
Runoff by SCS TR 20 method UH =SCS
Reach routing by Stor Ind +Trans method Pond routing by Stor Ind method
Subcatchment Post DA1 Post DA 1 Runoff Area =17 780 ac 77 95% Impervious Runoff Depth =2 85
Tc =5 0 min CN =92 Runoff =96 73 cfs 4 219 of
SubcatchmentPre DA1 Pre DA Runoff Area =17 800 ac 0 00% Impervious Runoff Depth =1 33
Tc =21 6 min CN =73 Runoff =29 36 cfs 1973 of
Pond Basin #1 Basin #1 Peak Elev =64612 Storage =99 967 cf Inflow =96 73 cfs 4 219 of
Outflow =28 38 cfs 4 010 of
Total Runoff Area = 35 580 ac Runoff Volume = 6 192 of Average Runoff Depth = 2 09
61 05% Pervious = 21 720 ac 38 95% Impervious = 13 860 ac

Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 10 yr Charlotte 6 hr 10 yr Rainfa11=3 72
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 sin 05796 C 2009 HydroCAD Software Solutions LLC Page 18
Summary for Pond Basin #1 Basin #1
Inflow Area =
17 780 ac 77 95% Impervious Inflow Depth = 2 85 for Charlotte 6 hr 10 yr event
Inflow =
96 73 cfs @ 3 15 hrs Volume= 4 219 of
Outflow =
28 38 cfs @ 3 38 hrs Volume= 4 010 of Atten= 71 % Lag= 14 1 min
Primary =
28 38 cfs @ 3 38 hrs Volume= 4 010 of
Routing by Stor Ind method Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Peak Elev= 646 12
@ 3 38 hrs Surf Area= 32 577 sf Storage= 99 967 cf
Plug Flow detention time= 654 4 min calculated for 4 010 of (95% of inflow)
Center of Mass det time= 647 6 min ( 851 9 204 2 )
Volume Invert Avail Storage Storage Description
#1 63200 161 571 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf Area Voids Inc Store Cum Store
(feet)
(sq ft) ( %) (cubic feet) (cubic feet)
63200
793 00 0 0
63300
2 879 00 0 0
63400
5 319 00 0 0
63500
8 468 00 0 0
63600
9 713 00 0 0
63700
11 086 00 0 0
63800
12 556 00 0 0
63900
14 182 00 0 0
64000
15 928 00 0 0
64100
17 846 00 0 0
64200
19 746 00 0 0
64225
20 724 00 0 0
64274
24 600 00 0 0
64275
24 654 1000 246 246
64325
28 903 1000 13 389 13 636
64400
29 397 1000 21 863 35 498
64500
29 601 1000 29 499 64 997
64600
32 554 1000 31 078 96 075
64700
32 746 1000 32 650 128 725
64800
32 947 1000 32 847 161 571
Device Routing
Invert Outlet Devices
#1 Primary
63580 36 0 Round Culvert
L= 80 0 RCP square edge headwall Ke= 0 500
Outlet Invert= 635 00 S= 0 0100 P Cc= 0 900
n= 0 012 Concrete pipe finished
#2 Device 1
64275 2 3 Vert Orifice /Grate C= 0 600
#3 Device 1
64450 30 0 W x 6 0 H Vert Orifice /Grate X 4 00 C= 0 600
#4 Device 1
64650 2 0 long x 0 65 rise Notch Weir X 3 00 2 End Contraction(s)
#5 Device 1
64715 5 0 long x 0 50 rise Sharp Crested Rectangular Weir X 4 00
2 End Contraction(s)

Circle @ SouthPark
010912 -Wet Pond Charlotte 6 hr 10 yr Charlotte 6 hr 10 yr Rainfall =3 72
Prepared by (enter your company name here) Printed 1/9/2012
HydroCAD® 9 00 sin 05796 © 2009 HydroCAD Software Solutions LLC Page 19
Primary OutFlow Max =28 35 cfs @ 3 38 hrs HW =646 12 TW =634 00 (Fixed TW Elev= 634 00 )
L = Culvert (Passes 28 35 cfs of 101 06 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0 25 cfs @ 8 71 fps)
3= OrificelGrate (Orifice Controls 28 10 cfs @ 5 62 fps)
=Notch Weir ( Controls 0 00 cfs)
=Sharp Crested Rectangular Weir( Controls 0 00 cfs)
10196 73 cfs
1 001 rG
90
85
80
75
65
60
55
0 50
° 45
40
28
25
20
15
10
Pond Basin #1 Basin #1
Hydrograph
Inflow Area =17 780 ac
Peak Elev =646 12'
Storage= 99,967 cf
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1
Time (hours)
❑ Inflow
❑ Primary

Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 25 yr Charlotte 6hr 25 yr Rainfall =4 38
Prepared by {enter your company name here) Printed 1/9/2012
HydroCADO 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Paae_20
Time span =0 00 100 00 hrs dt =0 05 hrs 2001 points
Runoff by SCS TR 20 method UH =SCS
Reach routing by Stor Ind +Trans method Pond routing by Stor Ind method
Subcatchment Post DA1 Post DA II Runoff Area =17 780 ac 77 95% Impervious Runoff Depth =3 49
Tc =5 0 min CN =92 Runoff =115 94 cfs 5164 of
SubcatchmentPre DA1 Pre DA Runoff Area =17 800 ac 0 00% Impervious Runoff Depth =1 81
Tc =21 6 min CN =73 Runoff =4012 cfs 2 678 of
Pond Basin #1 Basin #1 Peak Elev =646 72 Storage =119 405 cf Inflow =115 94 cfs 5164 of
Outflow =35 93 cfs 4 955 of
Total Runoff Area =35 580 ac Runoff Volume = 7 843 of Average Runoff Depth= 265
6105% Pervious = 21 720 ac 38 95% Impervious =13 860 ac

Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 25 yr Charlotte 6hr 25 yr Rarnfall =4 38
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment Pre DA1 Pre DA
Runoff = 40 12 cfs @ 3 35 hrs Volume= 2 678 of Depth= 1 81
Runoff by SCS TR 20 method UH =SCS Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Charlotte 6 hr 25 yr Charlotte 6hr 25 yr Rainfall =4 38
Area (ac) CN Descnotion
1 460
58
Woods /grass comb Good HSG B
11 600
72
Woods /grass comb Good HSG C
4 740
79
Woods /grass comb Good HSG D
17 800
73
Weighted Average
17 800
Rainfall =4 38"
100 00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
216 Direct Entry, See MasterCALC
Subcatchment Pre DA1 Pre DA
Hydrograph
4012
38
cfs
Charlotte 6 -hr
38
25 -yr Charlotte 6hr 25 -yr
34
3a
Ftg
Rainfall =4 38"
28
Runoff Area =17 800 ac
24
Runoff Volume =2 678 of
20
Runoff Depth =1 81"
18
16:
Tc =21 6 min
14
12
CN =73
10:
a
6
4
t
0 5 10 115 20 25 30 35 40 45 50 55 60 65 70 75 80 86 90 95 100
Time (hours)
❑ Runoff

Circle @ SouthPark
010912 -Wet Pond Charlotte 6 hr 25 yr Charlotte 6hr 25 yr Rainfall =4 38
Prepared by (enter your company name here) Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 0 2009 HydroCAD Software Solutions LLC Page 23
Summary for Pond Basin #1 Basin #1
Inflow Area =
17 780 ac 77 95% Impervious Inflow Depth = 3 49 for Charlotte 6hr 25 yr event
Inflow = 115
94 cfs @ 3 10 hrs Volume= 5 164 of
Outflow =
35 93 cfs @ 3 33 hrs Volume= 4 955 of Atten= 69% Lag= 13 4 min
Primary =
35 93 cfs @ 3 33 hrs Volume= 4 955 of
Routing by Stor Ind
method Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Peak Elev= 646 72 @ 3 33 hrs Surf Area= 32 691 sf Storage= 119 405 cf
Plug Flow detention time= 536 3 min calculated for 4 953 of (96% of inflow)
Center of Mass det time= 533 0 min ( 733 8 200 7 )
Volume Invert Avail Storage Storage Description
#1 63200 161 571 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf Area Voids Inc Store Cum Store
(feet)
(sq ft) ( %) (cubic feet) (cubic feet)
63200
793 00 0 0
63300
2 879 00 0 0
63400
5 319 00 0 0
63500
8 468 00 0 0
63600
9713 00 0 0
63700
11 086 00 0 0
63800
12 556 00 0 0
63900
14 182 00 0 0
64000
15 928 00 0 0
64100
17 846 00 0 0
64200
19 746 00 0 0
64225
20 724 00 0 0
64274
24 600 00 0 0
64275
24 654 1000 246 246
64325
28 903 1000 13 389 13 636
64400
29 397 1000 21 863 35 498
64500
29 601 1000 29 499 64 997
64600
32 554 1000 31 078 96 075
64700
32 746 1000 32 650 128 725
64800
32 947 1000 32 847 161 571
Device Routing
Invert Outlet Devices
#1 Primary
63580 36 0 Round Culvert
L= 80 0 RCP square edge headwall Ke= 0 500
Outlet Invert= 635 00 S= 0 0100 / Cc= 0 900
n= 0 012 Concrete pipe finished
#2 Device 1
64275 2 3 Vert Orifice /Grate C= 0 600
#3 Device 1
64450 30 0 W x 6 0 H Vert Orifice /Grate X 4 00 C= 0 600
#4 Device 1
64650 2 0 long x 0 65 rise Notch Weir X 3 00 2 End Contraction(s)
#5 Device 1
64715 5 0 long x 0 50 rise Sharp Crested Rectangular Weir X 4 00
2 End Contraction(s)

Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 25 yr Charlotte 6hr 25 yr Rainfall =4 38
Prepared by {enter your company name here} Printed 119/2012
HydroCADO 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 24
Primary OutFlow Max =35 81 cfs @ 3 33 hrs HW =646 71 TW =634 00 (Fixed TW Elev= 634 00 )
L =Culvert (Passes 35 81 cfs of 104 41 cfs potential flow)
2= 101rifice /Grate (Orifice Controls 0 27 cfs @ 9 47 fps)
3= Orifice /Grate (Orifice Controls 33 69 cfs @ 6 74 fps)
=Notch Weir (Weir Controls 1 85 cfs @ 1 50 fps)
=Sharp Crested Rectangular Weir( Controls 0 00 cfs)
Pond Basin #1 Basin #1
Hydrograph
FO-1 n-fl o—w
115 94 CfS ❑ Primary
120 Inflow Area =17 780 ac
110 Peak Elev =646 72°
100
90 J Storage= 119,405 cf
60 ys
70.
0 60
50
35193 cfs
20
10
10 15 20 25 30 35 40 45 50 55 60 65 70 75 60 65 90 95 1
Time (hours)

Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 50 yr Charlotte 6hr 50 yr Rainfall =4 92
Prepared by {enter your company name here} Printed 1/9/2012
HvdroCAD® 9 00 s/n 05796 © 2009 HvdroCAD Software Solutions LLC Page 25
Time span =0 00 100 00 hrs dt =0 05 hrs 2001 points
Runoff by SCS TR 20 method UH =SCS
Reach routing by Stor Ind +Trans method Pond routing by Stor Ind method
SubcatchmentPost DA1 Post DA 1 Runoff Area =17 780 ac 77 95% Impervious Runoff Depth =4 01
Tc =5 0 min CN =92 Runoff =129 90 cfs 5 943 of
SubcatchmentPre DA1 Pre DA Runoff Area =17 800 ac 0 00% Impervious Runoff Depth =2 22
Tc =21 6 min CN =73 Runoff =48 76 cfs 3 290 of
Pond Basin #1 Basin #1 Peak Elev =647 11 Storage =132 323 cf Inflow =129 90 cfs 5 943 of
Outflow =46 04 cfs 5 734 of
Total Runoff Area = 35 580 ac Runoff Volume = 9 233 of Average Runoff Depth = 311
6105% Pervious = 21 720 ac 38 95% Impervious = 13 860 ac

e
Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 50 yr Charlotte 6hr 50 yr Rainfall =4 92
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment Post DA1 Post DA 1
[49] Hint Tc <2dt may require smaller dt
Runoff = 129 90 cfs @ 3 10 hrs Volume= 5 943 of Depth= 4 01
Runoff by SCS TR 20 method UH =SCS Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Charlotte 6 hr 50 yr Charlotte 6hr 50 yr Rainfall =4 92
Area (ac) CN Description
1 700
74
DA 1 grass HSG C
9 950
98
DA 1 impervious HSG C
0 270
80
DA 2 grass HSG D
3 430
98
DA 2 impervious HSG D
1 000
80
DA 3 grass HSG D
0 950
61
DA 3 grass HSG B
0 480
98
DA 3, impervious HSG B
17 780
92
Weighted Average
3 920
22 05% Pervious Area
13 860
77 95% Impervious Area
Tc Length Slope Velocity Capacity Description
Amin) (feet) (ft/ft) (ft/sec) (cfs)
50 Direct Entry, 5 Minute Tc
129 90 cfs
130
120
110"
100
90
u
80
E
0 70
a 80
50
40
30
20
10
0
0 5 10 15 20
Subcatchment Post DA1 Post DA 1
Hydrograph
Charlotte 6 -hr
50 -yr Charlotte 6hr 50 -yr
Rainfall =4 92"
Runoff Area =17 780 ac
Runoff Volume =5 943 of
Runoff Depth =4 01"
Tc =5 0 min
CN =92
30 35 40 45 50 55 60 65 70 75 80 85 90 95 100
Time (hours)
❑ Runoff

Circle @ SouthPark
010912 -Wet Pond Charlotte 6 hr 50 yr Charlotte 6hr 50 yr Rainfall =4 92
Prepared by (enter your company name here) Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment Pre DA1 Pre DA
Runoff = 48 76 cfs @ 3 34 hrs Volume= 3 290 of Depth= 2 22
Runoff by SCS TR 20 method UH =SCS Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Charlotte 6 hr 50 yr Charlotte 6hr 50 yr Rainfall =4 92
Area (ac) CN Description
1 460
58
Woods /grass comb Good HSG B
11 600
72
Woods /grass comb Good HSG C
4 740
79
Woods /grass comb Good HSG D
17 800
73
Weighted Average
17 800
Rainfall =4 92"
100 00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
216 Direct Entry, See MasterCALC
Subcatchment Pre DA1 Pre DA
Hydrograph
48
76
cfs
Charlotte 6 -hr
45
50 -yr Charlotte 6hr 50 -yr
40
Rainfall =4 92"
35
Runoff Area =17 800 ac
30
Runoff Volume =3 290 of
U. 25
Runoff Depth =2 22"
20
Tc =21 6 min
15
CN =73
10
0 5 10 15 20 25 30 36 40 45 50 55 60 65 70 75 80 86 90 9�5
Time (hours)
p Runoff

Circle @ SouthPark
010912 -Wet Pond Charlotte 6 hr 50 yr Charlotte 6hr 50 yr Rainfall =4 92
Prepared by {enter your company name here) Printed 1/9/2012
HydroCADO 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 28
Summary for Pond Basin #1 Basin #1
Inflow Area =
17 780 ac 77 95% Impervious Inflow Depth = 4 01 for Charlotte 6hr 50 yr event
Inflow =
129 90 cfs @ 3 10 hrs Volume= 5 943 of
Outflow =
46 04 cfs @ 3 30 hrs Volume= 5 734 of Atten= 65% Lag= 12 1 min
Primary =
46 04 cfs @ 3 30 hrs Volume= 5 734 of
Routing by Stor Ind method Time Span= 0 00 100 00 hrs dt= 0 05 hrs
Peak Elev= 647 11
@ 3 30 hrs Surf Area= 32 768 sf Storage= 132 323 cf
Plug Flow detention time= 471 2 min calculated for 5 734 of (96% of inflow)
Center of Mass det time= 466 0 min ( 666 0 200 0 )
Volume Invert Avail Storage Storage Description _
#1 63200 161 571 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf Area Voids Inc Store Cum Store
(feet)
(sq ft) ( %) (cubic feet) (cubic feet)
63200
793 00 0 0
63300
2 879 00 0 0
63400
5 319 00 0 0
63500
8 468 00 0 0
63600
9 713 00 0 0
63700
11 086 00 0 0
63800
12 556 00 0 0
63900
14 182 00 0 0
64000
15 928 00 0 0
64100
17 846 00 0 0
64200
19 746 00 0 0
64225
20 724 00 0 0
64274
24 600 00 0 0
64275
24 654 1000 246 246
64325
28 903 1000 13 389 13 636
64400
29 397 1000 21 863 35 498
64500
29 601 1000 29 499 64 997
64600
32 554 1000 31 078 96 075
64700
32 746 1000 32 650 128 725
64800
32 947 1000 32 847 161 571
Device Routing
Invert Outlet Devices
#1 Primary
63580 36 0 Round Culvert
L= 80 0 RCP square edge headwall Ke= 0 500
Outlet Invert= 635 00 S= 0 0100 / Cc= 0 900
n= 0 012 Concrete pipe finished
#2 Device 1
64275 2 3 Vert Orifice /Grate C= 0 600
#3 Device 1
64450 30 0 W x 6 0 H Vert Orifice /Grate X 4 00 C= 0 600
#4 Device 1
64650 2 0 long x 0 65 rise Notch Weir X 3 00 2 End Contraction(s)
#5 Device 1
64715 5 0 long x 0 50 rise Sharp Crested Rectangular Weir X 4 00
2 End Contraction(s)

V.
Circle @ SouthPark
010912 Wet Pond Charlotte 6 hr 50 yr Charlotte 6hr 50 yr Rainfall =4 92
Prepared by {enter your company name here} Printed 1/9/2012
HydroCAD® 9 00 s/n 05796 © 2009 HydroCAD Software Solutions LLC Page 29
Primary OutFlow Max =45 95 cfs @ 3 30 hrs HW =647 11 TW =634 00 (Fixed TW Elev= 634 00 )
L = Culvert (Passes 45 95 cfs of 106 59 cfs potential flow)
2= Orifice /Grate (Orifice Controls 0 29 cfs @ 9 94 fps)
3= Orifice /Grate (Orifice Controls 36 94 cfs @ 7 39 fps)
4 =Notch Weir (Weir Controls 8 72 cfs @ 2 55 fps)
L—S=Sharp Crested Rectangular Weir( Controls 0 00 cfs)
Pond Basin #1 Bann #1
Hydrograph
,so 129 90`cfs
Inflow Area =17 780 ac
120 Peak Elev =647 11'
10 Storage= 132,323 cf
,00
90
so
a
70
LL
46 04 cfs
❑ Inflow
mary
p P

r
FLOTATION CALCULATIONS
Circle at South Park
,JS PROJECT NO 4008
TE 102811 BY VKH
VISED xx xx xx RVW RMB
CONSTRAINTS
Weight of Concrete
150 lbsff A3
Weight of Water
624 ibs/f A3
Safety Factor (S F)
125
Height of structure
13 ft
Structure thickness
4 in
Outlet box width
5 It
Weight of outlet structure(Ws)
® cn I u
R I gh
W IM 9t
ColeJenest
& Stone
Land Planning + Landscape Architecture + Civil Engineering + Urban Design
Ws = (width + thickness x 4) x thickness x height x weight of concrete =
Weroht of water displaced
Ww = (width + 2 x thickness) ^2) x Weight of waterx height= 2604853 lbs
Size Base
Wb = (S F x Ww) WS= 18694 Ibs
Foohno_ size
Required concrete = Wb / Weight of concrete = 125 cuft
Assume base is 6 wider than extenor box width and minimum thickness is 8
Thickness of base = 328 It
Length = 667 ft
Width = 667 ft
Thickness = 3 28 It
13867 lbs