19930236 Ver 1_COMPLETE FILE_19930417

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-FROM-
THE ATTORNEY GENERAL'S OFFICE
TO

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STATE OF NORTH CAROLINA
COUNTY OF MECKLENBURG
UNIVERSITY PLACE MALL, INC.
Petitioner
V.
FILED Gr"F o;'
ADMIN. 1-1EAFUN.GS
IN THE OFFICES OF
ADMINISTRATIVE HEARINGS
AUG Z3 5 22 ph T9?3 EHR 0759
DEPARTMENT OF ENVIRONMENT, HEALTH,
& NATURAL RESOURCES, DIVISION OF
ENVIRONMENTAL MANAGEMENT
Respondent
PkEHEARING STATEMENT
OF PETITIONER
COMES NOW Petitioner, University Place Mall, Inc. and files
this Prehearing Statement of Petitioner.
1. The issues to be resolved, and the statutes, rules and
legal precedent involved are as follows:
A. whether the Respondent properly require the
submittal of a stormwater plan or the construction
and installation of wet detention ponds as
prerequisites to issuance of a certification under
Section 401 of the Clean Water Act.
B. whether the Respondent properly considered
downstream impacts from the discharge of
stormwater which were not the result of the
activity for which certification was sought under
Section 401 of the Clean Water Act.
C. whether the Respondent's requirements of a
stormwater plan and the construction of a wet
detention pond were ;invalid because the
requirements had not been properly promulgated as
Rules pursuant to N.C. Gen. Stat. § 150B-18, and
are otherwise unsupported in the record of this
matter.
D. whether the Respondent has acted arbitrarily and
capriciously in requiring the Petitioner to submit
a stormwater plan and construct a particular type
of drainage control device without reference to
the standards sought to be protected as a result
of the discharge permitted under Section 404 of
the Clean Water Act.
RA-E&EACAB W AHNTRENEARLSTM
The statutes and rules involved in this matter include 33
U.S.C. §§ 1313 and 1341; N.C. Gen. Stat. §§ 143-212(6), 143-
215.1, and 143-215.3; 15A NCAC 2B .0203 and 15A NCAC 2H .0500, et
seq.
2. The facts of this case, briefly stated, are
as follows:
Petitioner proposed to construct a shopping center in
Mecklenburg County, north Carolina ("Petitioner's
Project" or "the Project"). The construction of the
Project involved the placement of fill material into
approximately 0.96 acres of ephemeral streams and
wetlands. Petitioner applied for a permit under
Section 404 of the Clean Water Act, 33 U.S.C. § 1344,
and received, on May 7, 1993, a letter from the United
States Army Corps of Engineers, Wilmington District,
which authorized Petitioner's project under Nationwide
Permit No. 26, 33 C.F.R., Part 330.6.
Petitioner also applied to Respondent for a water
quality certification pursuant to 15A N.C.A.C. 2H
.0501. By letter of April 19, 1993, Respondent
determined that the Project was covered by General
Water Quality Certification No. 2671, but imposed as an
additional condition of final written approval the
submittal of a stormwater plan. By letter of April 20,
1993, Respondent provided Petitioner's consultant with
materials concerning acceptable designs for detention
ponds. By letter of May 25, 1993, Respondent informed
Petitioner's consultant that "a wet detention pond will
be required." After Petitioner significantly revised
its plans, Respondent approved the stormwater plan for
the Project.
The approved "stormwater plan," essentially the design
of an enormous wet detention pond, adds substantially
to the cost of the Project.. The condition was imposed
arbitrarily and without authority. Neither the
Environmental Management Commission nor the Department
of Environment, Health and Natural Resources have
adopted any Rule which requires a wet detention pond
for projects such as the Petitioner's.Project.
Respondent was without authority to impose additional
conditions on its General Certification No. 2671
requiring a stormwater plan.
3. Petitioner proposes to call the following witnesses:
i. James A. Spangler
Barrett Kays and Associates
ii. John Dorney
NC DEHNR
RA-E&EXABINAHMPREHEAR[SCM
Scot Thomas
NC DEHNR
iv. Bill Jackson
University Place Mall, Inc.
Petitioner reserves the right to call further witnesses
as they are identified during preparation for hearing
and in discovery. Petitioner will supplement this
prehearing statement as such additional witnesses are
identified.
4. Petitioner intends to pursue discovery, including
requests for admissions, interrogatories, requests for
production-of documents, and depositions. Petitioner
anticipates that discovery will take a minimum of 60
days.
5. Petitioner requests that the hearing be held in
Mecklenburg County, North Carolina.
6. Petitioner estimates that the hearing in this matter
will take two days.
7. Not applicable.
8. Petitioner anticipates that preparations for
hearing will be complete by no later than
November 1, 1993.
9. Not applicable.
Respectfully submitted this the P-34 day of August, 1993.
HUNTON & WILLIAMS
By:
Craig romby, Esq
N.C. Ba. #6526
P. O. Box 109
One Hannover Square
Suite 1400
Raleigh, North Carolina 27602
Attorneys for
University Place Mall, Inc.
RA-FAF_ "WAHNV'UAEARI.STM
a
CERTIFICATE OF SERVICE
I hereby certify that a copy of the foregoing Prehearing
Statement of Petitioner has been served by first class mail
postage prepaid to opposing counsel and delivered by hand to the
Office of Administrative Hearings addressed as follows:
The Honorable Robert R. Reilly
Administrative Law Judge
Office of Administrative Hearings
Capehart-Crocker House
424 North Blount Street
P. O. Drawer 11666
Raleigh, North Carolina 27604
Billy R. Godwin
Assistant Attorney General
N. C. Department of Justice
P. O. Box 629
Raleigh, NC 27602-0629
Respondent
This the day of 1993.
HUNTON & WILLIAMS
- ' '
By:
Craig Bromby, E
N.C. Bar #6526
P. O. Box 109
One Hannover Square
- Suite 1400
Raleigh, North Carolina 27602
Attorneys for
University Place Mall, Inc.
RECEIVED
AUS 2 4 1993
N. C. ATTORNEY GENERAL
Cnvircamentsl Protection Section
RA-E&E:\CAB W AM\PREHEARI.SCM
?• s,,. SfNTFo
State of North Carolina
MICHAEL F. EASLEY Department of Justice
ATTORNEY GENERAL P. 0. BOX 629
RALEIGH
27602-0629
August 20, 1993
The Honorable Robert R. Reilly
Administrative Law Judge
P.O. Drawer 27447
Raleigh, N.C. 27611-7447
RE: UNIVERSITY MALL PLACE, INC., V EHNR
93 EHR 0759
Dear Judge Reilly:
FILED O r
ADAIi,4.
A Zt? 5 05 PH
Enclosed please Respondent's MOTION TO DISMISS and its MOTION
TO STAY in the above referenced case. I have enclosed a draft
Order for each. I have enclosed a copy of the agency action in
this case as Exhibit A to my Motion to Dismiss.
Your consideration of this matter is appreciated.
Very truly yours,
Billy R. !G d in
Assistant orney General
--BRG/ms .
enclosures
copy to:
Craig A. Bromby
An F-mial onnortunity / Affirmative Action EmNover
r.- _
STATE OF.NORTH CAROLINA
COUNTY OF MECKLENBURG
UNIVERSITY PLACE MALL, INC.
Petitioner,
V.
N.C. DEPT. OF ENVIRONMENT,
HEALTH, & NATURAL RESOURCES
Respondent,
FILED OFFIG 101E
IN THE OFFICE OF
ADMINISTRATIVE HEARINGS
AS U X33 93 EHR 0759
N?? )
MOTION TO DISMISS &
MOTION TO STAY IN LIEU
) OF PREHEARING STATEMENT
NOW COMES the RESPONDENT and respectfully moves this Court
pursuant to G.S. §1A-1, Rule 12(b)(1); G.S. §143-215.1(e); G.S.
§150B-36(c); and 26 NCAC 3.0015, for an ORDER dismissing, as a
Final Agency Decision, the Petitioner's Contested Case Petition as
well as an Order staying the Order for Prehearing Statements issued
in this matter on July 22, 1993 until such time as the Motion to
Dismiss is decided. In support of its MOTION, the Respondent shows
the Court the following:
1. On April 19, 1993, Respondent, by letter, issued a 401
Water Quality Certification authorizing Petitioner to fill
approximately .959 acres of wetland as part of a commercial
development project. This letter is the document constituting
agency action and is attached hereto as Exhibit A.
Thirty Day Deadline
2. G.S. §143-215.1(e) requires that contested case
petitions shall be filed within 30 days after the agency notifies
the permittee or the applicant of the agency action complained of.
3. Exhibit A, the agency action was dated April 19, 1993.
__Petitioner did not file'a contested case petition until July 20,
1993, ninety-two (92) days after the date of the agency action. As
as a result, the Office of Administrative Hearings (OAH) lacks
subject matter jurisdiction over this case and it must be
dismissed.
Sixty Day Deadline
4. In the event the administrative law judge finds that G. S.
§143-215.1(e) is not proper statutory timetable for appealing 401
Water Quality Certifications, then the only other applicable
timetable is G.S. §150B-23(f) which requires that contested case
petitions must be filed within 60 days after the agency notifies
the aggrieved party of agency action complained of.
5. Since Petitioner's contested case petition was not filed
until 92 days after the agency action, then even under G.S. §150B-
23(f), the petition was late thereby making this appeal beyond the
w
i
jurisdiction of OAH.
6. G.S. §150B-36(c) provides that a dismissal for lack of
jurisdiction constitutes a final agency decision.
7. Recent appellate case law in North Carolina has
consistently held that strict compliance with statutory filing
deadlines is necessary for OAH to obtain subject matter
jurisdiction. Gaskkill v Cobey, 109 N.C. App 656 (1993); Gummels
v Dept. of Human Resources, 98 N.C. App. 675 (1990); Lewis v Dept.
of Human Resources, 92 N.C. App. 737 (1989).
8. On July 22, 1993 the Honorable Robert R. Reilly, ALJ
presiding, issued an Order for Prehearing Statements to be filed by
all parties within 30 days.
9. In light of its Motion to Dismiss, Respondent believes
that the interests of justice would be better served by a stay of
the Order for Prehearing Statements until such time as this Court
rules on the merits of this Motion to Dismiss. For these reasons
Respondent has filed these motions in lieu of a Prehearing
Statement.
WHEREFORE, RESPONDENT PRAYS AS FOLLOWS:
1. That this Court enter an Order dismiss Petitioner's
Petition for lack of subject matter jurisdiction;
2. That said Order constitute a final agency decision;
3. For oral argument;
4. That in the interest of justice and economy, the Order
for Prehearing Statements be stayed pending a decision on this
Motion to Dismiss.
5...-- For any other relief the Court deems just and proper.
Respectfully Submitted this the 20th day of August, 1993.
MICHAEL F. EASLEY
Attorney General
Billy R. win
Assistant Attorney General
N.C. Department of Justice
P.O. Box 629
Raleigh, N.C. 27602-0629
(919)-733-7247
N.C. State Bar #13508
2
ar?°
State of North Carolina
Department of Environment, Realth and Natural Resources
Division of Environmental Management
512 North Salisbury Street • Raleigh, North Carolina 27604
J=es B. Hunt, Jr., Governor April 19, 1993 A. Preston Howard, Jr., P.E.
Jonathan B. Howes, Secretary Director
Mr. Dale Nelson, VP
c/o Rahu Company
University Place Mall
12030 Sunrise Valley Drive, *300
Reston, Virginia 22091
Dear Mr. Nelson:
Subject: Proposed fill in Wetlands or Wateis
Commercial-development, University Place Mall
Mecklenburg County
Project # 93236
Upon review of your request for 401 Water Quality Certification
to place fill material. in 0.959 acres of wetlands or waters which are
tributary to mallard Creek for commercial development at Univers=ity
Place Mal]. located at Interstate 85 and Razzis Boulevard in
Mecklenburg County, we hove determined that the proposed fill can be
covered by General Water Quality Certification No. 2671 issued January
21,- 1992. A copy of the General Certification is attached. This
Certification may be used in qualifying for coverage under Corps of
Engineers' Nationwide Per=mit No. 26. An additional condition is that
final written approval must be obtained from DEM for a stormwater
plan.
If you have any questions, please contact John Dorney at 919-•733-
1786
Sincerely,
`
?eston?F:oward, r . P . E .
93236.1tr .`?
Attachment 1
CC: Wilmington District Corps of Engineers
Corps of Engineers Asheville Field Office
Mooresville DEM Regional Office
C=entral Files
James Spangler, Barrett 1Gays an Pssociates
R.egzoaai ices
Asheville Fayetteville Mooresville Raleigh Washington Wilmington Winston-Salem
704/251-6208 9191436-1541 704;663-1699 9191571-4700 919/946-6481 919/395-3900 9191896-7007
Pollution Pravanlion Pays
P.O. Box 29535, Meigh, North Carolina 27626-0535 Telephone [phone]
An Equal Opportunity A.ffi madve. Action Employer

CERTIFICATE OF SERVICE
This is to certify that I have this day served Petitioner's
attorney with a copy of this MOTION TO DISMISS and MOTION TO STAY,
by depositing it in the United States Mail bearing sufficient
postage for delivery by first class mail, addressed as follows:
Craig A. Bromby, Esq.,
HUNTON & WILLIAMS
P.O. Box 109
Raleigh, N.C. 27602
Respectfully Submitted this the 20th day of August 1993.
MICHAEL F. EASLEY
Attorney General
Bill . Godwin
Assist Attorney General
N.C. Department of Justice
P.O. Box 629
Raleigh, N.C. 27602-0629
(919)-733-7247
N.C. State Bar #13508
STATE OF NORTH CAROLINA
COUNTY OF MECKLENBURG
UNIVERSITY PLACE MALL, INC.
Petitioner,
IN THE OFFICE OF
ADMINISTRATIVE HEARINGS
93 EHR 0759
ORDER TO STAY
V.
N.C. DEPT. OF ENVIRONMENT,
HEALTH, & NATURAL RESOURCES
Respondent,
Respondent, having moved for an ORDER staying the effect of
this Court's July 20, 1993 Order for Prehearing Statements pending
a decision on its Motion to Dismiss, and it appearing to this Court
that the Motion for Stay should ALLOWED, it is hereby ORDERED that
said Order is stayed pending further Notice from the undersigned.
IT IS SO ORDERED
This is the day of 1993
Robert R. Reilly
Administrative Law Judge, Presiding
4 -
STATE OF NORTH CAROLINA
COUNTY OF MECKLENBURG
UNIVERSITY PLACE MALL, INC.
Petitioner,
V.
N.C. DEPT. OF ENVIRONMENT,
HEALTH, & NATURAL RESOURCES
Respondent,
FINAL AGENCY DECISION
This matter having been brought upon Motion of Respondent
pursuant to G.S. §1A-1, Rule 12(b)(1); G.S. §143-215.1(e); G.S.
§150B-36(c); and 26 NCAC 3.0015 to dismiss Petitioner's contested
case petition for lack of subject matter jurisdiction and the court
having considered the record herein, hereby makes the following:
FINDINGS OF FACT
1. On April 19, 1993, Respondent, by letter, issued a 401
Water Quality Certification authorizing Petitioner to fill
approximately .959 acres of wetland as part of a commercial
development project.
2. G.S. §143-215.1(e) requires' that contested case
petitions shall be filed within 30 days after the agency notifies
the permittee or the applicant of the agency action complained of.
Alternatively, G.S. §150B-23(f) requires that contested case
petitions must be filed within 60 days after the agency notifies
the permittee or the applicant of the agency action complained of.
_._ .. 3.. The 401 Water Quality- Certification, the agency action in
this matter, was dated April 19, 1993. Petitioner did not file a
contested case petition until July 20, 1993, ninety-two (92) days
after the date of the agency action. Under either G.S. §143-
215.1(e) or G.S. §150B-23(f), the petition was late and the office
of Administrative Hearings (OAH) lacks subject matter jurisdiction
over this case and it must be dismissed.
4. G.S. §150B-36(c) provides that a dismissal for lack of
jurisdiction constitutes a final agency decision.
CONCLUSION OF LAW
That Petitioner has failed to file a timely contested case
petition and as a result, the Office of Administrative Hearings
(OAH) lacks subject matter jurisdiction over this case and it must
be dismissed and therefore Respondent is entitled, to a Final
Agency Decision dismissing Petitioner's contested case petition. In
accord: Gaskkill v Cobev, 109 N. C. App. 656 (1993) ; Gummels v Dept.
IN THE OFFICE OF
ADMINISTRATIVE HEARINGS
93 ERR 0759

of Human Resources, 98 N.C. App. 675 (1990); Lewis v Dent. of
Human Resources, 92 N.C. App. 737 (1989).
FINAL DECISION
This contested case petition is hereby DISMISSED for lack of
subject matter jurisdiction. This order constitutes a final agency
decision in accordance with G.S. §150B-36(c)(3).
NOTICE
In order to appeal a Final Decision, the person seeking review
must file a Petition in the Superior Court of Wake county or in the
superior court of the county where the person resides.
The Petition for Judicial Review must be filed within thirty (30)
days after the person is served with a copy of the Final Decision.
G.S. §150B-46 describes the contents of the Petition and requires
service of the Petition on all parties.
This is the day of
, 1993.
Robert R. Reilly
Administrative Law Judge
2
State of North Carolina
Department of Environment, Health and Natural Resources
Division of Environmental Management
P.O. Box 29535
Raleigh, North Carolina 27626-0535
WATER QUALITY SECTION
FAX # [phone]
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GENERAL CERTIFICATION FOR PROJECTS ELIGIBLE
FOR CORPS OF ENGINEERS NATIONWIDE PERMIT NUMBER 26 (HEADW.-aTERS
AND'ISOLATED WETLANDS)
This General Certification-is issued in conformity with the
requirements of Section 401, Public Laws 92-500 and 95-217 of the
United States and subject to the North Carolina Division of Envi-
ronmental Management Regulations in 15A NCAC 2H, Section .0500
and 15A NCAC 2B .0109 and .0201 for the discharge of fill mate-
rial to navigable waters and adjacent wetland areas which are
above the headwaters or -to wetland areas that are not a part of
the *surface tributary system to interstate waters or navigable
waters of the United States (i.e., isolated wetlands) as
described in 33 CFR 330 Appendix A (B) -(26) of the Corps of Engi-
neers •regulations (i.e., Nationwide Permit No. 26). The category
of activities shall include any fill activity in. these headwaters
and isolated wetland and water areas where the activity results
in the loss or substantial modification of not more than 10 acres
of waters of the United States, including wetlands. This'
Certification replaces Water Quality Certification Number 2176
issued on November 5, 1987.
The State of North Carolina certifies that the specified
category of activity will not violate Sections 301, 302, 303, 306
and 307 of the Public Laws 92-500 and 95-217 if conducted in
accordance with the conditions hereinafter set forth.
Conditions of Certification:
1. Proposed .fill or substantial modification of greater 'than-
one-third of an acre of such waters, -including wetlands,
requires a written concurrence from the Division of Envi-
ronmental Management.
2. Proposed fill or substantial modification of equal to or
less than one-third of an acre of such waters, including
wetlands, does not require written concurrence front the
Division of Environmental Management.
3. Proposed fill of greater than one acre in SA, trout,
HQW, ORW, WS-I and WS-II watersheds requires public
notice and an individual 401 Certification from the Divi-
sion of Environmental Management;
4. That established sediment and erosion control practices
are utilized to prevent violations bf the appropriate
turbidity water quality standard (50 NTUs in streams and
rivers not designated as trout waters by DEM; 25 NTUs in
all. saltwater classes, and all lakes and reset,,-oirs; 10
NTUs in trout. \q ate r. s) ;
5. That additional site-speci.f!.c conditions may be ad_:aed to
projects with greater than one-third of an acre impact
which are p.r.oposed under this CertifJI_Cation in order to
ensure COMIDliance. with all applicable water gtiality and
e:f f lucnt st:? ndards ;
E? . I9C'.as- .).res sh?i.'!A. 'be to i?revent 1_ :_vc or f res:i
COl1C:: C' i.C frolil co!il.l_l-!C; i nt0 COi!taC t. : i :.1; waters c:" 1c
State until }iC'. haS h.-irdC-'ned.
- C?i1C't?)'. 1: C'llC i' _.1 n!a i?i;!``
State of North Carolina
Department of Environment, 'PA
Health and Natural Resources 4 • 1
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, , Secretary
? ? H N
A. Preston Howard, Jr., RE., Director
June 21, 1993
Mr. Dale Nelson, VP
c/o Hahu Company
University Place Mall
12030 Sunrise Valley Drive, #300
Reston, Virginia 22091
Dear Mr. Nelson:
RE: Proposed fill in wetlands or waters
Commercial development, University Place Mall
Mecklenburg County
DEM # 93236
On 19 April 1993, a 401 Water Quality Certification was
issued to you for fill of 0.959 acres of wetlands in order to
develop the University Place Mall. A condition was added to that
Certification requiring final written approval from DEM for a
stormwater plan. Since that time your consultants have developed
an acceptable stormwater plan with DEM staff. Therefore I hereby
approve the stormwater plan for the University Place Mall dated
June 11, 1993.
Please call Mr. John Dorney at 919-733-1786 if you have any
questions.
Sincerely,
A? ;Preston Howard„'' Jr. P . E .
93236a.ltr
cc: Wilmington District Corps of Engineers
Corps of Engineers Asheville Field Office
Mooresville DEM Regional Office
Mr. John Dorney
Mr. Scott Thomas
Central Files
Mr. James Spangler, Barrett Kays and Associates
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 501k recycled/ l 01k post-consumer paper
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
May 25, 1993
Jim Spangler
Barrett Kays Associates
304 E. Jones Street
Raleigh, NC 27601
Dear Jim,
L9
ED EHNR
In our recent meeting concerning University Place, Charlotte, North
Carolina, you requested references for our requirements for the use of wet
detention ponds for this development and similar developments that require a 401
certification. The Division of Environmental Management (DEM), pursuant to
15A NCAC 2B.0203, is required to protect downstream uses of water when
approving 401 certifications. The impact to water quality due to stormwater
runoff from large areas of impervious surfaces such as parking lots is clear from
the scientific literature as well as DEM experience. Therefore, if a downstream
impact is likely, measures must be taken to mitigate that impact. In instances of
shopping centers, regional hospitals, or other developments with large amounts of
impervious cover DEM routinely requires wet detention ponds to control the
runoff from these areas. In this instance a wet detention pond will be required to
protect downstream uses in Mallard Creek.
In our previous conversation, several options were discussed that would
reduce the area needed for the detention pond. One of these options was to
reduce the amount of off-site runoff that reaches your site and then drains to the
wet detention pond. The detention pond must be designed to account for this
runoff volume. Therefore, reducing the amount of offsite runoff entering your
site, by diversion or other means, would reduce the size of the wet pond that
would be required. This option would require the cooperation of adjacent land
owners and the appropriate agencies. The second would require that the
receiving lake be capable of handling the additional runoff without a degradation
to the water quality of the lake. Please remember that the alternatives discussed
are just options. We will not tell you what particular option to implement, but we
will hold what ever design is implemented to standards that are consistent with
state stormwater rules.
I've enclosed a worksheet that demonstrates the size requirements of a wet
detention pond that would accommodate the University Place development site
based on an impervious cover of 85%. It appears that the impervious cover at
the proposed development will actually be greater than 85%, but this table will
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
give you an example of what to expect in the way of SA/DA ratios. Also
enclosed is a -graph showing various impervious cover percentages and what
SA/DA ratios would be required with a given permanent pool depth.
This information, along with the previous material that was sent to you,
should provide a good basis to begin your design. If further information is
needed, please call me and I can offer suggestions on which reference materials
might be of benefit. Also, please let me know if there are specifics you would like
to discuss in our next scheduled meeting on Friday, May 28.
Sincerely,
Scot /ho as
Attachments
cc: John Dorney (with attachments)
Beth McGee (with attachments)
Area of Watershed =
Impervious % _
122
85 (Assumed from C value of 0.90)
Possible situations with SA/DA ratios, assuming 85% TSS removal
n
Average
Depth
ft
SA/DA
% Surface Area
Required - Perm Pool
acres Surface Area
Required - Perm Pool
f02 Proposed SA at
Depth(x)
iven acres
3.00 3.29 4.01 174595
3.50 2.91 3.55 154740 . 0.44
4.00 2.76 3.37 146893
4.50 2.57 3.14 136778 0.58
5.00 2.34 2.86 124432
5.50 2.22 2.70 117778 0.74
6.00 2.13 2.60 113270
6.50 1.85 2.26 98303 0.91
7.00 1.66 2.03 88290
7.50 1.47 1.80 78277 1.1
8.00 1.28 1.57 68264
The surface area mentioned above is the surface area required
for the permanent pool. Above that, the pond must be sized
to hold and release over a period of 2-5 days the runoff from
the first inch of rainfall. Also above the permanent pool is
any flood control volume the pond must be sized to hold and release.
From SCS methods:
CN = 95
Depth of rainfall 1"
Depth of runoff 0.56"
Total volume from 1" 5.69 _ ac-ft
assuming 122 acres 248,002 ft^3
this would be the
volume to detain.
More conservative approach: Schueler's Simple Method
Rv = 0.85
Depth of rainfall 1"
Total volume from 1" 8.64 ac-ft
assuming 122 acres 376,358 ft^3
this would be the
volume to detain.
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OTWBU WINS
Barrett Kays & Associates
Civil Engineering/Environmental Engineering/Environmental Assessment
July 7, 1993
Mr. John Dorney
NCDEHNR-DEM
P.O. Box 29535
Raleigh, NC 27611
Re: University Place Mall, Inc. - Minimum Acceptable Pollutant
Removal. RK4. #92-1102
Dear Mr. Dorney:
This letter confirms my discussion yesterday with Mr. Ron Ferrell, in your
absence. It is our understanding that the minimum acceptable TSS removal for
the UPMI stormwater system is 70%. As per our meeting with the Director last
Friday, we are now proceeding with revised concept drawings based on this
minimum acceptable pollutant removal percentage and the UPMI-specific
drainage area of 57+/- acres. We shall contact you and Mr. Scott Thomas later
this week to discuss and review these concepts.
Sincerely,
BARRETT KAYS & ASSOCIATES, P.A.
AesA.ngler CEI
Project Manager
JAS.jh
cc: Mr. Bill Jackson
Mr. Dale Nelson
Mr. Craig Bromby
304 East Jones Street / Raleigh, North Carolina 27601
Telephone: [phone] Fax: [phone]
2 ! 1993 y
• WETLANDS
Barrett Kays & Associates ' --.- WATER UALI1
Civil Engineering/Environmental Engineering/Environmental Assessment
July 20, 1993
Mr. John Dorney
Wetlands Review Group
Water Quality Section
Division of Environmental Management
Department of Environment, Health, and Natural Resources
P.O. Box 29535
Raleigh, NC 27626-0535
RE: University Place Mall, BKA Project #9211012
Dear Mr. Dorney:
Please find enclosed the submittal materials requested for the revised
stormwater concepts as discussed with you and your staff over the last few
weeks. Please note that we are submitting two separate concepts and
requests, separate approvals of each.
Concept one is a concept that achieves 85% pollutant removal. This concept
is a revision of the size of the pond that was approved by your office
previously. Concept two is a concept with 70% removal. This removal
percentage corresponds to your verbal memorandum via Mr. Ron Farrell of
your office to me, dated July 7, 1993. This concept includes a revised
stormwater impoundment size, as well as a condition that wetland mitigation
will be included in addition to the stormwater impoundment in order to meet
the goal of 85% pollutant removal for this project.
Wetland mitigation may be feasible at sites #5, 4, 1, 6, 7, 8, and 9 on the
C,
memo provided by your office on July 2 to us. Attached please find a
memorandum of field investigations on these potential wetland mitigation
areas. The field investigation has been carried out in order to assess the
preliminary feasibility of using these areas for wetland mitigation. The
preliminary feasibility evaluations include accessibility, wetland hydrology,
vegetation and soils presence, and a preliminary evaluation of potential
property ownership issues. None of these issues has been studied in detail.
304 East Jones Street / Raleigh, North Carolina 27601
Telephone: [phone] Fax: [phone]
Letter to John Dorney
Page 3
July 20, 1993
Again, thank you and your staff very much for your timely consideration of
these issues. We have appreciated the opportunity to work with you and our
client also appreciates your willingness to assess the relative value of certain
mitigation approaches in conjunction with the real costs, in monetary terms,
of moving forward with, these various option. I trust that this submittal
proves to be adequate. Should you require any further information, or should
you have any questions, please contact me directly as soon as possible.
Sincerely,
BARRETT KAYS & ASSOCIATES, P.A.
G? .
James A. Spangler, CEI
Project Manager
JAS:cr
att: Computer hydrographics, 2 Options
Pond Details, 2 Options
Pond Structure Details, 2 Options
Potential Mitigation area field notes
Revised Plan Sheets, 2 options
cc: Bill Jackson
Dale Nelson
Phil Roberts
John Wiles
Barrett Kays
Bill Pollard
Craig Bromby
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr„ Governor
Jonathan 13w..-Howes, Secretary
A. Prest?`1 Howard, Jr., P.E., Director
August 4, 1993
Mr. Jim Spangler
Barrett Kays and Associates
304 East Jones Street
Raleigh, N.C. 27601
Dear Mr. Spangler:
A14
ID FE 11114-1 F=?L
RE: University Place mall stormwater plans
Mecklenburg County
DEM # 93236
DEM.has reviewed your stormwater and wetland mitigation
plans for the above-mentioned project. Scott Thomas has reviewed
your stormwater plans for 1) a pond which would remove 850 of.the
suspended solids without modifying the site plan, 2) a pond which
would remove 85% of the TSS with a modification of the site plan,
and 3) a pond which would remove 700 of the TSS with supplemental
wetland mitigation. Any of these three plans would be acceptable
to meet the condition of the 401 Certification which requires
written DEM approval of a final stormwater plan.
I understand that the applicant is undergoing an internal
review with yourself to select his preferred option. Please
advise me when this decision is made. If he opts to build a pond
designed for 70% TSS removal, I will need to meet with you to
discuss wetland mitigation options in more detail. Please call
me at 733-1786 if you have any questions.
Sincerely,
Jo n R. Dorney
We lands and T clinical
93236b.1tr
cc: Mooresville DEM Regional Office
Mr. Preston Howard, Director
Scott Thomas
Craig Bromby
Central Files
Asheville Field Office Corps of Engineers
Review Group
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equai Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper

University Place Mall, Inc.
401 Water Quality Certification Submittal
70 % Treatment Wet Detention Basin
July 20, 1993
This submittal is to comply with the conditional water quality certification
issued by the North Carolina Department of Environment, Health and Natural
Resources Division of Environmental Management on April 19, 1993. This
submittal includes this bound set of data and a total of 9 oversize blue-line
preliminary design plan sheets. Preliminary reviews by NCDEHNR DEM staff
on three separate occasions during May and June 1993 have provided guidance
on this submittal. This submittal includes data and preliminary (not for
' construction) designs for a wet detention basin as a means of protecting
downstream water quality from degradation due to pollutant runoff from post-
construction impervious areas. Pollutant removal efficiencies of the proposed
wet detention basin and the general basin characteristics have been reviewed
and given preliminary approval by DEM staff on June 8, 1993.
General basin characteristics include an average depth of 6.92 feet, a surface
area at permanent pool elevation 622.0' of 0.79 acres. Short-circuiting of
stormwater shall be eliminated by the use of a pond inlet distribution structure
composed of header pipes and riser pipes. The bottom of the basin consists of
natural subgrade soil.
Additional compensation to meet the 85% Treatment Guidelines of NCDEM
' are proposed in the form of wetland mitigation at an as-yet to be determined
downstream location (see attached memo).
Hydrographics and Pond Routing
The existing University Place property includes a watershed sub-basin which
' contributes directly to the proposed detention pond area (now a man-made
erosion-control catchment) consists of 46.16 acres. Existing ground-cover is a
mixture of woods, brush, and meadow grass, and a minimal area of pavement.
Stormwater runoff from this watershed sub-basin flows into an existing 48 inch
reinforced concrete culvert. Peak runoff was modeled by use of QTR 55,
Version 5.44. Peak 10 year runoff volume for the pre-development hydrograph
is 172 cfs.
The northern portion of the pre-development property consists of a watershed
sub-basin of 8.90 acres. The existing storm runoff in this sub-basin is directed
to an existing 36 inch reinforced concrete culvert under I-85. Proposed
development will include diversion of this drainage into the proposed wet
' detention pond for water-quality purposes.

1
LJ

?J

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Off-site drainage is now flowing onto the University Place property from areas
south of W.T. Harris Boulevard. Total off-site drainage area is 57 acres: all
this stormwater flow is being directed into the proposed treatment pond. This
runoff will then flow into the existing 48 inch culvert which will also receive
the reduced discharges from the treatment pond.
Based on the proposed final grading plan, total developed area which will
contribute to the proposed detention basin is 51.30 acres: pervious area is 3.95
acres (mostly roadway medians and landscaping), and impervious area is 47.35
acres (see attached table of pervious area). However, this study considered
that the entire 51.30 acres is to become impervious. Curve number CN95 was
used for hydrologic considerations. Post-development peak hydraphic flow for
on site and off site acreage, to the treatment pond is calculated to be 401 cfs for
the 10 year storm event and 615 cfs for the 100 year event.
Routing of stormwater through the treatment basin was modeled by the Pond
2, Version 5.17 by Haestad Methods. Routing for the 10 year storm yields a
peak pond outflow of 265.32 cfs. This post development discharge is 12 cfs
greater than the pre-development 10 year storm flow. In general drainage
considerations, these flows are considered equal. The 100 year out flow is
447.18 cfs.
Flow Through The Inlet Distribution System
The proposed inlet distribution system is comprised of a header piping
network which feeds storm water to a series of vertical riser pipes. These
risers are designed to prevent a short circuit from pond inlet to pond outlet.
This system provides for the general movement of incoming storm waters.
The calculations for the inlet distribution system considers the peak
hydrographic inflow and pond attenuation elevation for the 100 year storm
event. The peak inflow and pond attenuation elevation have been calculated
for the peak inflow hour of 12.10.
1 "Storm Discharge
Runoff depth for the one year storm is 0.56 inches. Volume of the 1 inch
storm from the 51.3 developed acres is 2.39 ac-ft. The stand pipe crest is
designed to the 1 inch rain storage volume elevation.
Average out flow rate of the 2.39 ac-ft through the proposed 4 inch discharge
tube is 0.4 cfs. Average time of discharge for the 2.39 ac-ft is 3 days.
1

General Notes
1. The on-site drainage area to the wet detention basin is 51.3 acres.
2. The runoff from the upstream off-site drainage area will be collected and
' piped into the wet detention basin.
3. The maximum, reasonable on-site drainage is shown to be diverted into

4. the wet detention basin. See sheets RG-1 and RG-2.
These plans consist of only the hydrologic design for the water quality
mitigation pursuant to the 401 Water Quality Certification approval.
These plans do not address other engineering aspects, including but not
limited to foundation design, structural design, and geotechnical design.
' Wet Detention Basin
1. The surface area of the wet detention basin is 0.79 acres.
2. The average depth of the wet detention basin is 6.92 feet.
' 3. The wet detention basin has capacity above the permanent pool to retain
one inch of surface runoff for control of the 10-year runoff. Discharge
volumes from the basin shall be equal to he pre-construction volumes
based on this design.
4. The bottom of the wet detention basin consists of the natural subgrade soil
materials.
' 5. Security fencing is to be provided around the wet detention basin. The
entrance is to be gated and locked.
6. To prevent short-circuiting, the inlet distribution system is designed to
move all of the incoming storm waters toward the outlet structures.
' Development Runoff Areas
SUBAREA PERVIOUS IMPERVIOUS TOTAL
'
AAA 1.14 ac. 15.46 ac. 16.60 ac.
BBB 2.24 ac. 14.06 ac. 16.30 ac.
CCC 0.36 ac. 9.14 ac. .9.50 ac
DDD 0.21 ac. 8.69 ac. 8.90 ac

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UNIVE R ITY PLACE 'FOWN CENT'ER'
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9 4
7
i.1 ..., 1. i ?_.

l
1 ?
! `

,.
.:, ., ;
1.
..
4-
41

T :J- rtJ { i' 1 ow

1

<-;
14
t. J t.J

L -2
c:>

.<J
i
i. t,
!. I :1
i.
P .qe 5
10 Years

Quick TR-55 Version, ,_7:.4tr't ;M 131S460089 Page 6
Re?trurn FrequerIcv: 10 uear^
TR_SS TABULAR HYDROGRAPH METHOD
Tvpe II. Distribution
(244 hr. Duration Storm)
Executed- 07-1.9-1993 1`). 55 .. 3
Wat.ershe,d filer -.---> UNIVPL MOP
Hydro jr .--iph file, -'-> UNIVPL. HYD
UNIVERSITY PLACE
P` IE4:::rCi._ENBURG COUNTY, NC''
AS 13 CONDITION AS OF MAY, 199
1.0 YEAR STORM EVENT.. f=1!_E U1\11.VPL
Time F"Io t
(isr.._) (ot
T' i n'i e o 1"'I
( hr-s) (c:: +
1.8 . 6 `1
18,7 4-
1 F:;, 8 44

...... - 4

t 19 11,

_I C;;, _ <_i i

..?? 0 0
i0
j <.
.
.

....,
20

L?i. .. .?.. <..

22.4 <..
22.5 ?'.
__ ,

'
Quick TR-55 Version- 5.44 S/ N, 131.S460OB9 Paae 1
Return Fre quencv: 10 years
`
I
TR -55
TABULAR HYDROGR
KPH METHOD
Type II. Distribution
' (24 hr. Duralti.on Storm)
E:xt;cuted - 07-:t.`3--1993 15x5B 16
Watershed -F i I.e., UNI'VERPL,, N10P
' Hvdrogr°ak,. )h file; -- t_1NIVE=RPL. HYD
UNIVERSI'TY PLACE
f° EC:: KLENBURC; COUNTY., NORTH CAROLINA
' 1.0 YEAR }TORN EVENT.. FILE UNI'LVERPL
50 A OFF SITE DRNG. UNIVERPL-
'
>>>> C npu. t. Paramr ter',.. Use to Compute f lydrogra ?h <<<<
Su ha r..etn-. F;RE:A CAN TC; Tt Pre(:;1p. Rur'off a/ r)
De C; r- irat.icn ?a.c r-F.;°?•; ; t tlr??) (1'lrs,) (in) i ir'!) a_nr) ut.; us e d
S.NGt_r' AREA (. 0 ti (. 30 10 5( 3.08 1 ( 9 10
i r... ,. Iv el t: i m e. t r o rrl : ; (_r n ?a r 1=:: a. c ?.r t t l .i. t:; c r_t r7 > o . , i t. v:l a t. er° ?~. h e d o u t. -F rj :?. ]_ r: , o ir t..:
I --_ 1Su b a r. e-. ,t i n L. e r r..) o 1 a t. i o n b et:. v, + e n is a l r>

1
, o t;a i. t! r" it . 0 _. l
(:{ 1 (.. t, .?, o i"1 ".: a f'; r'
D- c-.: r o f < ..
1 . i'•1 t._k 1_. r_ 1 iy f_I..il-1
': r. . .. 1 L ) r•.. ?P.,'_l L.1 i •.. ?.
<.Y.! i i :;. i l;) . 1 is e /'( C. 1 3 t 1.f1 _
1me_ fr" n t. r_ fi i C=. 3

Quick TR-S5 Version; S.44 S/N: 131S460OB9 Page 2
Return Frequency, 10 years
.T"R-SS TABULAR HYDROGRAPH METHOD
Type II. Distritwticn
(24 hr. Duration Storm)
Executed 07-19-1993 15:S8-16
water-shed file- UNIVERPL.MOP
H',/drograph file-,. - UNIVERPI.._ . HYD
UNIVERSITY PLACE
MEC KL_ENBURG COUNTY, NORTH CAROLINA
10 YEAR STORM EVENT. FILE. UNIVERPI._
SO Pry OFF SITE DRNG, UNIVE.RPI-
:>> ;:summary c?f Lw'?l.!k??at-E7t?:Lme`.?• t.c? !'z:a.I^`.
Peak. D:i. c:L arrre at Ti f-m-, to Pe :.-I k. a te.
C;c?rn c ;?_t.N Out:.fal1 i.':C?ffloosi'le 01-It.fE1.1
SINGLE ARE 4,
Quick -TR--S5 Version. 5.44. S/N 1:3154600€39

0

Return E=re<:yuenc:y
T"?:-mow, TABULAR HYDROCRP:PH METHOD
Type II .. Distribution
(','-"4 hrDuration Storm)
Exec.ut.t_d- 07--II?--1.91-93 A.S-5B.,1.6
Water- heG file: -- UNIVE3;,PL 11iOP
Hydrograph file:,: --> tJN1VERPi... HYD
Paste
1.0 years
UNIVER?31 TY
MECKL..ENBURG COUNTY, NORTH CAROLINA
1.0 YEAR STORM EVEN! f" . FILE UNIVERPL..
SO AC OFF `,31.TE DRNG. UNIVERPL..

7

n

t:C)(T1pCr 1. t:.e Hydi...nq, r`;zOpi`1 UfTTi71 ?.1'"'>
=: J
i. C
;_'r a b a r e a. 1.1.. 0 l a.. 3 11 . C-: 1..:I.. "' 1.2.. C? :i. 2 , :1 12, . 2 :12 1.2 , 4
De. c t-, i;:>t1c?n hr` hr` hr hr E?r° E°r hr hr- t- r
r. (\ ( I ... _ i : E=....'-? '$ f a / 0 14 1.
? _ t a 1. r.,* 20 i (? 1. 1.'" 14 .l.

I 1 '74 . `) <-1
i. ,
14

1
1
1
1
1
1
1
1
Quick TR-5 Version. 5.44 a; N: 1315460089
Return Frequenov
TR-55 TABULAR HYDROGRIA PH METHOD
T b' p e II. D i s ti-,L k? a t.:i () n
(/24 h'r°.. Durat.:i nn Storm)
Executed: 07-19--1993 1.5r5B:16
Wa t;€ar h e d f i _1,e, - ;> UNIVFRPI_.. i`1Of-
Hvr1r°ogratph file: --: UNIVERPL._,.HYD
UNIVERSITY PLACE.
h•1t=.CKLE:NMJRiG COUNTY, NORTH CAROLINA
10 YEAR STORM EVENT. FILE. UNIVE:RWI...
50 W OFF SITE URN(. UNIVERi='L
T i ;n . Fµ 1 c:) the
( hr i (cf.;

a.1 .:' 6

7

13
3 7

2
1
12 10
i. 7 7,1
54

I Al
! :;1 ?.
TIme- F.I.ovi
(rf..)
14.8 8

1 7

71
L C

'cj

:.1 . 4

Paci 4
10 vears

Quick TR-SS Version S.44 /N; 1315460089
Return Frequency
TR--55 'FABULAR HYDROGRAPH METHOD
Type II. Distribution
i 214 hr . Dur'at.i,on S t o m }
Executed- 07--1.9-•1`=93 1-5. `QE's. 1.6
Watershed f i.le -. - t.JNIVE RPL .. t1OP
Hvdrogr°_a.r, h fi.1.e: ---; UNIVERPL..HYD
UNIVERSITY PLACE
MECKLENBURC COUNTY., NORTH CAROLINA
YEAR STORM EVENT. FILE UNIVE_:RPL
50 AC OFF" SITE DRNG. UNIVERPL
T i r n e.. Fl. :_) w

.1.8 6 4
1.8 .. 7 4
i.9.8

L9 . 4. ,=f
1 =a `? tel.

t 1.9 8
C ('I
2_-I 2

.'1..t CJ
:'0 . 7
2C',.`

..7 1 3
/. ?..l. ..:fir,

T l rTi e F l o v,
( l...l r `,i ) 1 C, f
4 :.>
2'2' S
2 ,_,
2/- . h
2.? . 7
212.113 ....
2
7
2 4 . ..?
2 2"'

. .4

2 1-3 4:,

<..., 1.
t... j
'24 J i.

5 4 r^I
?i
Pace S
i. C) ve.ars
Quick TR-55 Version: S.44 S/N: 131S460089

Page 1
Return Frequencv. 10 Years
TR--55 T•{1RtJLAR HYDROGRAPH METHOD
Type II. Di.,,F.-,tribution
(214 hr. D t., r' a t: i. can Storm)
E xe:ct.i tec+ ° 07-19-1993 16:01i19
' Watershed f:ilc : --? UNT:VPL7 MOP
Hydrocir..aph f i le - -- ? t-!NIVPL..7 . HYD
UNIVERSITY PLACE TOWN CENTER
' MECKLENBURG COUNTY
CHARLOT-TE• NORTH CAROLINA
10 YEAR STORM EVENT. 7 OGRE OFFSITE. FILE: UNIVPL7
LJ

I I
>=,; Input; Paratoe:t:et,..s Use:fd to Comr,?ut:e Hvch-ogf-Z?-3-0l ;<<<
{. abarea AREC:N I'C; ? T nr,e r,1o Runoff 1.a/ p
De >cr- iption ( acres ) (?°fr j ( hrs. i in ( in) i.nt:>ut.fused
7 :"sip OFFS' I1'E 7 . (-.)0 87 . 0 Cl _ 30 it_ .. 20 ? . 00 3.57 1:., 06 10
Ti re 1. ti r.,)e from. st_ibarea cut.fa II to c',om,)o,:ite v.jat,ei- h d u t.f?13 p int..
1 -- :: j b a! e. a 114h e r" e u S e r _. t:.) c i f 1 c' d 1 n t. ? i c.) r-'1 }-) e t: tf,l e e n 1. p t a. U 1 e, s.
T J. 7 .. 00 0 . 0 I O9 4
0 f it K> Ii t t f- r l .l, t l <. f-s f I t l... f I n -n -i t
1ni. t va.1J,!_!e,F; ,...i.._if!... 1 fa.? r,
'<;r .L;)1 ?< ri ,r 1
?._4. _ ..__...
(.Ji.-t:. Ei I T'°= l? ,..=> t} ,. `.?) t.:? ..>(' i-.? ..:?(] '•,I? ? 4_'c i")u ;c,? ) .. 'I a
' Tf ?. fk't. t. -1-
laL <?. l"s C")tt i. i ,.{ t
_. 1. IY)??S; _. 1. '.:, t•

,ri;:?Y. f..r -; - d X111-T"', l•)`. Y..
., <. - 1.

Quick TR-55 Version, Sv44 S/N: 13IS460089 Page 2
Return Freauencu: 10 N/e ,rs
TR'-SS TABULAR HYDROGRAPH METHOD
Tv, e II. D iut.ri.but.i c%n
(24 hr. Duration
Executed- 07-19-19'93 1.6 ; 01 „ ?.
Water shed file- --> UNIIVPI_7 MOP
H,,/drograph file-, --- UNIVPL7. HYD
UNIVERSITY Pl.-i`;'?E:. TOWN CENTER
MECKLEi'-IBURG COUNTY
CHARLOTTE, NORTH C ()ROL INA.
10 YEAR S1"O!'.;•1 EVENT., 7 s',,.;F OFr S1:'1-F: , J: i_C t_t I. L_ ;
;?>; summary
of S l 1 b a r t_, ,.... Fie k,
Peak:. 3.°cse- i , ,_, to P&ak at.
C: (-) m x:> c; 't t:. e 0 u t.1: .. 11. c' rr; r? L e i-i t-j f ' t 1.1
j.
23
??ick fn n-?c,- ? ?•'?r?..:,Page 3
' r:ic?ra: 5.44 S./N- 1315460089

. t to r, n F r €- u e n c v : 1 L ye r
T,v'pe I.I. Di tlribL.ation
c: 24 hI- . Dt_fra Y:.`i r. `3tor rn }
CE X.e?ct_! t- e; d . 0R-- 19 --1.'-,"-' ` 16 . 0.1. ., 1.1-
Water ;hed f.l .L c:. > 1-)NTV PL_ i . riUP
N„d f.. ,.y , r a I:') t-, f i. I -
UN7 V P I H Y D
'kl)N'':V F_:RT'Y PL_P.CE T(jWNI i N'Tc:P
M(:':'KL-L=:rABURG (_`tjUf,,.1'.Y:
i•
1O YL','r?L,, ,.i I i.aP)1 EV!--.LJ: f,

Hvdrorllrar-h
'
.1 JL 1,
2
D r :i. n, t:L r
1
2
,

`
I-I b w 7 E 'l 1.2 i 2 _
_' 11:3

cIf:

Quick. TR-5S Version- 5.44 „N.- 1.31S460089 Page 4
Re-turn Frequency- 10 Years
TR--.S5 TABULAR HYDROG!` APH METHOD
T,,/pe II. Distribution
(24, hr". Duration Storm)
Exe c;u ted : 07-19-1993 1.6:01:19
Wat r`shed f-ile-. --> UNIVPL.7 MOP
H'v'cAr ogr-'aph f UNIVPL 7. HYD
UNI:VERSI.I'Y PLACE TOWN C;EN'TER
MECKLENBURG COUNTY
(;H -')RL.OT TE , NORTH CAROLINA
10 YEAR STORM EVEfi•IT. 7 ACRE OFFSITE:. FILE UNII,/PL7
T i ny] e i- 1 c? ti"I

1.1..0
i
1
i 1.
J
.
. ,
. .
. 1 .3
J.
a. .4
7.

1... 0
1
:-
:: l
i
.
.
.L..... .. '3 ..
.

1.2.6 16

i..`5 1 L1.

7S 11,

J

T i me F J. v,(
f S.
14.8
i.
J- 14 ,
1 `>
1 ?") . 1 1.
.t S t
J 3 1.

1 ; '7 1.

16.

!. 6 .. ':?

1 7 1
1-6.6

17 ., t)
i.
3;.1.
1 ' . i.

1 .
- `:?; ]
,
a i
i

Quick TR-55 Version: 5.44 S/N: 1315460089 Page 5
Return Frequency: 10 Years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr.. Duration Storm)
Executed: 07-19-1.993 16;01:19
Watershed file: -- :1 UNIVPL7 MOP
Hydrograph file.. ---> UNI VPL7 . HYD
UNIVERSITY PLACE. TOWN CENTER
MECKLE.NBURG COUNTY
CHARLOTTE, NORTH CAROLINA
1.0 YEAR STORM EVENT. 7 {ACRE OFFSITE.. FILE UNIVPL7
Time Flotij
t htrs) -- -- ----(cfs )
18.6 1
18. 7 1
1.8,8 1
.18.9 1
1.9.0 1
1.9 . _-1 1
19.,._ 1.
1.9 . 1.

1.9 .. 6 1.

1.9.9 1_
20.0 1.
20 , 1.
20.2
.l.
2 0 . ?{ 1
20.4 1.

-10 6 l
2nu7 1
208 1.
2 O . ':? 1
2:1. , 0 1.
,/'
1
1 1
V
J
21,3 ,
21.. 4
U
21.:. > i1
21, 7 0
2''1..8 0
2.1 9
220 0
2" -1. C"
C.? 2 2
2',--' """J 1. ?
t j
'rune F1ovi
2.4 0
22.5 0
22.6 0
22.7 0
2,2..8 0
22.9 0
23. 0
23, 1 ?

< ... .. ' 1, t, 1
23 -
36 =
23 . t-1
_ ..., ?3 0

2;.1,.,0 1
24.1.
()
i_4 ..._ ii
24 , -3 r)
24.4 (")
2 <1 .:y i:)
24,6 C)

24.8 0
24
2 r:. 0 )
2 .. 1 ?.
25.2 _
L 5 , _ A
25.4 C)
?. ' i . `i 0
J C
21. (
i/ J

0

C

[?I

1

POND-2 Version: 5.17 S/N:
Executed 07-19-1.993 16:Oa;31
Data director,,/- *.HYD
File Gummarv for Composite Hvdrograph
Time UNIVPL UNIVERPL. UNIVPL7 UNITVL20
(hrs) (Cfs) (cfs) (cfs) (Total)
------
11...00 --------
5.0 ---------
4.0 1.0 10.0
11.10 6.0 5.0 1.0 12.0
11.20 6.0 5.0 1.0 12.0
11.30 7.0 6.0 1.0 14.0
11.40 8.0 7.0 1.0 16.0
11.50 1.0.0 7.0 1.0 18.0
11..60 11.0 8.0 1.0 20.0
11.70 24.0 10.0 1 .0 35.0
11.80 36.0 11.0 2.0 49.0
11.90 49.0 13.0 2.0 64.0
.12.00 94,.0 20.0 3..0 11.7.0
12.10 167.0 37.0 6.0 210.0
12.20 172.0 70.0 11,0 253.C)
12.30 1.02.0 11.5:.0 19.0 236.0
12..40 55.0 14. 23,0 2:1.`x.0
1.2, 50 36. 0 1.30.0 21 .0
0
187-0
1. 2 . 0 29.0 102.0 16.0 147. 0
1. ..70 23.0 741 0 12.0 1.09.0
1 %.8C) 1.9.0 _?<.6.c? 9,0 82.0
".90 1.7.0 42 ,. 0 7. 0 66. O
13.00 15,.,) 173 1..0 5..0 S1..:i7
13. 1. C? 1.4..C) 26:.0 4.,0 44,0
21. , 0 3 . 0 38.0
13 .._'•,0 13.0 18.0 3,0 34.0
13.40 1.2.u 16, (.1 3,. 0 31,0
1.3.50 1.2.0 15.0 3.0 30.0
.1.3 6() 1.1,.C) ell.0 2:.0 14,17 ?0
1. 3 :. 7 10.0 14.0 '16 .. 0
1.3,80 9..0 1.3,0 2.i? -4. ,C)
13.90 9.0 1.2.0 0 23 0
14. 00 9.,0 110 22.0
9.0
10, 0
1.4.3C.) 8.0 1 o ... 0 2 . 0 0 . 0
14.40 8..0 9.0 .. 0 1'9 . C)
1.4.50 7.O 1.7.0
1,,-.1,.60 7.0 BA) :1 .. 0 16 . C)
1.4.70 7.0 8,0 1..C? 16:.0
1. 4. 80 7.0 E-3. 0 1. 0 16. 0
14 .. 9 () 7. 0 8.0 1 , 0 16 . 0
Page 1 of 1

POND-2 Version: 5.17 S/N. Pace. 2 of 1
' Executed 07 -19-1993 16:0.5;31
Data directory: *.HYD
' File SUmmary for Composite Hydrograph

UNIVPL
Time
(hrs) (cfs) l1NTVERPL
(cfs) UN1"1-'dt-.20
UNIVPl7
(cfs) (Total)
--
-
---- -
15.00 7.0 8.0 1.0 16.0

f

0

n

H

Quick TR-55 Version: 5.44 S/N: 1315460039
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 07-19-1993 16:12:07
Watershed file- UNIPLWSD.WSD
Hydrograph file: --> UNI PPI PE .. HYD
UNIVERSITY PLACE - 1.0 YEAR STORM EVENT
MECKL_ENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
>>>> Input Parameters Used to Compute Hydroqraph <<<<
Page 1
Subarea ()REA C1\1 Tc Tt Prr=ci?). Runoff Ia/r,?
Description (acres) (hrs) hrs ) )
lr
-
( --(in) _.- input/ used
-
--
SUBAREA AAA ---
----
16.60 --------
95.0 -
0.10 0.00 _...-
--.
_
---
5.00 4.42 1.02 .10
SUBAREA? BBB 16.30 95.0 0.10 0.00 5.00 4.<42 1..02 .10
SUBAREA CCC 9.50 9s ,0 0.10 0,00 5.00 4.42 I.02 .10
SUBAREA DDD 8,90 95.0 O. 10 0.00 5.00 4..42 I .02 10
Travel time from sub area nut.fall to com posite po lnt:.
I -- Subarea. trah'lere user- specified interpo lation
T C) t.'a area '51.30 acres o f

P t- ak d.1. s
c; h ! u. rciEs r L
. : t:? (I l.! 1°, e r f 'I :? c`? J. f :i C : 3. t. J. C7 ? C? f [, a r a f n e ? , e., r' ".
1. n p u t . ',r , 1. t..t G; R c? t.i i't c.3 r>: d v ,:l l u e s I
Sub< t•.. ea 7 C ? T t I Tt l nt: r r:7 1 e'.
Descr:i pt,i.on ( h7r°') t. h?... a hr) i hr a t Ye,_•:3/No i Mf=-=<_ _:a q e
c r_
SUBAREA AAA
0. 12
C) , t) 0
0 , 10
N

C- r? .;.._i t . d
1

o
`'iUBARis=? B88 0,1.0 0.t:?1. 0.1.0 0,00 NIo :.;011t1")ut,=;(1 C.:
> BAREA CC: 0 11, .') i'i , ( 0 . "JO No (_ r r ? ! i ..; r> 1.
SUBAREA DDD 0.10 0.00 0. 10 0.00 NIC,. 0 ;' a tc='d 'Ca;:.) 1
Travel t :i. rYl ! =: f rom o u. t. f a. l I. t C? c ; o m o r_) s , i i.'. _:

Quick TR-55 Version: 5.44 S/N: 131.5460089
TR-55 TABULAR HYDROGRAPH METHOD
Tvpe II Distribution
(24 hr. Duration Storm)
Executed: 07-19--1993 16:1.2:07
Watershed file: - UNIPLWSD. WSD
Hvdrograph file- UNIPPIPE.HYD
UNIVERSITY PLACE -- 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NO
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
»» Summarv of Subarea Times to Peak <<<<
Pale 2
Peal. Discharge at Time to Peak at.
Composite Ou'tfall Composite Out-fall
Subarea (cfs) (hrrs )
SUBAREA AAA? 11.6 1<-.1.
UBO RE:_A BBB 1.14 1.::. 1.
SLJE3Af2E(,)1, CCC 66 12.1
5U,BARIE' A D D D 62
12. .
Corny.)osi to Water _-,heel )581 1.2.1.

?J

H

J
J

0

Quick TR-55 Version. 5.44 S/N: 1315460089
TR-55 'TABULAR HYDROGRAPH METHOD
TvPe II Distribution
(24 hr. Duration Storm)
Executed: 07-19-1993 16:12.07
Watershed file: --> UNIPLWSD.WSD
HydroOraPh file: --> UNIPPIPE.HYD
UNIVERSITY PLACE - 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
Page 3
Composite Hvdrograph Summary (cfs)
Subarea 11-0 11.3 1.1.6 11.9 12.0 12.1 1.2.2 12.3 12.4
Description hr hr hr hr hr hr hr` hr hr
SUBAREA AAA 3 4 6 38 74 116 72 25 17
SUB{'-?!'SEA, BBB 3 4 6 38 73 11'l. 71 2 4 17
,r_! 3s>REwa CCC 2 2 3 22 42 66 41 I4 1.0
SUBAREA DDD 1 2 3 21 40 62, 3': 1.3 9
1 C) t a t ( c_ f <., 9 12 1.8 119 2? 9 358 ,._ i.' 3 76 5 3
t_r#; r ea 1.2,6 1<_.7 12. 13..0 13.2 1.-°.4 6 1;.t=

Z)f:)(,l:-a. f:?i')
h
r

??r
?.
?)r

Y?r

err

err

?ir ?...

err
.: U B t R J_ . ¢ ; f, fM; c:q 1 <j. 1._2 1 9 f =S 7
S._.Bi i,E 13BB 1 t. 1.? 1. 0 7 6 6 5 5

SUBA1:?:s`-`, DDD 8 6 5 5 4 4
i C? L ;. 1. (<_ f ' ) 44 37 31 28 2 ;'> "._' A. ] _. !. ? 1.6

r,
LI

CIS

C'
(wick TR-55 Version. 5,44 S/N: 13154600€39
TR- 5 TABULAR HYDROGRPPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 07-19-1993 16:12:07
Water-shed file: --> UNIPI_W D.WOD
Hvdrogr'a.ph file: --> UNIPPIPE.HYD
UNIVERSITY PLACE - 10 YEAR STORM EVENT
MECKL_ENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
Composite Hydrograph Summary (cfs
Page 4
Subarea .1.4:.0 14.3 14,6 1S.0 15.5 16.0 16..5 1.'7.0 17.5
Description hr hr hr hr hr hr, hr, hr hr
SUBAREA AAA 4 4 4 3 3 2
SUBAREA BBB 4 4 4 3 3 3 2 2
SUBAREA CCC 2 2 _ 2 :` 2 J. L 1
SUBF'?RE_A DDD 2 2 2 2 1 1. 1 1
Total (cfs) 12 12 12 10 10 9 6 6 6
1 B .. C) 1C) 20. 2.0
,' C;
D e c t, i o r t r_. rt r t.:,,... th r° h r..
SUBAREA AAA
SU8AREA BBB 2 1 C)
Ci
SUBAREA C.CC 1 1 ).. J.
SUBAREA DDD 1. 1 1 1
Total ((,.fs) 6 6 -i
L 7-

I

?7
11

(wick TR-55 Version: 5.44 3/N: 1.31546008'
TR-55 TABULAR HYDROGRAPH METHOD
Tvpe II Distribution
(24 hr. Duration Storm)
Executed; 07--19--1993 16:12:07
Watershed file: --> UNIPLW aD.WBDi
Hvdrograph f i l.e : --> UNIPPI PE . HYD
UNIVERSITY PLACE: .- 10 YEAR STORM EVENT
MEC_:KLENBURG COUNTY, NC
BUILD OU'r HYDROGRAPH MROUGH PIPING SYSTEM

(hrs)
-------- (cfs)
--------- - -
11..Cl 9
11.1. 10
1..1 .. 2 1.1
1.1..3 12
1.1 .4 14
11.,5 16
1..1.. 6 18
1.1.7 S2
11.8 85
1.1 .: 9 .119
11 , 0 2""9
1.2 . 1. 3S8
12.2 '23
12.3 76
12.4
12.5 4,4
i2.6 3.7
i. 2 ,. 7 71.
12.6 28
1.2.9 25

1.3.1 22
13.2 2.1
1.3 , 3 1.9

13.5 17
J. 3. 6 1.6
13.7 16
13.8 1.t,
1.3,`x' 14
14.0 1.2

14.2 1.2
14. 12
14.4 1.2
14. i. i..

14,7 1.1
Ti(Tie Flow
hr°?) ( cfS )
14.8 11
14 . ?';' 10
15.0 10
1.5 . i 1.0
15.2. 1O
15.3 i0
1.5 , 4 1. ()
1. ` .. '_, 10
15..., 1.0
15 7

t.6.0

1. E . <:
1.6 ., ._.

i. (5 . 6

b., 6

1. 6, 9 E;
17.0 E,
1 7 . a.. E

i ? <7 E•
17,
17

.
17
:% . =? E,
1?.`ry 6
ie 0

Page 5

C

0
0

L
I I

Quick TR-SS Version. 5,44 S/N: 1315460039
TR-SS TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 07-1.9-1993 16:12:07
Watershed file.: --> UNI PLWSD . WSD
Hydrograph file: --? UNIPPIPE.HYD
UNIVERSITY PLACE - 10 YEAR STORM EVENT
MECKL_ENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
Time F 1.o(,,a
(hers) (cfs)
18.6 6
18.7 6
1.8.8 6
18.9 6
t. 9 .. 0 6
19 ,. 1. 6
19.2 6
1.9,3 S
1.9.4 S

;. 5
1.t7,. S 4
4
20.0 4
20 , :
20.2

2r). 5 4
2 0 i. 6"

>1 <
Time Flow
(hers) (of s)
22.4 4
22..S 4
22.6 3
22.7
22.8 3
22.9 3
23.0 3
23.1 3
G_..).2 3
213..3
23.4
23. 5
2
i ? 3 ....

23. 1?a
2 , C? <".

4 . , 1.
4.

Page 6

0

POND-2 Version: 5.17 S NExec:u ted 07-19--l.993 16:23:3-2

Data direct c,)rv: *.HYD
xle S;_!(71(rarv for, r C)f)1;'.>o'_.1te
T:i.rne t._!i,.IIPPIPE t_!NIV Et?PI.._ tlNIVPl_7 UNITVI_22
( hrs { :-fs } i -Fs ( cfs )
-------- (Total)
--------
1.1..00 9.0 4.0 1.0 14.0
1.1_,1.0 10.0 5.0 1.0 16.0
11.20 11.0 5.0 1.0 17,0
11,30 12.0 6.0 1.0 19.0
11.40 14.0 7.0 1.0 22..0
1.1.50 16.0 7.0 1.0 24..0
11.60 1.0 .. 0 8.0 1.0 27. ()
11.70 52.0 10.0 1.0 63.0
11.00 85..0 11.0 2..0 98.0
1.1.90 119.0 13.0 2.0 134.0
.12.00 229.0 20.0 3.0 252..0
1.2,10 358.0 37.0 6.0 401..0
12.20 223.0 70.0 11..0 304..
1.2.30 76.0 .11.5.0 19.0 210.0
12.40 5:3.0 141.0 21.3..0 217.0
12..50 44.0 13 () . 0 21,0 19S. 0
1.2 :. (-,,0 37;. 0 102. () 16.0 1. S `:i ,: 0
12,70 31..:0 74.0 12..0 1.1.:.0
1.2 . 80 28.0 54 . C) 9 . 0 91. , 0
1. 2 .. 90 26 .. 0 42 :: 0 7.0 7S . C)
13.00 23.0 `S 0 5. C) 59..0

13. 20 2 :i.:. 0 21 .0 3. 0 4 5. (:)
1.3.30 20. 0 18.0 .3 . 0 41-C)
(:)
13, 18.0 16.0 : ,0 37,()
13., SO 17. 0 15 .. 0 =' (_) -)S 0
13,60 16.0 14.0 '.C) -321. ,
1.:.,.7t= 161.?) 14.0 `t 32.:(t
13.80 16„0 I'S. 0 2..0 31.0
1.3.90 14„0 1-2..0 2 .0 ,718..0
1.4 . 00 12, C) 1.1 C:t 2 . 0 `, . 0
14. 1. 0 11, 0 25 C.)
14, . 20 1 ?'.. C) ).0. 0 2. 0 24 .. i.)
14.30 12.0 1.0 _t.• _.0 24.(_)
1 ,1 . 40 1, 21 0 9 . 0 '2, 0 '23. C)
1.4,50 1.;1.0 9.(? 1 ,[?
14,.60 1.2..0 8,0 1 C) 0

1.41.r;(a .11.C) 8,C) :i..ti °C)
1 ?• .: i (_1 1, 0 . 0 a , 0 1 :. (_) 1. r.) ., C)
Page 1 of 1

I POND-2 Version: 5.17 S/ N ; Paste 2 of 1
Executed 07-19-1993 16:23:32
Data directory: *.HYD
File Summary for Composite Hydrogr°aph
Time UNIPPIPE UNIVERPL UNIVPL7 UNITVt_22
---- -
(hrs) (of s) (ofs) (cfS) (Total)
15.00 10.0 8.0 1.0 19.0
I

0

1
r

f

C

t

k
POND-2 Version: 5.17
S/N;
UNIVERSITY PLACE
MECKLENBURG COUNTY, NO
WET DETENTION BASIN WITHOUT UPPER WALLS
POND # 4. FILE 4UNIVPL
CALCULATED 07-19-1993 16:2S:25
DISK FILE: 4UNIVPL VOL
Pla.nimeter scale.; 1 :inch = 20 ft.

Elevation Planirrreter Area A1+A2+sgr(A1*A2) Volume Volume Sum
(ft) (spa. i n .) (acres) (acres) (acre-ft) (acre-ft)
622.00 86.03 0.79 0.00 0.00 0.00
625.00 94.74 0.87 2.49 2.49 2.49
630.00 109.99 1.01 2.82 4.70 7.18
632.00 11.6..52 1.07 3.12 2.08 9.26
2
Ii`, •- sq. r .t( Ar-ea.I + (( Ea.-E_1.) E: 2-E 1.) )'};i _<:? • r't.( Ar.ea2_) r.. t.( A re:a1)) )
where-, El, E2 = Clos,e::st, t.vio ele:vati ow,s. vn.tt°, cwta.t?,l
Ei - EIevat:x.on at t,,ihJ.c,h t.o int:e., rr))ola.'t,e arena
Are:a1. ,ArE.a,2 Areas cc:)rn ute.11d for.- E1 , '21 , re:s.,.>ect.:ive1v
f. Y':a J`. n L. e r ) c_ 1; s. t.. E < I i r E. Ca 1 c'' r F-.l.
I.ncre_.m= r',tal '.ioJ.ar1F-: c:? omoute d b'v t;h(:)ni 11 t'rloc, for° pe r'vc-) i.r ,io1.u me:s•.
'' (s r e a1
' Volume * (EL-2-EL A)
v.l h e r e ; E L. A. , E. L. 2:
f:1;t-.e,_a1_ A,r- e.as:,r°eas, r..orrlput d,
Vo1ur me Incr eme=:nt_'?).J. v

I.. f:.1 1 E 43 <' t - q, _ I- t:. l f,-1 r e a. 1 * A r e,712
) )
r° e, 1evnt.:ic',rns. ,-)f the iricr-emerit
for- E1_1 . r. e s ; e c: t. j. v e '1. v
1.._I m k:? =' i i •a n l : L_ 1 and E!_""
u

Outlet. Structure File; 4UNIVPL STR
POND--2 Version. 0.17 SlN:
Date Executed: Time Executed:
UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS
POND # 4. FILE UUNIVPL
***** COMPOSITE OUTFLOW SUMMARY ****
Elevation (ft)
6'22.00
622 SO
623.00
62.- „ X30
'2 0
624. 50
6'2S, 00
62S.. 50
626, 0O
r>2E. ":i0
6'7,. i0
E2'::) () t)
6 9 ...'.7 (.)
630. 00
630.. 50
631. 00
631...: 0

0 (cfs) ContribUtir-ig Structures
0.0 1
0.3 1
0.4 1
0.5 1
0..6 1.
0.7 1
() . 7 A. +2
23.0 .1. +2
63,6 1 +2
1. 1.6 . 2 1. + 2
1.7`x.5 1 +2
x'.16.2 1 4- 2
;x:36 . 8 1 -4- '

2 7 3 . 1 ). ?..
1-89.9 1 +2
30`a . 6 1. 1-2 +3
352,3 1 +2 +3
424.7 1 +2 _1.3
1 3 . 7 1 +2 +:;3
6 16. 1. 1. +2 +3
t
i
Outlet Structure File: 4UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE
MECKLENBURG COUNTY, NO
WEI' DETENTION WITH OUT UPPER WALLS
POND # 4. FILE UUNIVPL
Outlet Structure File: 4UNIVPL. STR
Planimeter Input File: 4UNIVPL VOL_
Rating Table Output, File: 4UNIVPND..PND
Min. El.ev.(ft) m 622 Max.. Elev,.(ft) = 632 Incr-.(ft) -- ,.5
Additional elevations (ft:) to be included :in table:
* A, * * * * * * *. * * * * * *. :* * * * * * * * * :* *
SYSTEM CONNECTIVITY
Strkucturr No^_:. Q Table Q! I able:
ORI °ICE
STAND PIPE 2 2
WEIR-VR 3
0Ut.f.1ow rat. i.ng ta.b1e S'u(Titrtar"'? vaa. tor'e(I in fi.l.
4UNIVPND.PND
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Outlet Structure File: 4UNIVPL OTR
POND-2 Version: 5.17 O/N:
Date Executed: Time Executed:
UNIVERSITY PLACE
MECKt_ENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS
POND # 4. FILE UUNIVPL
»i» Structure No. 1 «««
(Input Data)
ORIFICE
Orifice - Based on Area and Datum Elevation
El elev.(ft)? 62-2,
E2 elev.(ft)? 632.001
Orifice coeff. ? 0.6
.Lr ,ir_:rt e1e...?.(ft)? 6 1..0
Datum elev. (ft`.) ? 6'22..0
0ri.fi 0e area (°-;? ft)? 0„0873

Outlet Structure File- 4UNIVPL OTR
POND-2 Version: S.17 0/N;
Date Executed. Time Executed-.
UNIVERSITY PLACE
MEC KLENBURG COUNTY., NC
WET DETENTION WITH OUT UPPER WALLS
POND # 4. FILE UUNIVPL
>>>>>> Structure No. 2 «««
(Input Data)
STAND PIPE
Stand Pipe with wei r° or orifice f 1.ow
E1 elev. (ft )? 62`}
E2 elev.(ft)? 632.001
Crest elev. (f t )? 625. 0
Diameter (ft.)? 6.0
Weir coeffi,c:i.entt? 3.33
0r:i.f:tc,e cc-;c.ffin ient? 0,6
Star"t. t.r"anF.J. t`1 on e I e v .. ( f t ) CG ?
Tr°arn _it.ion hc- i.ght. ( ft. )?
' Outlet Structure File: 4UNIVPL STR
' POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:

H

UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS
POND # 4. FILE UUNIVPL.
»»>> Structure No. 3 «««
(Input Data)
WEIR-VR
Weir - Vertical. Rectangular
El. elev.. (ft )? 630
E2 el.ev.(ft)? 632.001
Weir coefficient? 3..0
Weir elev_(ft)? 630.0
Length ( ft; )? 30
Contracted/ Suppressed (C/S)? S

1
Outlet Structure File: 4UNIVPL STR
POND-2 Version; 5.17 0/N;
Date Executed: Time Executed:
**** *-,< ************************
UNIVERSITY PUCE
MECKLENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS
POND # 4. FILE UUNIVPL..
Outflow Rating Table for Structure #1
ORIFICE Orifice -- Based on Area and Datum Elevation
Elevation (ft) O (cfs) ComPutat:ion, Messages
622.00 0.0 H =0.0
622.50 0.3 H =• , 5
623.00 0.4 H =1.0
623 . 50 0.5 1--1 =.1 „ 5
624.0c,, 0.6 H =2.0
624.50 0.7 H M:2 ,:5
625.00 0.7 H -=3.0
625, SO 0,B 1-1 -:.3,5
626.00 0.8 i •t =. 4 ., CD
626 . 50 0.9 H =? 4 .:.5
627.00 0.9 FI
6,27 . SO 1.0 H 5 ,. 5
6215.00 1.0 H =6.0
628, SO 1.. 1 H -: 6 ,:
629.00 1.1 i 7-. 7 ,. O
629 ? 50 1.2 1H -: 7 . 5
630.00 1 . 2 H = 83 . n
630. 50 1.2 H 8, 5
631.00 1.13 H = 9 .
631..50 1.3 Ifi .`) .'S
632.00 1 H .10 .0

H (ft) Table elev. - Da t'.urri F, 1.ev . 62 f t: )
O (of s) C * A ** sgr(2q *' H)

C

Outlet Structure File: 4UNIVPL STR
POND-2 Version: 4.17
Date Executed:
S/ N:
Time Executed:
UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS
POND # 4. FILE UUNIVPL"
Outflow Rating Table for Structure #2
STAND PIPE Stand Pipe vaith weir or orifice florn!
****- INLET CONTROL ASSUMED * ** **
Elevation (f t) 0
(o•fe) COMPu tat.icrl h`1essar-iee
622.00 -
0.0 E < Inv.El. ", 6 2`,
622 . SO 0.0 E < E1,.- 625
623.00 0.0 E <: El= 625
6113.50 0.0 E< E I= 62.5
624- , 00 0 :. 0 E < E:l .... 625
624 .. S0 0'0 E < E 1 =• 625
625:,00 0.0 Weir, -.
6'1715 4 22. 2 Wei r.: ; •f .... S
626.(10 62. Wei- r°. H --1,0
6-/16:.50 115,3 Weir: H 1..5
62.7..00 177.5 W C-'ir- , H -2.Cl
627. `:; O 215.3 0 r i. f :i. c: e. H 2. S
624.. 00 23S.4 C!r".i.ficC.< H =3.i

629.00 2721 .. 3 t_! r i 1 ice
62950 288.8 0r i'i='i.ce.. I; ; 4 5
63)0 . 00 304. 4 t. r. tt a..r_:e ; H :. 5, 0
630.50 319.3 Orifice - ;..I S.
631.00 333.5 Or if i.ce H =6.(.)
601. ,. so 347.1. l_1 r' :1.1` '!. c - : ii -,- 6 .
6:;2.00 360.2 0ri.f:i.ce: ? f - 7. 0
We_i.r 3.33 Weir ten it:.i! 18.4?!956 i't;
0rif1.C.'e C;o 6 Or _I.fic, air Era 28. ?74-S=1. ft,.
C.) ( c f ;) (:_' w * L >):: H4, * 1 . 5) to r' t. C; o $' f:,, ::1: =; cw r 2* (0- H) i
No t.ra.ns i t,in t. sed, t',ra.ns. i tior; he:i.c?'r'.t 0
W e i. r" e q (_i a t. `L o n w 0 r' i f i c_; C E' c) r i ra? _ 1 e ? .. f: 7 , 1 `=' 1 t;

?I

Outlet Structure File: 4UNIVPL OTR
POND-2 Version: S.17 S/N:
Date Executed- Time Executed:
UNIVERSITY PLACE
MECKL_ENBURG COUNTY, NC
WET DETENTION WITH OUT UPPED: WALLS
POND # 4. FILE UUNIVPL
Outflow Rating Table for- Structure #3
WEIR-VR Weir -- Vertical Rectanar_z1.at°
INLET CONTROL ASSUMED
u
fl
n

0

u

C

Elevation (ft) 0. (of ) Computation _ Messa"-ie`'._...._.
622.00 0.0 E < Inv. E l . •W 630
622.50 0.0 E < Inv.E1.= 630
624.00 0.0 E . I r"iv . E 1.. _ 6,30
623.50 O. 0 E°. . l nv . LE 1, v 630
624.00 0.0 E < I nN,/ . t- l . = 63()
6'214, : SO 0. U s -
625.00 0.0 I , 1 nv ., El . - 6::30

626,.00 0'0 I:_ Ire.. .E'l. 630
6 6 . SO 0 . 0 F I rv, t_.1 630
627.00
6227, 5C) 0.0 E. J. v.E'I 630
62B _ 00 0 0 E= 1 riv . E1 . -- 63"J
628.50 O. 0 L: I riv . E. 1. - 630
629.00 0. 0 E' . I: nv. E 1... - 6:. 0
so 0.0 E: . Im/.E'I. 6i:)
630 . 00 0.0 H "'-' 0 , (7
630. SO 31.8 11 -''s
631.00 90,0 H = :1 , 0
631 ,. SO 1. 65 . H ,• .l • 5

C =. L( f t 3 0
H i.ft:) Table elev... - I.mvert. e 1.?-:?. ( 6 30 ft. )
0 (C f ' ,) _ (.: '? L . * (i -I * * ]. . ) Weir

C

POND-2 Version: 5.17 S/N: Page 1
EXECUTED: 07-1.9-1993 16:29:44 ON/OFF SITE Return Freq: 1.0 years
UNIVERSITY PUCE
MECKLENBURG COUNTY, NC
FOURTH WET DETENTION POND WITHOUT UPPER WALLS
10 YEAR EVENT BUILD OUT. FILE 4UNITVL4
?;*??:*?'??k?*??**?=KKK*???**%k?k>K? ???k*ak'X.?%:??%i:?Y•???V????%f?*}:%k?%k=k?
Inflow Hydrograph: UNITVL22.HYD
Rating Table file. 4UNIVPND. PND
-----INITIAL CONDITIONS----
Elevation = 622.00 ft
Ou tf 1 OW 0. 00 <.:;f s
Storage - 0 00 a.c- f t
GIVEN POND DATA
INTERMEDIATE ROUTING
COMPUTATIONS
;ELEVATION; 0L_J-iFLOW STORAGE
(ft) ; (cfs) ; (ac-ft) ;
, I
, 622.00 ; I
0.0 ; I
0.000;
6<,R_' .. SO ; C) . ,., ; 0.398,
623.()0 ; 0. 4 0 :. 803 ,
623 , SO 0 . 1. 21, S
6 4 . 0 0 0.6 1 33 I
{J-241 , 50
1 0. 7
I 2' .057 ,
Sm. 0
61 1171 O7 2.489:

626- 00 6 3 6.) 3373:
/ ' SO 1,16. 31. 8 2'
6,2-'7 00 178.5 4.283:
627 . SO '2 1 6 . 2 ; 4• . I49 ;

; 628.00 ; 1
236 ,. 8 1
S.,.. ? ,?2,
, ,
8 `0 ">`'S 8 702'
<,29 . 00 27 3 . 4 6.1p'-';
-> ; 0 289.9 F 8 I
6,J0. 0t_.1 ; 305.6 71.185I
630,50 352 . 3 ; 7. 693 ;
631.00 424.7 ; 8.209:
631. SO ; 5.1 3. 7 ; 8.733:
632.00
- -616_1 _._.._
._..__.._9
_.-26 ;

I
0.0 0.0
' 96. 4 1
i 6 .? 7 ,
194.3 194."1"
;
293. `? ; 294 .. 4
' 9`- i
1
39S.7
i 497.c1 I
,
498.6
6-1 1 0'`5 I L ) 3 ^) 1
'708..4 -73.1..4
8 8 -7 7
9 2 S. S 1 0,1- A . 7
03L• -
1. 149 . 13 6 5 5
1263 . a L SOS .6 ;
1379.9 ; 163S . 7 ;
149'7. 7 ; 1.77 1 . 1. ;
1, 6.) 17 31 19 () 7, 2
1.738 7 04.41- ,. ;
1.861-8 ?21<-1..1.
1986 :, , ; 24.1 1; . 4• ;

'242. 0 ,' 58 . 1
Tirne 1ncremt nt. ( t) -: 0- 1(-,,,, c) r, I

' POND-2 Version: 5.17 8/N:
EXECUTED: 07-19--1993 16:29:44

t

0

E

Passe 2
ON/OFF SITE Return Freq: 10 years
Pond File: 4UNIVPND.PND
Inflow Hydrograph: UNITVI_22.HYD
Outflow Hydrograph: 4UNTVL44.HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------
TIME ; INFLOW ;
(hrs) (cfs)

1.1 .000 ; 14.00 ;
11.100 ; 16.00;
11.200 ; 1,7.00!
11.300 ; 19.00;
1.1 . 400 ; 22.00
11.500 ; 24.00;
11.600 ; 27.00 ;
11.700 ; 63.00;
11..800 ; 98,00;
1.1... 900 ; 134.00;
12.:000 ; 252.00;
12.100 ; 40:1.00;
.1.2.200 ; 304.00;
12 . 300 ; 2.1.0.00 !
I
12.400 ; 217.00
12. 500 ; 1'?5.00 ;
.12 . 600 ; 1.55. 00 ;
12.700 ; 117:.00;
12.800 ; 91.00;
12 ,,900 ; 75.00,
13.00c) ; S9 .00;
1.3 . 100 ; S2.00;
.13 . 200 45,001
13. 300 •'i-1..00 ;
13 . 400 ; 37,00:
1.3..500 ; 35.00:
13.600 ; 32.00;
13 . 700 ; 32.00:
13.800 ; 31.00;
13.900 ; 28.00;
14.000 ; 25.00:
1.4.1.00 ; 25.00 ;
14..2.00 24..00;
1.4 . 300 ; 24.00 ;
14.400 ; :.'_3..00;
14 . 500 ; 22.00;
14.600 ; 2 , 1 :, 0C? ;
J.4.700 21.C(0;
14 . 800 ; 120 .. 00
14.: 900 ; 1.91-00!
1.5 000 19 - 00 '
11+12 ; 2S/t - 0 ; 20/t + 0 ; OUTFLOW ;ELEVATION;
fs) ; (cfs) ; (c.fs) ; (cfs) ; (ft.) ;
'---------'-
I I ----- -----'-
I ---------- '____-----'---------'
I , i
----- ; 0,0 ; 0..0; 0.00 ; 622.00 ;
30
0 ; 29.8 ; 30.0; 0.09 ; 622.16 ;
.
33.0 ; 62.4 ; 62.8; 0.19 ; 622.32 ;
36.0 ; 97.8 ; 98.4; 0.30 ; 622.51. ;
41.0 ; 138.1 ; 138.8; 0.34 ; 622.71
46.0 ; 183.4 ; 184.1; 0.39 ; 622.95 ;
51.0 ; 233.5 ; 234.4; 0.44 ; 623.20 ;
90.0 ; 322:.4 ; 323.5; 0.53 ; 623.64 ;
161.0 ; 482.0 ; 483.4; 0.69 ; 624.43 ;
232.0 ; 674.1 ; 71.4.0; 19.98 ; 625.43 ;
' 386.0 ;
I 814.S ; 1060.1! 122.80 ; 626.55 ;
653.0 ; 1004.0 ; 1467.5 , 231.76 ; 627.88
70S:.O ; 1178.3 ; 1709.0; 265:.32 ; 628.77 ;
' 514 ., 0 ;

, 1.166.0 ; 1.692.3 ; 263.16
;
; 628:,71
427.0 ; 1093.4 ; 1.593.0; 249.80 ; 628:.34 ;
412.0 ; 1030:,4 1: 05.4 ; C 37 . 1.£_t ; 628. 02
3x0.0 943,5 1380..4; 2.1.8.48 627.56
272.0 ;
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EXECUTED. 07-19-1.99,3 16.29z44. ON/OFF SITE Return Fr°e-?.. 10 years
SUMMARY OF R CJ U T I !\! G O M MU T AT I O N
Pond File-. 4-UNI'VPNID.PND
Inf'],ow Hydc°c:)gt-ar)h UNITVI__21.HYD
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UNIVERSITY PLACE
70% TREATMENT WET DETENTION POND
ONEHUNDRED YEAR STORM EVENT

Quick TR-55 Ver.5.44 S/N:1315460059
Executer.,! 06:03:37 07-20--1993 UN lVRPL TC,T
UNIVERSITY PLACE TOWN CENTER
MECKLENBURG COUNTY
C>iAPL.OTTE, NORTH CAROt._.INs',
100 STORii„ 50 ACRES. OFF SITE. FILE UNIVRPl-,
T(-; 001'•1rUTATIONS FOR,, 1
SHEET" FLOW (Aool7.cable to Tc only)
Sc-.,q lent. ID 1
Surface descriot'lcrt 6' CJ01)`..:
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Quick TR.-SS Ver. 5., 44 /N: 1.315460089
Executed: 06:03.37 07--20---1993 IJNTVfdPL . TC F
SU11Mi~ RY S F-IEET F 0IF! Tc; or T1: C0MPUTAT10N3
(. 3oIved for, T imms-. us.. nq I'R-55 Me t; hod )
UNIVERSITY TOWN CENTER
MEC.'..KLE±,.BURG COUNTY
CHARL-OTTE, NORTH
100 STORM. 50 ACRES. OFF SITE., FILE HNIVRPL.
Subarea. (:{escr. . 1 c or Tt T3-rile ( hr`s

Quick TR-S5 V'er..5.44 0JN:13154600Fj9
Executed- 06:06:04 07--;'0-1993
SuMMAIRY SHEET FOR Tc or Tt COMPUTATIONS
(Solved for Ti.me a ;a.nc:1 Lengtt'/Ve.locity)
UNIVERSITY PLACE
MECKLENE URG COUNTY. NO
50 ACRE OF SITE TRAVEL TI111E THRU AAA
100 YEAR STORM EVENT. FILE UNT'VL_'_;0
S i. bar-e a de. cr° . Tc car T t T in), i h,r- s i
t T t. O u :i..
i
Quick TR-55 Ver.5.44 /N:1315460089
Executed: 06:06:04 07-20-1993
UNIVERSITY PI._.ACE_
MECKLENBURG COUNTY, NO
50 ACRE OFF SITE TR!=?VEt_. TIME THRUI AAA
1.00 YEAR STORM EVENT F I:L.E UNTVL 5()

Subarea . 1,
DESCRIPTION
50 A OFF SITE
I_.t_NG Tf-I VELOCITY i IME.

'T 0 l r a L T f., . r7,9 ? 0, 1 ',

Quick TR-55 Ver.5.44. S./N; 1315460089
Executed: 06:04:44 07-20-1993 l!NINRP I-.7'.TCT
UNIVERSITY PLACE TOWN CENTER
MECKL_E:NBU1,G ('OUNTY
CHARLOTTE, NORTH CAROLINA. FILE UNIVRPL_.7
100 YEAR STORM EVENT 7 P)C:RE OFIF SITE
Tc; COMPUTATIONS FOR: 1.
SHEET FLOW (Applicable to To c)n.'I,,,/,)
Seament ID 1
Surface descr iotiort WOODS BRUSH
Mar°,r°,i.r',ca' s r°ouahner_. cor?.,.t:'f . r,, 0.0350
'low 1erigth, L (total or 300) fit: 300.:0
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Quick TR-55 Ver°.5,44, OlN 131546(:089
Executed; 06-04:44 07-20--1993 IJNIVRPL.7..TC1T
(,,-I I• AP.Y iEI=T FOR Tc or Tt C0MPUTAT:I(_)i\1 S
(Sc-:tve,d for Tirne u in`i TR--.55 Methods)
UNIVERSITY PLACE TOWN ,,ENTER
MEC KLE.NBURG, COUNTY
HA L..OTTE, NORTH CAROLINA. FILE UNI`. RPL7
t 0ii `t'EAI',' 5`31-ORPI EVENT 7 ACRE. OFF O'I TE=
u i_" 2 , r` e.'. 'd e s c t" I <; C) "' I L. T 1 !Tl r: f. Ill" )
]. T c 0 , 51

Quick TP-5S Ver.5.44 O/N:1315460089
Executed: 06:07:11 07-20-1993
SUMMARY sHEE.T FOR To or T t CO(" R T AT I OPTS
(Solved for Time Len-th/Ve.loclty )
UNIVERSITY PLACE
MECKLENBURG COUNTY, NO
7 OFF SITE TRAVEL. TIME
100 Y :AR STOR1111 EVEN, . EI:L.E U1\1T'Vi..7
", k.i k± C', r ! c:S e r_. r i" C; _ r° T t T a rn ?. h r <_;
1. T t_. 0 . 14

Quick TR--55 Ver..5.44. /N 1315460089
Executed, 06-07.1.1 07-1-110-- 1993
UNIVERSITY !_.r? E.
I`1E:.CKL_ENf3UP.G COUNTY, Nt:`..
_y. ,..,,._ OFF SITE.: TRAVEL ' i" I M E._ T N R AAA
100 YES{?ra STORM E. VENT , E"I I_E U1\1 -TVI._7
Tc or Tt DATA
Subarea- I
DESCRIPT"IOP,"{
-
7 ACRE OFF a ..IIf-.
i HN TH VELOCITY TIME
ife'ei:.i tft/ sec7 ina.r°utes hc?ur°s
S, SO 8.2 0 !4

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Buick TR--55 Version: 5.44 S/N: 1315460089
TP--55 TABULAR HYDRCGRAPH METHOD
Tvr)e II Di ,tr°"ibut.ion
(24 hr°., Duration Storm)
Exf:'cu ted - 07--20-1993 OED : 09, 0?
Watershed file : -- :> UNPL.AVJS.D. WSD
t-ivdrograph file: UNIP7:1.00,HYD
UNIVERSITY PLACE - 1.00 YEAR STORM EVENT
MECKLENBURG COUNTY, NC',
Bt_JII__.D OUT HYDd?ClC1RAPH TH3=!ClUGH PIPING SYSTEM
>> Input Par nmc: t:ei- __ Used #_.o Cc)mout.e HvdrC it a h < f
Page 1
Sub are, AREi! ON i ~ ? Tt: Pr°e=ca t:) Runoff Ia !!:a
Desori.ption i acr°e - ) 7_n) ( in inrnut /u, ed
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TR-55 TABULAR h-IYDROGRArH [I TI-{C1,D
t' '. <1 h r , D lJ r a t. i. c:) r• r. r m .)
Executed: 06 (7-):07
I,n!a t.€wr re: ?_9 f :i_ :1. €= ; - > l_iN(='i._AW`aD . W`..31;
UNIVERSITY P1... ?:1 - 1.00 YE AF,' T ( ?2i? I t c:-?I j
PSIE 11.-.EI`.IiiURG COl-1i`11TY, N
BtJTt....D OUT I1'YC7f C1t I?F?f H THI'?0t.!C ' r_. .I: r. Jf5 Y T ?°i
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TR_,55 TABULAR HYDROGRAPH METHOD
Type II Distriti:u.t.L(-)n
24 hr. Dur?:a.tion Storm)
Exec,?uted 07-20-1993 06:09:,07
Watershed file: UNPLAWSD.6hlSD
HvdrocIraph file-. --> UNI PI1.00 . HYD
UNIVERSITY PLACE: - 100 YEAR STORM EVENT
MECKLENB ERG COUNTY, NI
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
car}nr.?s.i to HYdr i.J(Tl(T1ar`v' ( )
Pace 3
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Quick TR-SS Version: S.44 C/N 131-5460089
J
TR--` 5 TABUL.At; HYDROGRAPH METHOD
Tvpe Il C)ist;r ibut.ion
(14 hr. I)ur°a.ti.on Storm)
F1acie el.
Exec,a1.ed 0!_..{0-1.9J,") 06,09;0
WatershE,".cl file,. - -> UNPL.AW S:)D ., WSD
' Hvdregr,;: m)h f=:i.1e; ---> UNlP.(.IOO. H'Yf)
UNIV ERSITY PLACE. - 100 YEAR `ETC-)RM E:V t-,IT
MECKLE::NBURG COUI 1TY., NCB
i=.',UTI D OUT HYDROCyRAPH THROUGH PIPIN G SYSTEM

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Oui.c !,c. TR-SS Vr-.:rsi.on., S.4,4 S; N. 1.31.5460089
-FR 5 TABUL Pf R F-IYDROi_,RAPH ME T1 1HOD
Tvr)e II Di_stribu.tion
(24 hr Duration Storm)
'= xF::c::u tee 07 - '0--19 3 06x 09: (',17
Wa9_.r?r_ hs ._+ tile. UNPI__OW°SD. W I)
Hvdrocira,h tile: -> l.)Na'.PI1.00 HYD
UNT',,' ! II'Y PLACE - 100 YEAR STORM EVENT
MOC::KI__.1=N8t_3PG C`OUN Y . INC
Y3t_1:Ci...I) Clt_!.r HYDYROGRAPH THROUGH PIPING °.-iY 'i EM
Tim F7. c:, Time F]c),ra

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Quick TR--SS Version. 5.44 S/N: 13154150089
TR-a TABULAR HYDROGRAPH METHOD
Type IT Dist:ra.buti.on
('.41• ter. Duration Storm i
E%<eCL! tee : 07-20--1993 05 09- 07
Watershed f i le y --> UNPL..AWOD v WSD
Hydroarar?h file.. --> UNIPI10('I.HYD
UNIVERSITY PLACE - 100 YEAR STORM EVENT
ME.t_ KL_ENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
7. m e,' F 1 C71r•J

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Quick TR--55 Ver'sdon 5.44 S /N. 1,315460089 aaqe 2
Return E'recuencv: 100 years
TR--55 *TABULAR HYDROGRA!-`H ME=THOD
T`u'i:ae II., Dll.stra bUtica
('/.--14 hr, Dur?.,at on Storm)
I-i'vdr°(:)cir-a..i`h f:11e: ---: LJN1-VI..50.!-+YD
UNIVERSITY FLAG
r°iECKLENE^st_iFcG COUNTY, NO
-;C! 1,00 YEAR STORM EVENT
!..1 111 {TI r."!. f o f S 1,1 } S 7- f Tl e s to Peak <<<<
P E c1 k at T:111); %; <) !-' e a. ! <3. t
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Quick TR-55 Version: 5.4.4 SIN: 1315460089 Page 3
Return Fr-erauen v• .1.00 %/ears,

0
Ir--

TR-55 TABULAR HYDROGRAPH METHOD
Type 1'r Distr-ibut_.i.cm
(24 hr'. Dura.t:i on •`St.ar,m )
Exec;u't,ed 07--20--1.993 06:12:04
Wa t er?-shed file- -_> UNT VL50 MOP
Hv(Jr(:)gt-",-iph f i le - UNTVL_50. HYD
UNIVERSITY PLACE
MECKLEINBURG COUNTY, NC
100 YEAR STORM EVEN'T
50 A RE OFF SITE. FILE (RI-I-VI-50
HL./dr,o.iraph Summar-v (c.fs, )
S U U a r e a 11.3 11 . 6 11"? 12. O 1 2 . 1
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QUi_ck. TR-SS Version: S.44 S/N- 131S460089 Page 4
Refturn Fre.iueric;v, 100 v'ear.s
•1"R._k;S TABULAR HYD4 CaGRAPH ME:I'r OE)
T•,/Pe II. D:i.str`.i.bt_)tion
(24 hr, Duration Storm)
Executed- . 07-20- 1993) 06-12-. 04
Hydroar"aC' h -f' i le: -- ;> UNTVL50. 1-!YD
ME KLENE,tJRG OUW1 Y , N
100 YEdiR `3TO M EVE1`11'
St"l sac;1?E: (DR SITE. F 1:!._.E UNTV1 ....5t'
Time -1.C)b•.l
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11 . t-,
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1.
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Quick TR-5.5 Version: 5.44 s/N: 1315460039 Rage 5
' Return Frequenov: 100 years
-rR-`'i5 TABULAR HYDROGR>~ PH METHOD
' Type II. Distribution
(24 hr.. Duration Storm)
Exr cuter!- 07-20--1993 06:. 12:04
Water,-,; red file- UN'TVL.S0 MOP
Hvt`?rc>ciY"ash f=i.le: --,> UNTVI._`aO.HYD
I UNIVERSITY PLACE
MECKL.ENBURG COUNTY, NC
100 YEAR DORM EVENT
I S0 ACRE OFF SI.:TE:, FILE UNTVLSO
1 .L (al e L 1. (.. vi T a. f71 e i- 1, c w

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Quick TR-55 VE r i.on. 5,44 `a/11-, 1,3.1,54600"9 Park 1
Re'1:.t. rn F-`regUc ncv; 1.00 Mears
TR--55 TABULAR HYDROGRAPH METHOD
' Tvpe II. Distributrior•
(24 hr". Duration St:or'fit )
E xecu t;ed - 07-20-1.993 06; 15 : 0
' Wa e::r'shed f i 1e - - Utz!T'VL ;f . MOP
Hydrogr"aptt f i 1.t:?I. - > t_1N VI-7 . HYD
UNIVERSITY PLACE
MECKI....c-:NB(.Jt G C'Ol_!NTY ., NC
7 ACRE OFF SITE
' 100 YE!')i, STORM EVENT. FILE i irk-r'VL_7
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-tP--~,5 TABULAR HYDROGR()PH METHOD
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(24 hr. Duration Storm)
Executed., 07-20-1993 0 .1.5.0;
Watershed ti_:1e; --> UN'T Vt_7 .MOP
Hvdr,o.cr'z3.ph tile- t1NTVI_7.HYD
UNIVERSITY PLACE
MECL*IIKLENEBURG COUNTY, NC
7 ACRE Or==F" SITE
10() YEAR S>i"ORM EVENT,. FILE UNi VLr'
Summary
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Return Fre-ctuencv: 100 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration ;:)term )
EXeOU ter1; 07-20-1993 06:15.02
WaterShf? d 1 :i1.e. UNTVL7 MOP
Hydro:graph file: --- t_iNTVI.7.HYD
UNIVERSITY PLACE
MEC;KL.ENBUR( COUNTY. NC;
7 ACRE: CIF:F` SITE
100 YEAR STORM EVENT,, F'IL.E UN'l l"t_ 7
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Return Frequency, 100 Years
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Executed- 07--410-1.993 06K 1S-02
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MECKLENBURG COUNTY. NC
7 ACRE OFF SITE
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POND-2 Version: 5.17
S/N,.
UNIVERSITY PLACE
ME"CIlKLENBURG COUNTY, NC
WE I' DETENTION BASIN WITHOUT UPPER WAl._.L
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UN CVER,'--3ITY PLACAE
MECKLENBURG COUNTY, NC
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Date:: Executed- Time Executed.

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' MECKLENBURG COUNTY, NC
WE I' DETENTION WITH OUT UPPED WALLS
POiwi) #i: 4. FILE UUNIVPL

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Da t.e Exe-cu tech : Time Execu t:e d
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UNIVERSITY PLACE
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POND---2 Version- 5.1.7 S/N;
Date Executed: Time Executed
UNIVERSITY PLACE:.
MEOM ENBt,.)RG COUNTY, N(-"
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Date Execl.lted,. Time Executed:
UNIVE RSIi'Y PLACE
MECKLENi3URG COUNTY, NC:
WE`T Dt `TENT'ION WITH OUT UPPER WALLS
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Date Executed;
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UNIVERSITY PLACE
ME C.,' ;LE:NBURG COUNTY, NO
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Date Executed.-
S/N-
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UNIVERSITY PLACE
' FOURTH In)ET DETENTION FOND IPJITHCll.JT t_1PP;-R vi l_.. I.._5
1.0 0 Y E R EVENT F. U I: I_ D C:? U T. FILE 4t .-f N I V R T?
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EXECUTED: 07-20-1993 06.24:S3 ON/OFF SITE Return Frei{: 100 Year
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POND-2 V&'-si.on-. 5.1 7 S /N. Page 4
1 ON/ OFF SITE Return eReturn ?'r??q? 1.00 vears
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Inf:1ovj Hydrogrca.p[-,: I-JNTVL222.HYD
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Peak 1.?:,r t.ti.on 631-13 ft

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UNIVERSITY PLACE
70% TREATMENT WET DETENTION POND
ONEHUNDRED YEAR STORM EVENT
POND INLET STRUCTURES CALCULATIONS

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-
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UNSUBMERGED 1
Table 8
Inlet control design equations.
HWi He Q M
Form (1) ------- _ ------ + K ------- - 0.55 ?
D D ADO-6
HWi Q M
Form (2) ------- = K --------
D ADo.s
SUBMERGED s
HWi Q 2
------- = c -------- + Y - 0.5S 1
D ADo.6
(26)

(28)
Definitions
HWi Headwater depth above inlet control section invert, ft
D Interior height of culvert barrel, ft
He Specific head at critical depth (dc + VC 2/2g), ft
Q Discharge, fts/s
A Full cross sectional area of culvert barrel, ft2
S Culvert barrel slope, ft/ft
K,M,c,Y Constants from table 9
NOTES: i Equations (26) and (27) (unsubmerged) apply up to about Q/ADo.s =
3.5.
? For mitered inlets use +0.75 instead of -0.55 as the slope correc-
tion factor.
s Equation (28) (submerged) applies above about Q/AD°-6 = 4.0.

11
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168 8,000 EXAMPLE II
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5 6
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Z 24 .7
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To use scale (2) or (3) project
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6
use straight inclined line through •
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t 8 illustrated.
2
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CTIYE GATE TiTt¢ KENTUCKY" Ei"e'- -
INLET CONTROL NOMOGRAPH BUREAU OF
3-77 4-510.6
c
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ISO - 10,000
(I
168 8,000 EXAMPLE
15,6 6,000 0=36 inches (3.0 feet)
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144 4,000 e 5. 6.
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D (h
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ry(
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.J eD in feet
a
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fW 36 30 HW ENTRANCE
W D SCALE TYPE F
a 33 20 a
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p 27 10 (3) Projecting j
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Q 8
z 24
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5 To use scab (2) or (3) project
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use straight inclined line through .6
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2
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12
-4-77
th F/bw /''; S'- r- 3
INLET CONTROL NOMOGRAPH
2.
1.5
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6
5
KENTUCKY EXI -K
BUREAU OF d_rIJ() f;

Use 3o f?%??r in J-a» off' s,al.`Jh4r kox
(AM
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_? ?Jvc? o?ro,?+ ?/:2?er 6aX riser iS 7 (. cf J

1

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rim
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156 I 6,000 0.36 incites (3.0 feet) 6 R'??
5,000 0.66 efs t\ (3)
)44 4,000 ?+w' MW
5. ?A 6.
132 I 3.000 0 (toot) 6.
(1) 1.0 5.4
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a (3) 2.2 6.6
108 a 3, 4.
*0 in feet
a
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500
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w 300
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Iw D SCALE TYPE LAJ
g
f a
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to slope 2 •6
U
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7 z .7
a 8
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6
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To use scale (2) or (3) Project
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C15111 III T?T:.E
3-77 INLET KC"-rA1 ocNelt OMOGRAPH
5
5

KENTUCKY E:""'
BUREAU OF 4-510.6

' University Place Mall, Inc.
401 Water Quality Certification Submittal
85 % Treatment Wet Detention Basin
July 20, 1993
This submittal is to comply with the conditional water quality certification
issued by the North Carolina Department of Environment, Health and Natural
Resources Division of Environmental Management on April 19, 1993. This
submittal includes this bound set of data and a total of 9 oversize blue-line
' preliminary design plan sheets. Preliminary reviews by NCDEHNR DEM staff
on three separate occasions during May and June 1993 have provided guidance
on this submittal. This submittal includes data and preliminary (not for
' construction) designs for a wet detention basin as a means of protecting
downstream water quality from degradation due to pollutant runoff from post-
construction impervious areas. Pollutant removal efficiencies of the proposed
wet detention basin and the general basin characteristics have been reviewed
' and given preliminary approval by DEM staff on June 8, 1993.
' General basin characteristics include an average depth of 5.50 feet, a surface
area at permanent pool elevation 621.5' of 1.14 acres. Short-circuiting of
stormwater shall be eliminated by the use of a pond inlet distribution structure
composed of header pipes and riser pipes. The bottom of the basin consists of
' natural subgrade soil.
Additional compensation to meet the 85% Treatment Guidelines of NCDEM
are proposed in the form of wetland mitigation at an as-yet to be determined
downstream location (see attached memo).
' Hydrographics and Pond Routing
The existing University Place property includes a watershed sub-basin which
' contributes directly to the proposed detention pond area (now a man-made
erosion-control catchment) consists of 46.16 acres. Existing ground-cover is a
mixture of woods, brush, and meadow grass, and a minimal area of pavement.
' Stormwater runoff from this watershed sub-basin flows into an existing 48 inch
reinforced concrete culvert. Peak runoff was modeled by use of QTR 55,
Version 5.44. Peak 10 year runoff volume for the pre-development hydrograph
' is 172 cfs.
The northern portion of the pre-development property consists of a watershed
' sub-basin of 8.90 acres. The existing storm runoff in this sub-basin is directed
to an existing 36 inch reinforced concrete culvert under I-85. Proposed
development will include diversion of this drainage into the proposed wet
' detention pond for water-quality purposes.

I

t

I I

Off-site drainage is now flowing onto the University Place property from areas
south of W.T. Harris Boulevard. Total off-site drainage area is 57 acres: all
this stormwater flow is being directed into the proposed treatment pond. This
runoff will then flow into the existing 48 inch culvert which will also receive
the reduced discharges from the treatment pond.
Based on the proposed final grading plan, total developed area which will
contribute to the proposed detention basin is 51.30 acres: pervious area is 3.95
acres (mostly roadway medians and landscaping), and impervious area is 47.35
acres (see attached table of pervious area). However, this study considered
that the entire 51.30 acres is to become impervious. Curve number CN95 was
used for hydrologic considerations. Post-development peak hydraphic flow for
on site and off site acreage to the treatment pond is calculated to be 401 cfs for
the 10 year storm event and 615 cfs for the 100 year event.
Routing of stormwater through the treatment basin was modeled by the Pond
2, Version 5.17 by Haestad Methods. Routing for the 10 year storm yields a
peak pond outflow of 199.66 cfs. This post development discharge is 53 cfs less
than the pre-development 10 year storm flow for on/off site acreage. The 100
year out flow is 336.81 cfs.
Flow Through The Inlet Distribution System
The proposed inlet distribution system is comprised of a header piping network
which feeds storm water to a series of vertical riser pipes. These risers are
designed to prevent a short circuit from pond inlet to pond outlet. This system
provides for the general movement of incoming storm waters.
The calculations for the inlet distribution system considers the peak
hydrographic inflow and pond attenuation elevation for the 100 year storm
event. The peak inflow and pond attenuation elevation have been calculated
for the peak inflow hour of 12.10.
1"Storm Discharge
' Runoff depth for the one year storm is 0.56 inches. Volume of the 1 inch storm
from the 51.3 developed acres is 2.39 ac-ft. The stand pipe crest is designed to
the 1 inch rain storage volume elevation.
Average out flow rate of the 2.39 ac-ft through the proposed 4 inch discharge
tube is 0.4 cfs. Average time of discharge for the 2.39 ac-ft is 3 days.

0

1
General Notes
1. The on-site drainage area to the wet detention basin is 51.3 acres.
2. The runoff from the upstream off-site drainage area will be collected and
piped into the wet detention basin.
3. The maximum, reasonable on-site drainage is shown to be diverted into the
wet detention basin. See sheets RG-1 and RG-2.
4. These plans consist of only the hydrologic design for the water quality
mitigation pursuant to the 401 Water Quality Certification approval. These
plans do not address other engineering aspects, including but not limited to
foundation design, structural design, and geotechnical design.
Wet Detention Basin
1. The surface area of the wet detention basin is 1.14 acres.
2. The average depth of the wet detention basin is 5.50 feet.
3. The, wet detention basin has capacity above the permanent pool to retain
one inch of surface runoff for control of the 10-year runoff. Discharge
volumes from the basin shall be less than the pre-construction volumes
based on this design.
4. The bottom of the wet detention basin consists of the natural subgrade soil
materials.
5. Security fencing is to be provided around the wet detention basin. The
entrance is to be gated and locked.
6. To prevent short-circuiting, the inlet distribution system is designed to
move all of the incoming storm waters toward the outlet structures.
Development runoff Areas
SUBAREA PERVIOUS IMPERVIOUS TOTAL
AAA 1.14 ac. 15.46 ac. 16.60 ac.
BBB 2.24 ac. 14.06 ac. 16.30 ac.
CCC 0.36 ac. 9.14 ac. 9.50 ac
DDD 0.21 ac. 8.69 ac. 8.90 ac

C

UNIVERSITY PLACE
85% TREATMENT WET DETENTION POND
TEN YEAR STORM EVENT
u

Ouick TR-SS Ver.5..44- S/11,11:1315460089
Executed: 09n 51:4.6 07---,-',0-1993
UNIVERTISITY PID)CE
Mf=CKL.LNBt. RG COUNTY, NC
AS IS C ONID.I' T I ON AS OF MAY 1993
FTLi:_ L.iNIVPL
RU('.C=1FF k2UPVE NUMBEE R SUMMP)RY
C? e c r....t 0 t. n o r < acres i t {ra e<-, t° t. e c
700 82
is B 4.. 6 4_ ;
AP" 31.94

Quick TR-5S Ver.5.44 S/N.131.S460089
Executed: 09:51..-46 07-20-1993
UNIVERTI:SI TY PLACr:_
MECKLENBURG COUNTY, NC
AS I:5 C:ONDITTON AS OF f°1AY, 1>"
FILE UNlVPL.
R -JNC)f= CURVE": NUMBER D,,2,,Tl,
C;omr)osa. to Ar F=.a , C
R f= ,_a N
a..'`;re -_ i
0m F'0.Y>

0) D
(., . _ _ _ _ ;.,

wC)r

Quick "i-F'--5'_') Ver-.5.44 S Nz 1.:5.15460089
Executed: !S:19.-2'7 07-14--1993 tli'•dT'VP , 1'C T
f ir.C,1<:LENE;URG C*0lJN Y NO
AS SITE C"ONDITI:ON r`?`:> OF MAY 1.0 YEAR STORM EVENT. F 1:L-E UNI'VPL
T" ,r : C i) I E? l_J .?. f , ..i. ]: C.l h•! FOR,- CC
aHEE:T FLOW (Apr)1.:ica.!a:le• to Tc or?l v )
Secimer?t. ID 1.
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r",

QLJick TR-SS Ver".5..44 S!N 131S460089
Executed: 1S:19:2-7 07-:.i.4-1.993 UNI'VPL..TCT
UNIVERSITY PLACE
ME CKLENE3URG COUNTY, NO
10 YIE-AR iTORM EVENT , FI.L._E L!NIV PL_
T c GO("IF'UT G:{T I0N`,_:i FOR'., (:3B
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E;<ecuted, 1.5:19:27 07--14 -19,-313 UP IVPL.TCT
UNIVERSI'T'Y PEACE
ME=:C KL._c:NG(jf, CG COUNTY, NC
AS 15 SITE {*ONDI T I JN AS OF MAN . :i.993
1.) YE=..AfR r?iT011',`.M E=VEi,T., FILE t..JNIVPI....
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Executed: 1.5;19.27 07-14--1993 UNIVPI._.TCT
Cli
I SUMMARY SHEET FOR Tc or Tt. COMPU`tA'TIOhI8
(Solved for Time w'-nna TR-55 Pl t:h',cds )
UNIVERSITY PU)CE
MECKLENBURG COUNTY, NC
A IS SITE CONDITION' AS OF MAY .ca
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Executed: 1S:27:40 07--14-1993
Ui°MARY" SHEET FOR Tc: or Tt. C:OMPUTAT IONS
(Solved f' C71" I :i. nn e u ` :t. n CX
UNIVERSITY PLACE
IS CONDITION AS O r1AY 1993
10 YEAR ::y"1ORM k=`dF=-NT. FILE l.)1`,IVP
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Executed: 15 27:4(? 07-14-1993
UNIVERSITY t='I_ACE.
ME(IlKL_E114BERG COUNT, Nt:
is CONDITION AS OF MAY, 1993
10 YEAR STOPM EVENT FILE UNIVR.
Tc or Tt DATA
Sl.)bcD,I,"E C(.:
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Quick TR-55 Ver.5.44 O/N.1315460089
Executed. 09:52:54 07-20-1994
UNIVERSITY PLACE TOWN CENTER
M CKLF_I',IBURG COUNTY
50 ACRE OFF SITE DRNG,. FILE tJNIVERPL.
RUNOFF CURVE NUMBER SUMMARY
Subarea Area. CN
TD esr..:rirp t:iort (acres) { vie.j,ciht,ed )
ST:?, LE AREA 50.00 82

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Quick TR-55 Ve.r.5.44 5/N:1.315460089
Executed., 09.S2-S4 07-20-1.993
UNIVERSITY PLACE TOWN CC=.N'l'ER
50 ACRE. CAFE SITE DRI"AG. FILE (..)NIVERPL
RUNOFF URVE Ni_1MBER DATPi
_'om,)os°t to 'Area-. SINGL..E AREA
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Quick 'TR--SS Ve:r'.5,44 >>/N:13:1 .5460089
Executed- 1.5-.21:16 07-14-1993 U1,!1V RPL.T%T
U_ ,!IVERSITY Pl-s"aCE
MIC"OKLENBURG ('01-PITY, NC
1.0 YEAR STORM 'VENT-., SO ACRES OF-F" SITE. FILE UNIVERPL
T<~ {?OMPUTOTIONG FOR- SINGLE (-AREA
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Executed; 15:221-.16 07-14--1993 UN:C' ERPL-.T< T
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Quick Tip--.55 'der .5.44 S/N: 1:5154,600€ 9
Executed- 1S:28-.48 07-14-1993
:_sUi•:1MARY SHEET FOR l"c or, 1'f.;
(Solved for T:irne usi.rlc;
UNIIVEREI.TY PLPlC,,E
i°iE:C KL_ENBURG C OUNT CIF , N
50 ACRE OFF SITE TRAVEL FIME AATA"
10 YE-AR STOf:i`1 E VE"NT FILL'. t_!NI"FVL!50
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Quick TR--55 Ver.5.44 S!N:1315400089
Executed. 1.5;28.48 07-14-1993
UNIVERSITY PLACE
ME:: kL.{= NBURG C:Ol..JNTY, 11C
50 ACRE OFF SITE TRAVEL TIME THIN) AAIA.
10 YEAR STORM EVENT. FIl._.E:: UNI1'Vl._50
T. c or I 't D A'1' (,'3
DESCRIPTION
50 A !.at=F SITE
LENGT •1 VE I...C.Ji ITY T1M
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Quick TR_.55 Ver.S,44 /N- 1.1S4600F39
Executed. 1.5 ; 10 13 07-14--1993
UNIVERSITY PLACE
MECKLENBURG COUNTY., NORTH CAROLINV'?
7 ACRE OFF SITE I',RNG. FILE UNI VEPLA
RUNOFF CURVE klUMBER SUMMARY
Dom. cr:tr)t.ior-, -..t_acres -) - e-a.?q
7 A OFFOITE 7.00 r_'
1
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Quick TR-S5 'vc_.r. 5. -1.4 SJN; 1.315460089
Executed: 1`j:18,, 1:3 07--14--1993
UNIVERSITY PLACE
MEC;KLENBt_7RG COUNTY, NORTH CAROLINA
7 ACRE OF SITE DRNG. FILE UNIVEPL"
f--,lUNOFF CURVE NUMBER DATA
t, r- a.. J I

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13 r) C.,
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10 Y EARI SC 0 FWi EVENT ACRE OFF a i. T E. -f --,_" -. r•. l: '`' ,_ ,
Tc C.-OMPUTATIONS FOR: SINGLE ARE
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Executed- I.5 : -,-,9 ; 45 07-14-1993
i
`,;IJP'!L`,FAY SHEET (=-0f; T?_ 1?i; r?w0i'(?-(..!T's=a;?T(:7 f? ,:.:.
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UNIVERSITY PLACE
M`::1. KL._LI` BURG i:'(:a(JN'I.Y III?
r L:?r_- OFF :T(_ ..f RAV I_ Tj`,1is_ 1 LiF<a_I ,.:
10 Y -P,,R STORM E'v!= N'T. L_..I:L_.E (Ml 1'"V( .r.
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Quick TR--55 Ver'.5.4,1. S/i•1:131,5460089
Executed 15:29-.4S 07--14-1.993
UNIVERSITY PLACE.
MECKLENBURG COUNTY, NC
POPE OF=F= SITE TRAVEL. TIME I HRU AAA
10 YEAR STORM EVENT:. FILE t._!NITVL..7
Tc or Tt DATA
DE ?. 1y I PT 10N
7 ACRE:: OED 1'TE 'F_IRli AAA
LENGTH VELC.C I TY T1.I'lE
(feet) f t./sec ) rn n u t e h o u ri
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Quick TR-55 Version: 5x44 /N: 131,5460089 Rac.,e 1
'
et.ur-n Ft-emie.nc;v- 10 year's
n
TR--55 TABULAR HYDROGRAPH METHOD
T"•/Pe; 11. Distrit:)t_f t.ir_ n
(24 hr`. Dur"at.ion tern!)
Executed, 07-14-1.993 15-.30:58
' dater heci f i 1e : > UNIVPL.. , MOP
Hvdr`cgrak:'h file- t-jNIVPL..[-IYD
' UNIVERSITY PLACE
ME:C KLE'NBURO COUNTY NC
AS IS C'ONDITION AS OF MAY, 1.99,3
1.0 YEAR STtal"zM EVENT. FILE t-?I`JI )PL._
? , . Input Parame ter`sL; l.ised to ",r7'r pi,.i to Hlvd,... qr Fm in
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Quick TR-a- Version. 5.44. f"/N- 131",46-0089 P?.cge 2
Return Frequenc%i: 10 •v'tears
'1'R-SS 'TABULAR HYDROG;RAPH METHOD
Pv e IT. D :i. e t. r i b a t.:i_ o n
Exc- c,a.tcl. 07-14--1. 193 15, 30, 58
yalr<;,qr p "i f i1e: t_tNIV L_ HYD
1Jjl\HVFRSITY PLACE
MECKLICENIBURG COUNTY, NO
P,S I'S C::0I'dD 17 1:01`d OF MAY , 1993
1.0 YEAR S'T OPM EVENT . FTL F--- UNIVPi_
?:i l.! i 1 I`(l f' y C f S 1. 10 a r ce, a I I- f, I e (:. C) P c ?.1/ . <:
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' Q,Uick TR--55 Vers:i.cn. 5.44 S/N:. 1,315460089 Patc e 3
Return Freaule'tcv, 1.0 Mars
' TR-S5 TABULAR HYDRCIGRl,iFAH METHOD
( 24 hr. DUr°ticri Storm)
' Ext:3Ct. tee 07-14-1997) 15 0..5£3
Watershed UNIVPL. .. MOP
Hvdrogjr"aph t i lx. UNI'VPL_ . HY1)
' UNIVERSITY PLACE
MECKLENBURG COUNTY, NO
f)S IS I ONDI I ION (AS l.)i` MA.Y, .1`99
10 YEAR `.STORM F"'VENi FI.I__E UNI',JPI.-
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Quick TR--55 Ve;rsion 5.44 1,31S460089 Page 4
' R, e turn Fr, e goenr.'v- 10 vear's
T'}.-:}S TAUI_ HL YDROGRAPH METHOD
' -T'b pe~ II . D1str'1.ba1:",10r'1
(24. hr. Duration Storm)
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UNIVERSITY IZILOCE
P~ EC;KLI•^N UIIC, CIO(JINTY, r••!C;:
AS '15 CONDITION AS OF 199,-5
10 YEAR SI' 01? rte! EVENT FT I._ E t _! -,I V P lL

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Quick TR-55 Version: 5.44 S/N: 1315460089
Return rrecaue n(:-. y
TR--S5, TABULAR HYDR-C)GRAPH METHOD
T-,/;.,)e TT. Distrit_iut.ion
('-)4 hrDL.Ir-ati(:)17 Storm)
Executed.-. 07-14-1.993 1.5.30.58
Wa.tershed i ile, -> UNTVPL 'MOP
Hv(Jr`ogr,3pt') file. --> UNTVPL.,HYD
t. NIVERSI'T`( PLACE
M,'%--(.'KLENBUPG COUNTY, NC
T` (-) NI D T T T O N A OF MAY, 1. S) 9 3
10 YEAR STORI I EVENT. FfLE t_1N1VPL.
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Quick TR-55 Version- 5.44 ?/N- 13]..S460089 Paq 6
Return E regUenc;v - 10 vear5
TR--5'5 IABUI..AP HYDROGW'iPH METHOD
Tvpe II. Distribution
(24 hr°. Du t at.ion Storm)
Execu tee 07--.1.4-1,993 15.30-S8
Watershed f7.:le-. > UN! I v P L .MOP
Hvdrograph f i'le ; - UNIVPi.. HYD
UfdIVE f,' yIT"Y PLi''
COUNIT`(., NC
AS IS C:iND:ITIOH AS OF MAY, 1.99:
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I Quick TR-5E Version- a.44 S /N- 13I.S4 0089 Pa(.l I
Return F"r'ecwencv- I0 vears
T R--55 TABULAR H rTR(- GRAPH ME !--IUD
' T%/pe II.. D3..stri.buti-cr
('124 hr, Durata,on Storm)
' Execu t;ed,. 0"i -- 14-- 199A. .S ,. ,":,,4 07
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UNIVERSITY Pt-.ACE
NECKI-ENIBURG C;Ot. IT'Y , NORTH CAROLINA
10 YEAR STORM FILE l±1`dIVErtPi....
' 50 AC GUFF SITE- DRN(-', . UNIVERPL.-
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;t. STORM EVENT FILE UNIVEIPPL,
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Quick TR-55 Version; 5.44 S/N; 1315460089
Page, 3
Return Fregl.a>~r(cv.- 10 vc.ar

TR-S5 TABULAR HYDF,)OGRAPI-I METHOD
Type II, Di tr° .bu i_cr_(
('2'4, hr'. Duration Storm)
F_xe r;u tecJ 07--14--.199 3 IS; 34,07
Water"s hed fi.Ie>; _..__ lJNIVERPL.1`"1OP
W/(--!rogrx)h f i l_e.; ----> UNI'VERPL. HYD
UNIVERSITY PLACE.
M}=,( KL I-_NLUfi G ('OUNTY, NORTH
10 '1'F: "iR EVENT. F 1. I.- VE. R,Pi
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Return Frequerlcv; 10 years
T R -5':_; -f-G,,, iu I_.PiR HYDR0GRs``,°H Mz: THOD
Type II. Distribution
(24 hr. , Duration Storm)
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PLACE
CCiUi'ITY., INORTH CIAROI_.INIA
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Quick TR-.55 Version: 5.44 /N-. 1315460089 Page 5
Return FreGuencv. 10 v e,.-ir=.
'FR--a5 TABULAR HYDROGRIAPH METHOD
Tvpe II. Distribution
(24 hr. Dur-at.iort Storm)
Executed- 07-.14-1993 15.34-0 7
Watershed file: UNIVERPL.MOP
HVClr,ogi apt,,, file. --? UNIV'ERPL., HYD
UNIVERSITY PLACE
ME KL.ENBt.JRG COUNTY, NORTH CAROLINA
1.0 YEAR STORM EVENT. FILE UNIVERPI
SO PC OFF SITE DRNG.. UNIVERPL
Time, F1.ot/,i
(hrs) (cte)
1.8.6 4
i. E> .. -7 4
1.8.8 4
18, 9 11
19 t_) 4

i9. 4
1.',' . 6 3
1.7
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19 3
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2 6
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24 C)
4 , 1 i.
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i.6

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Quick TSB-55 Version.- S.44 S/N 131,5460089 Page t
' Return Frec:ul.,.nc:v. 1.0 years
T P-55 TABULAR HYDPOGRAPH METHOD
' Type II. Distributi,or,
(.(.24 i1r. ,. Duration Storm)
'
Exer,"u y.
l..l.d - 07-14-- 197) A.5 5(S: 3'e-
Watershed file: -> I.INIVPL.. 7 M01P
Hydre~graph t i.7-e : --> UNIVPL.. / . H` f)
' l_7('\fI'VE°.K'SITY PLACE TOWN CIEN 'EP
ME CKL NE3UI' G COUNTY
C',I--,'-'PR_OTTE, NOPTH CC-ROI_INA
' 10 YEAi `NORM EVENT. 7 ACRE Of=F=:-iITF_:. F=II_..E UNfV1'-'L.7
--'----'-'---...-._..--->------I_npt.l t
- a c3.i
-'--i--- - ------Used ------
Subarea AREP, ClIki Tc + i t_. Preci-p. Runoff Ia/p
Descrirat:.:ion (acres ) t hr°.) ; I'°r s, -in) (in) input:./used

' T1-•?3 v,- I t t!`' f r om i. bar"t=''?a (..,,,u t i `' 11 1.o C:o1"";:>C 1 t F v i , ;tit-'. .rlt ? '( 3.
tJ C?1 i
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h ") l f"ir' i t ! i t r ( i Ic qe
..... -_ a., 0.S ]`` (1 (-! l1 ..1j ,?(•, .. titF(.?..-1-a

fl

Quick TR-55 Version: 5.44 SlN- 13IS460089 Pace 2
Return Frequenc:v; 10 years
TR--S5 TABULAR HYDROGRAPH METHOD
Tvpe ll.. Dist.ribUtior,
(24 Pir. Duration Storm)
l:_ xecu t.ed 07-14-1.993 1. .`.:7:3(-,J2
W ,_- t. s r- 's i e c! - a l e: ---- , t 1 N I V P L- -7 . M O P"
Hv (Ir"c_'gr" r) h f i .r: .. -. -, UNIVPL.7 .HYD
UNTVE RS- T`r' PL3)CE TOWN CENTER
MECKL.E.t'JBURG COUNTY
rlL-!r R!.-.OTT+: ., NORTH CAROl_INIA
YE=.AFI.. `3T0f',3 i EVENT, i ACRE OFFOITE. FILE UfAIVPL7
- --- ---- ----
Pe.a.!,< U-i st)ar,ie at Time to Peak, ,?t.
om <_) i_t,e 0 k..1t.fa1,1 omposi.t,e Out.fI :!
„ 12.4
--- -~ '-
27 12 4

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7
d

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Quick Tip-55 Version.. 5.44 S / N : 1.315460089 Page, 3
Return Fr'erALlencv: 10 gear
Ti;-55 TABUL_(, MR HYDROGRAPH METHOD
Type II:. Dig tributic')n
(24 hi-. Duration Storm)
{' xiucut.ed. 07-14-1993 15,36<3...
Watershed file.- L)N:f'VPt_.. 7 MOP
Hvdrcgraph f i le . -- r tJNIVPL.7. HYD
UNIVERSITY PLACE TOWN C ENITE R'
MECKLENBURG !BOUNTY
CHr,RLOTTE, i'\IOG:TH ':AROLINA
10 YEAR STORM EVEi'IT.. 7 <? RE Oi=F"aITE". FILE UNIVPL7
Cc?rn;acr=
i ,.i 'a r € a 1 1. Cl 11. 31
1. 1
7 AC. OFF SITE
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1 3 ?: 1 1 ! 3

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1
1
1
1
1
1
Quick TR-55 Version- 5,44 S/N. 1315460089
h(?turn F"re=quencv:
Tf --55 TABULAR HYDROGPAPH METHOD
T,,/Pe T.T. Dis,tribut:i.on
(2,-. hr.. Dura.t:°l.on ;3torm)
(=xec.",t.!t.ed. 07- 1<11.--1.9 9 > 15. 6 3 2
Watershr=:d file: - ? (!NI'•Jf)I.7 ,MOp
H•,/dr-ogr•a.ph i=7.le: , -._> UP.l',1PI..-7 AAYD
?.1 N .C 'til F:. R S II Y [: f.. fi•i i?: -1.. O W N v E N TI-E R:
hJC)R`F HII CAROLINA
10 7 STORM EVENT. l=? vi:. OFFS3.1. 1I , ` li..E
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Quick TR-SS Ver=.ion° .44 S /N 131. 460089 Page 5
Return F=r..equc=r-cy- 10 years
TR--5S TABULAR HYDROGRAPH ME THOD
Type II. Distribution
(24 hr. Duration St_.or`rTr )
Exe(:-.(i ted ; 07- 14--1993 1.5 ;. 36 ; 32
Watershed fi1.e: ---> UNIVPL7 MOP
H%/dre,gra.ph UNIVPi._7.HYD
UINI'VERSITY PLACE TOWN CENTER
MEE:CKLENBURG COUNTY
CHARLOTTE, NORTH CAROLINA
10 YEAR )TORM EVENT. 7 ACRE O FSITE, FILE UNIVPt-7
T 1. M e F° I t) tnt
t hrs) t off )
18 6 1

?. 5 1

20,0
1..

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20, l
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POND-2 Version; 5.17 O/N:
Exe cuted 07-1.4-199; 1.5-.41:.40
Data, directorv: *.HYD
File Summarv for Cornnosi te H'vdrocirar-)h
i i11)e UNIVPL. UNIVERPL UNIVPL_7 UNITVL20
t. hir_s i cf s i (cfs) ( C;fs
)
( To tal.
11. 00 5,.0 4..0 1.0 10.0
11.10 6.0 5..0 1.0 12.0
11..20 6 0 5.0 1,.0 12. C)
1.1.. .. 0 , .i1 6.0 1..0 14.0
1.1.40 80 7.0 1.0 1.6„O
1:1, ,: S() 10.0 7,0 1, .0
11.60 1.1 ,C) Es :: C? ' ,0 ' "0
1.1-70 20-0 10.0 1. 0 > D. 0
11..80 6K0 11.0 C1 4.9 0

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1.2A;0 16 7 0 -.-S -7 Cj
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Page 1. of 4

POND-..2 Ver si.on. 5.17 `.i/N
Executed 07--1.4-1993 15 ,41.40 .
Data c17_r-ec:tor°v: *:.HYD
Fi:1.. t- Sumfnar.v for C(?m C_si te Hvdr°opr aph
UN.1V4=%L.. l)NTVERPL 1.) N'IVPL_7 (.!NI i VL....2C)

15.00 7,0 8:0 1..,0 16:.0
.15,1.t:? 7.0 8.0 1.0 16.0
1.S.2Cj , C? 8.0 1. .0 16 0

.i. `? . 4 (.) 7.0 1.. 0 1.111"'0
1. 111 . 5 C? E , i) 7 .. C) 1.0 14 . 0
1,s.60 6.: 7.0 1.0 1.4.,0

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1. 0 Ca.0 1 .. C? 1.:i.(.)
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10., 0
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4 4.,

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Pape 2 of 4

POND--2 Version: S.17 °::S/N:
Executed 07 -14-1.993
.
1S:41.40
Data di_r-e<.,.tor" : *..HYD
File 8ummarv foi- Cornposate Hvdr'c)t::,r°?):ah
1 T i_IT]e UNIVPL UNIVE_RPL. UNIVPL.7 UNITVL20
(t°!rs (cfs (of s) (cfs) (Trtal.)
1"?'.1tJ 4.,0 4.0 1.0 9.0
1.9.20 4.0 4.0 1...0 9..0
10)30 3.0 4.0 1.0 8,0
' 19A0 3.0 4. O 1.. t::! 8 . (:)
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Page 3 of 4

POND-2 Ver's:ion.- S.1.7 S/N:
Exec teal 07 --1.4-1.993 1 S :- 41: 40
Data d:i..re:c;tor>>= _ *. -IYD
F .i,Ie S u.inmar'Y for '.c)mk:) s'i. te I- dr°?v)ratr) h
Time 1.1i\.T.v PL UNlVEf?PI_ 1...NI'dPL<-7 UN11'VL_20
( hrs :) { f-fs t C..f r,fS) Total
23 . 2'C) 1 . 0 ? :. 0 (D. 0 .0
23.30 1.0 2, 0 0. 0 3.0
23.44 1 .0 2.C) 0_.0 `.0
23.50 1.0 2.0 0.0 .3 .0
23.6C) 1.0 _.. 0 C?_t) 3.,A
;3.70 1. .0 _.,0 0.0 3,0
23. 0 1 0 t 0 n 3. C)

24.00 1..:. 0 G..:. 0 0 .. (.) 3.. 0
4 ...1. 0 1 . 0 :. 0 0 .. Ci 0
24. 20 1. 1 .0 C.

12 4 S C)

Page 4 of 4

QLJick. TR-S5 Version: 5.44 S/1"gin 1.315460089
Page .1.

TR-S5 TABULAR HY'DROGRAPH METHOD
Tvne II Distribution
(.24 hr. Duration Storm)
Executed: 0;`-14-1` 9-3 1.5-'45-Z)S
Watre~rshe.d fil.r --> tUNIPL_W SD.W aD
Hvdro0r ph file- UNIPPIPE,HYD
UNIVER'SI T Y PLACE - 10 YEAR STORM ':VENT
MECKLENBURG 0C:)UNTY., NC
Bt_l:l:l_D OUT HYDROGRAPH THROUGH PIPING SYS3'TEM
7. npt_i t. Par ; .,. m c-_= .t' e{,.. s Used t. a w c) r r rm.it>u f-i ?•? ., r° o i{,.. a, -)

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t_)BARE:A, AA&I 1.6 < 60 0.10 0 :. 00 5. 00 4,42 1.02 1.0
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Quick TR-55 Version- 5..4 1N: 1315460089
TR-55 TABULAR HYI)ROGRAPH METHOD
T pe II Di. tr"i but;i.on
(24 t- r. D u f- a. f_. i o n O o f,.. m )
E::xecu t.ed : 07-14--l-993 I5 4S - 35
Water-shed f i.I - -- . l±NIPLWSD . WSD
Hydr,ograph fi.Ie-. ---> t_1NIPPI:PE..HYD
UNIVERSITY PLACE -- 1..C YEAR'. STORM EVENT
ME::'; KLENBURG COUNTY, N'
BUILD OUT !-IYDROGRAPH THROI_!GH PIPING SYSTEM
Page 2
.>, ::i lfflfl?'.i" of 'z3,u' area t:1f71r to Peak
Peak Discharge at Time. to 'Flea.k at.
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' Quick TR-55 Version: S.44 8/N: 131/460089 Rage 3
TRI--S5 I.AI31_IL-f: R HYDROGROPI-I METHOD
Type 11 Di. - t.ribu t.i-can
i.'_'4 hr. I)ur at ion S t<-,)r"rn)
E tic,ut, ci.. C)7-1.4-1.9`:33
H*`rcarrr,graph fi_I{:; UNIRPTPE HYD
UNTVER I T'Y` PLACE - 10 YEAR STORM EVENT
MECKL.E NBURG COUN-IY., NC
BUILD OUT HYl:iRC-jGR()PH THROUGH PIPING SYSTEM

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' Quick TR--55 Version: 5.44 `S/N- 131540089 Page- 4
TR-55 TABt-ii_ AR HYDROGRAPH METHOD
,F%/Pe II Distribution
(2114. hr .: Duration Storm)
Executed: 07-14 -- 19, 9,3 15; 45 - 35
Watershed UNIPLWSD:IASD
t=ile;;
' HyUr('.)??ir"ap --'
h f_r1e -, UN.IPPIPE.HYD
UNI VERSITY PLACE -- 10 YEs')R Sl'OW1 EVENT'
ME_CI<LENBURG COUNTY, NC
BUIL D OUT HYDROGRAPH THFlOU01--i PIPIT,!! SYSTEM

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Quick TP-55 Version: 5.44 SM- 1315460089
TR---55 TABULAR HYC.)F?OGI'APH ME"iH01),
Type T:1: Distribution
('214 hr, . D(_rr°at d on 3t.or°m )
Exect.ltz~ (J 07-14-1.993 15-4S-,')S
Watershed f :i le: -- > UN I. Pl-WSD .. W sD
Hydr'ogrMa.p: '- file-, (NIPPIPE:. -IYD
UNIVERSITY PLACE - 1.0 YEAR, ST OR M Ek--DENT
R,1ECKL_EPsiBURG (::l-NTY., NC
BUILD OUT HYD(?iCi??RAPi.i THROUGH P..PI:i\lG SYSTEM
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Quick TP--EIS Version: 5.44 /N; 1315460009
T R-55 TABULAR HY'DROGRAPH METHOD
Tyr)e II Distribution
( 24 hr. Duration Storm)
ExeCL.l t,ed: 07-14-199-3 1.5 -, 4.5 .:)5
Watershed f i l e -- (JN I PI-WOD . WSD
H Uraclr-a.r)h file: --? UNIPPTPE.H'YD
UNIVERSITY PLACE -- 10 YEAR -FOR11 EVENT
ME.CkL.ENBUPG COUNTY, NO
is UI):i.-D OUT HYDROGRAPH THROUGH PIPING SYSTEM
T i m p: F 1 cm,,i

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18 6

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Page 6

POND-2 Version.- 5.17 S/N:
ExeCUted 07 -14-199: 15:50:37
Data dirsctcrv . .*.HYD
File Summarv for C;ompo,)-.i te i'vdreC grais)h
Time UN:IP P:1:P UNI:VERPL.. UP11VPL7 UN1T'dl_.22
(hrs) (ofs) icf's) (c;fs) i-i- ntaI
11.00 9.0 4 :. C) 1.0 111.0
11.10 10.0 5.0 1.0 16..0
11.20 I1 . 0 5.0 1.0 17 . C)
1.1.30 1 11.:: 0 6. 0 1 :. 0 19. 0
1.1.40 14..0 7,0 1.0 22.0
11.50 16.0 7 C) I C.) 24
1 60 18.0 8.0 1 0 C.
11.7C-) 52.0 Lo.o 1.0 6:3.0
11.00 85.0 1:i.. () 2 . 0 98 . 0
1.1.:.90 119..o 1.3..0 0 134.0+
1-41.00 229,0 ?..'`? .. C? 3. 0 252. 0

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POND-2 Version. S.17 S/N
Date Executed" T'iffle Executed-
UNIVERSITY PLACE
M E'^ K t__ E N B t_1 R G COUNTY, N +._:
WE.T D T°ENTI0N WITH 0t...JT" UPPER WA!_!.._S
:**.:**1c******.*:******:*.*, *:******.**.* * * *
t::CJNP00IT"E OUTFLOW `,::)l._J'IMAPY *f?
E1evdt,ic_:+fl ( f 41" G=4 C <?f s) t:. < t tr•ib u t-. n 3tr°u c; t;ar'e._
621 . 50 0.0 i
612- . CIO 0. 3 1.
6'22 . `JO (D.. 4 i
623.00 O'S 1.

624.50 ?3
6 2 00 9 6

C', ,? 6 !_7 ?..,' 1. `, (..) . ;;I. 1. "1" ....

6 !57- C-1 64

3 50 12 -5
9, 00
2 9

434

i
Outlet. S3truc'ture F:ile 2UNIVPL_ .,OTR
POND-2 Ver :i.on.-- S.17 /N-
Date Executa.ecl. Time Executed:
UNIVERSITY PLACE
ME CKLi-.(` BURG COUNTY, NO
WET DETENTION WITH OUT t_!RRER WAL.L_S

(.,.)utlet. `.'.3)tr'°aCtur-e File; 'i_!NIVPL_ „O"FR
Pl,.n:!.meter° I r°.oat. File- 2UN7VPl._ VOL..
Ra.tir°,c,:; 1'4a.k)lc-_: 0-it.pat. ile;. UflIVn(Jf,1D.PND
Min. Ele`r,(ft.) 621-`:i 11,.3.x. Elev.(ft) = 632. Incr..(ft) = S
A d ,.:1:i. t c::? r° ?;( :l l t_ ? ,::a +, :i c r"', ; i t. j 1, r•, be i, ri c:, l u d ed in t ab l c-
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t JN"; I- V , P N D

OLItlet, Structure F=ile; 2UNIVPL _ STR
POND--2 Version: 5.1.7 O/N;
Date Executed- Time Executed:
UNIVERSITY PLACE
MECKLENBUPC COUNTY. NC.
WET DETENTION WITH OUT UPf'-)LEP WALLS

Otructure No, 1 <<<<<<
I. n o a t. D t,,-:;3. )
ORIFICE
0 r"]'1.C;i t - B c;:.cca c:?f" l=Y";.3 ',r'id DI;u fTi F: .).C-' 3.t.L .. r.,i
E 1. e l e3 v.( f= t j 6"21 . `-i
D ca t l_! (1 I v ,. t f t:
Orifice ,',. i 'L) 7

Outlet, Structure File- 2UNIVPL_ OTR
POND--2 Version: 5.17 S/NI-
Dat:.e Executed- Time E xec;u te-c
UNIVEP TY PL_OC:E
WET DETENTION WITH OUT UPPER WALLS

>>>x>> St.r'uct.ure Nc;. 2 .:
( I:rt: Dat a..
STAND PIPE
,_i t,--. n dil P, . p e v.J :1. . f"1 t j e 1. r, c.) r.. <1 r- f i c_, f i. <) lFa
f t'

Outlet. Structure File. 2UNIVPL yTR
POND--2 Version- S.17 S/N
Date Executed- Time Executed
UNIVERSITY PLACE
ME.t:;KLENBUR t:;Clt. NTY , NO
WET DETENTION WITH OUT UPPER WALL

>>>: Structure No. 3 <<<<<,"
( Input:. Data)
VdEI!<:--V R
W ir° - Ve rti c;<a:1. R e=cta nciu1.ar
E1, eIe:v.(fP:.)? 63i:?
E2 e:lev. (f t. )':l 632.001
Weir. coe,ffi.c"ie n ;? 3.0
Vaei_r elev.(ft.)? 630.0
1._engi':i°t is ft )? 3 i
i.' `y t e t'
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Outlet Structure File. 2UNIVPL. ST'R
POND--2 Version:. ~'a . 1.7 Of N -
Date Executed, Time Executed:
UNIVERSITY PLC'ICE
MECKLENBUR.G COUNTY.. NC
WET DETENT"I.ON WITH OUT UPPER WALLS

Out:f: ov,i Rating -Gable. for Structure #1
ORIt=I.CE.. Cjr .tic:e, - Based on f rea. and Datum r..Leva.t.ion
Elevation ( ft. C." ( cf ) C%C)(rlputa.t.:i.on Me s. AC;es,
--------- ---- -- -
6'<'i.50 ().C') :.:0.0
E7 2 2 . C-1 0 O??
622.JC) 0.4 .:0
623. 0O t_) " s I.-I :. I . `>
2- 50
626, O(D "4,5
62(", SO
628. S(J
6 2 9 . 0
61,29 .. 50 .1 2 8 0
630, 50
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f t,
H i f.. 7 1 i.. i. b .?. t ., j,_ 1. ''./ 5 + A. 1

' Outlet Structure f=ile. 2(JNIVPi_- S'Ttiy
POND-2 Version.- 5.17 `J./N.
Da. to Exe.cu t.ed Time. Executed-
UNIVERSITY PLACE
MEC KL_ENBURG COUNTY NCB
IAET D;?:.TENT:ION WIT--I OUT UPPER WALLS
Outflow Ra.t:i.ncj T,:s.ble f(.,) r- Structure fl. 2
S7AND PIPE Ot?.-ir-)d P`i.pe v:i..tJ"1 weir, c)r or-:i.f:i.c e flow
1N1L_.. ET C;0NTR0L _ P; S:rUI"i!-.1) 3 ,}c*:?
Elevat.ion (ft.} C! (cfs C(:)m:utat.ion Me s;sa.ges.
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Outlet Str°uctut-e File; 2UNIVPL_ CTR
POND-2 Version: S.17 S/N:
Date Executed, Time Executed
UNIVERSITY PLACE
MECKL_Er'\F3t.)RG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS

Out-fl.ov, Rating- Tab1.e for- Str-Ll tUr-e #
WEIf.---'VP Weir, - VerMt.ical. Rec;tar'.qU1-ar..
*Y, *:*:* INL ET CONTROL. ASSUMED
Elevation (ft.) Q (cfs) Con"ip Utat. 1.on mess-sacles

,... i.?;J M)l-? 0 +. _i l._. .. 1'r w . E.. -t
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' FOND-2 Version: 5.17 0/N Pacie 1
EXECUTED: 07-14•--1993 16:07:36 ON/OFF SITE Return Frec. 10 vears

H

UNIVERSITY PLACE
51. A , 5O AC- OFF SITE, 7 AC OFF SITE
10 YEAR STORM E`, EI',AT. F TLE:: UNIII-Vl,_30 4<
l.:nr1c?;?:? EI''r<?!r°n r'< Kat°?: UNITVL22,,HYD
f: ti nq T<a.k.:1.e f i_1e:. UNTVPC)ND v PND
--INITIAL. 4"ONDTTI&,,!0--- --
E l e va t: i.. o n 621.50 f t:.
oa t:,f low 0 , 00 cf -,
t. c, h. a s;= 0. 00 a c;-- f? t
GIVEN BOND L:ATA?

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EXECUTED: 07-14-1913 16:07,36 ON/OFF SITE Retu rn Freq-. 10 ve ars
Pond File:. UNIVPOND.P(-AD
I of low Hvclrograph. (_!NITV l.._22 . FIYI:'
Outflow Hvdrogr2.ph,- I.JNITVI_30.HYD

RA?I Fi
INi=L.O4',I HY%1RCiC,n{ P ROUTING COMPU T A-1I IONS
_TIM £: -- - - -INFLOW ' - 11+ 1:2- 2S./ t. - O 25/t + O OUTFLOW !ELEVAT ION:
(hrs) (cfs) ((-;f`+) i (rfs) (Cfs) ; (cfs) ; (ft) ;
I
11.000 a.4 .00 ; - -- - C) . 0 0.0! 0.00 621. S0
,
11
10+::?
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30 0
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61.
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POND-2 Ver°ei.on; S.17 S/N<
EXECUTED- 07-14-1.993 1.6 - 07 . 6
Page :3
ONI/OFF SITE Return Fr-er1 1.0 vearc
-m.'IM(..? ?Y OFROUTING `OMPt. TATIOt"J:?
Pon( File- UNIVPOND.PND
Inflow Hvc!rograph- t.Ji"•I:ITVI_.22.I-!YD
QUt:f l ola Hydr-ogre;'. h - U N IT VI_ 3 C) H Y D
Ot<a.rti rig Pond W.'S. F::lev t.:ion :.. G'<?1,`'a ft
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' POND-2 Vers2.c)n: 5.,1.7 S/N: Page 4
ON/OFF SITE Return ?req- 1.0 Years
Pored File: UNIVPOND.. PND
' Inflow HYdrograph UNITVI-22-HYD
Outflow HYdrogr°ph-.. UNITVl..30. HYt)
Ptak. In low 401,110) cf 16:0 :;
' Peak Outflow 19 9.66 cf
P ,ak Elevation 62-17 . ?'2 f t.
' Flow (cfs )
0 45 90 135 ISO 225 270 31 S 360 405 450 495
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UNIVERSITY PLACE
85% TREATMENT WET DETENTION POND
ONEHUNDRED YEAR STORM EVENT
t POND INLET STRUCTURES CALCULATIONS
fl

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.:
•?, ," eseapch?Develo meet ?
x HYDRAULIC`DESIGN OF-HIGHWAY ? Fr atld:et:h?noo.E .f,
urner Fairbank highway ?;
Research'renter
9 x? r sk C U E R T?S ?i- 6300 Georgetown Pike
McLean a 221.01
" i?? ? i ?? _I??"J t? • h' ?"?j b _ j, s ti? ???? J r ?r^Y'?§s?= n''r?y
Hydraulic Design ,
Seres, No "5 r
U$ pepctrtmeni Report No.
nx Ot TrC1r15pO[1QilOn F H W A I P 8 5 15 3
44-
ad M' HStrOf1 Sepfember`1985 `y

This document is available to the U.S. public through the National Technical Information Service, Springfield, Virginia 22161

Table 8
UNSUBMERGEDi Inlet control design equations.
HWi He Q M
Form (1) ------- _ ------ + K ------- US! (26)
D D ADO-5
HWi Q M
Form (2) K
ADOX
SUBMERGED3
HWi Q 2
---D-- = c -------- + Y - US 1 (28)
ADO-5
Definitions
HWi Headwater depth above inlet control section invert, ft
D Interior height of culvert barrel, ft
He Specific head at critical depth (dc + VC 2/2g), ft
Q Discharge, fts/s
A Full cross sectional area of culvert barrel, ftz
S Culvert barrel slope, ft/ft
K,M,c,Y Constants from table 9
NOTES: 1 Equations (26) and (27) (unsubmerged) apply up to about Q/AD0.6 =
3.5.
1 For mitered inlets use +0.7S instead of -0.5S as the slope correc-
tion factor.
s Equation (28) (submerged) applies above about Q/ADO.6 - 4.0.

146

4
v

4
v v V N N v N N
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a 2
Q .O.r 2 v Q v v v 2 v
v
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148

in

too 10,000
168 8,000 EXAMPLE (i)
156 6,000 D•36 inches (3.0 feet) 6.
5,000 0.66cfs NWID=5.5 13)
1
A4 4,000 t+we ttw i 5. 6.
132 I 75,000 0 (feet) 5. 6.
? (1) 1.8 3.4
-120 (2) 2.1 6.3 5.
2,000 4.
a (3) 2.2 6.6
108 n 3. 4.
.J e0 in feet
a
96 1,000 3.
800 3.
84 t''n 600 2, r
500
400 - --? ?'
72
N 300 /
1.5
U N 2
Z
Z 60 200 *P?6? 1.5
1.5
w L
54 ?/ w
F- w 100
a
80? = 8? G? S o
> V4
J Z
1.0
u 50 = 1 0
wo 4 0 o 1.0
Cr
F 30 HW ENTRANCE cr
w p SCALE TYPE r 9
a 20 a (1) Heoc.011 3: .8 .8
(2) Mitered to conform Q
U.1
to slope = •8
U
p 27 10 (3) Project inq
o: •7 .7
a 8
a 24 .7
6
n 5
To use scale (2) or (3) project
21 4 horizontally to scale (I), then 6
use straight inclined line through
3 0 and 0 scales, or reverse as 6
18 illustrated.
2
15
1.0
12
So th Flow loser. 2 3-77 TIT:E
INLET CONTROL NOMOGRAPH
CORR. METAL PIPE CULVERTS
5
5
BUREAU OFI 4-510.6
HIGHWAYS

1180-17 10,000
168 8,000 EXAMPLE

156 6,000 0.36 incites (3.0 feet) 6.
5,000 0.66 cis (3)
(44 4,000
/ 5. 6.
e
aw
MW
132 3,000 D (feet) 5. 6.
?
t;
(1) 1.6 5.4
120 F 2,000 (2) 2.1 6.3 5
`! 4.
j
108 (3) 2.2 6.6 l M
4.
3
.
Din feet 11
- 96 1,000 =1A 3
T v 3.

800
64 m 600 2.
500
400 7 T
.

w 72
300 S
/
?
1.5
U N b
Z F- -?-
60 v 200
l?
1.5
w
p 54 /? w
w 100 /
a
48 ? o
>
J' _ 80 Z

v 60
=
1.0
1.0
t 42
/ N
E 50 l '-
40 0
cc:

36 30 HW ENTRANCE
A
E
w L
D SC
TYPE

Q
33
20
(1) aeodroll Q
0
8
8
oI
a .
I - 30 (2) Mitered to conform w
to slope =
u
p
27
10
(3) Projecting
d 7 .7
a
0 8
Z 24
6
m S
To use scol!(2) or (3) project
21 4 hori:ontally to scale (1), then .6
6
use straight inclined line through •
3 0 and 0 scales, or reverse as
18 illustrated.
2
15
- 1.0
.5
2.
1.5
1.0
.9
.8
7
6
5
12
Sovf-i T7ow ;,dr 3
cirvE OGTE TITLE
3-77 INLET CONTROL NOMOGRAPH
CORR. METAL PIPE CULVERTS
BUREAU
4-510.6
1
_J
>. 14 Ac
i C .F?bX ??SG r42 : SE
.5,.?,?e a 4 " •?;?@f i n?d? a?' S ? l: ttcr 6e 9c
= 2 6.2 /2 = I .S.

t-

2 , 4?•

ve f s,
Sur A-eN A rec. . 1.14 Ac re-s
??G-7 ?r? '>??zy eo,ri .Ca.s f . :a?'low R:,eC
N2. E 41 D w -1--o n or- 1 r Is er t i s

ye-e . L- o
e i-e4161/ ><'.o,- I/o w to -------
_ 4 Neo,? u:,?_?d f? 1'Yow gcf's t6>-tt_ aL• '?_o_?c r:s?!._.._ _ _ ----
.
---

b_s 1.7
12 ; s? r f. To R%Mu-t_2_ `D = 4 Z. ?? 3 x_114-? .. V =1'
cf ?iea a ?S@r 2 2It .2 -24
N ---
1
_ . -- ....Use-__30_,?._?.?-r___. __!?.LN??._=.. ?'-_./ _-•-__.,_. _ __..
1 -7 4
0
a LA ?He?rm.or? ina<'le(I OZ aL9 CLa aegjarx 4.-e hoar
Ili
- - - - r? N_ Te l2, : s&r :. ? =?_Z ? ? 0 D C J V=
? fl • ¢ ?'t + °° ?? " t. 3 - - -?
3 L." r-;.l ey- . iIPVln =.A.b (1) . //D LEA r%AfI&"4,. V _= :

4- -- ------------ - -

F?/ w &Am North J--"/g
I D Q Y.,AY S a ran ,€yren t
1
1
1
1 '-
180 10,000
168 8,000 EXAMPLE
156 6,000 0=36 inches (3.0 fret) 6. (2?
5,000 0=66 cis (3)
)44 4,000 e i 5. p 6.
ttw
MW
132 3,000 D (fret) x
5 6.
t1 (1) 1.8 5.4 .
120 #AJ 2,000 (2) 2.1 6.3 4 5.
J (3) 2.2 6.6
108 a 3 4,
e0 in feet
a
T 96 1,000 3.
800 3.
o
1 84 N 600 2.
500
400
72 ? 2. ~~ 2.
w 300
I U N = 1.5
s /
2001%0 f.5 ?- 1.5
r
j Z 60- Z
_I w L
54 w F
100
ir / C
w 48 Cr t- 80? o
v 42 v 50 = 1.0 1.0
w ~
O 40 O I.0
rw- 36 30 HW ENTRANCE tr
w D SCALE TYPE .9
a 33 a
20
O (1) Meod.otl .8 •8 F
f (2) Mitered to conform w _
30 r
to slope = •6
u
or 27 10 (3) Projecting
a < 7 .7
8
0
Z 24 7
o 6
`,
5
To use scale (2) or (3) protect
21 4 hori=ontally to scale (t), then 6
use straight inclined line through .6
3 0 and 0 scales, or reverse as 6
18 illustrated.
2
15 .5
1.0 .5
12
North In -i0t 70 R:.te
.TIVE DATE TITLE KENTUCKY lExm'&- -
3-77 INLET CONTROL NOMOGRAPH BUREAU OF 4-510.6
CORR. METAL PIPE CULVERTS HIGHWAYS
1
1
1
1
1
1
1
1
1
1
1
1
UNIVERSITY PLACE
85% TREATMENT WET DETENTION POND
ONEHUNDRED YEAR STORM EVENT

' Quick TP-55 Ver . 5..4ri S/N. 1315460089
EXecuted;. 16:15;06 07-14-1993 UNIV EPLA.TC T
UNIVERSITY PLACE
MECKI.._Er,,l8URG CIOUNTY, NORTH CAROLINA
100 YEP,,.R STORM EVENT . FILE UNIVEPLA
AS IS PREOEV tELOPMEN T
To COMPUTATIONS FO R- 1.
SHEET FLOW (App l.:i.c?:,.bl e to Tc only)
Segment. ID 1
Surface. description BRUSH
Manninci`s r0Ucj hnc_;s.s coe3ff. n 0. 0350
F"I.aw 1en9th, 4_ ( •i:,ot'.a.I. or 00 ft .300,.()
T IrJ o- v J._ 24--hr- r a. `.i. o f a.1 ].. P2 i. n 3, 5 0 Ct
Land ^ 1 o p e, s .i,:.t / f t, 0. 0 12.1 C_1 C)

007 i. n*'L_
h r s 0, 1.2 µ 0 .. 1.2

I' i ?,, L. i._ (a b',) .^. O ('•d C ?:_ (? i"' 4? ?':, }' ..:.1:; F.- l.. 0 W

:?{(Tlf ID -
Surface (;)av'd or t1 pr :vvr~d j? t_ r}r.),;i'Jed

G. 5
nJ L 1 (:: I' c 4.1 t"`t v e7 t.. f 16 1. ) 4.._,

r"'=
:
I

Sc;clme'nt ID .-
(:; t,.. C? `
F a °_:, VII (-? t...
, ._; t •s r t.:J
C? I"; f3. L
.
.
.
Wet t.r.d ner iIiteti:t" `F t.
H v d _ t_t l i c r ;a. ,'J i u r, . r a/ P ii i
n n e 3. s l or',, e

J ... _._ --_ _...._ L, ... _..._ ..., ..
ri

I -• ,.. 6 l..' 1.O•. b ) _ .. •..

Quick Tn-S5 Ver..5.44 S1N.13IS460089
ExeCUt;ed: 16:IS.-06 07-14-1993 1.1NIVEPLA.TCT
SUMMARY SHEET FOR T'c; or- T't. COMPUTATIONS
(Solved for Time (..,lsinq TR-.5S llethodls )
UNIVERSITY PLACE
Mt=:CKi._.ENB(.JRG COUNTY, NORTH CAROLINA
1.00 YEAR ;: i'T' O F; il-1 EVENT. FILE 1.1 N I V EF=% I.... A
AS IS PREDEVE.LOPMEtIT
;. _ U l::) a. I- s_ a d e c; r o r T t. 1' :i. rn e i h r-= i
1. Tc O.21

Quick T R-5S Ver.S..44 S/N-. 1.3I.S 460089
Executed: 16.16:22 07-14--1.993 UN IVRPL_.TCT
UNIVERSITY PLACE TOWN ,, .-EN l'ER
11 ECKL_EN8URG 0 0UN1TY
CHARLOTTE, NORTH CAROLINA.
100 STORM. 50 ACRES. OFF SITE.. FILE ONIVRIPL.
Tc COMPUTATIONS FOR- .1
SHEET FLOW (Applicable to 'T c. only)
Segment.. ID 1
Surface descr°:i pt:•ion WOOD
Manni.rigj, s rc;t_lqhiness noeff . , n 0.03 55 0
F1.aw .1enq i`t, L_ ( (:)t:a I or- 00) ft; 3000.0
TtAlc-N/r 24-•-1)r rai_n f?,i I.I , P2. in 3. 00
Land slc)pe_:, ft;/ft:' 0 ()200
("1 „ f
.007 (r•} * L )
T --- Mfr". 0. 1 ::. 0.12
0-1-5 0, 4
H; L-LOW C:' C)1`•! i:::':_ (`d i ?? T L: I) FLOW
i l_i r" f c ?' I o r.. u n to ".r:; r'I .7 ? l.1 n r' i_3. `,i t'3 C
ra
F1.oi,,i 1e.rtc t:;h , L- t:' J
ft./ f ''t. V (i ;.' (,? fa
v-jhe-. r_ e. t.tr ,4aj. Jr t-J 1 f_ . 1- 45
! a v
r HPINNE.L. FLOW

C t".: ? •?..-. ,.i t-' <_ ?. J. f.? I 1 Es..l .- 1_ <? lrJ h'? f,• i':` c3.., : a. ... f t. ,... ?.
We t t t:rt 0E"lr M. f:e t° PV'I
H' r y , ,-.t l1 1 J. 1 . A 4„ a •I C: f
..
t°1 L . n r'} _L r l Cl r ' 1 --i t 1 r1

F 1.

' Quick TR--5.5 Ver.5r44 5/N:1315460089
Executed: 16;16;22 07-14-1993 UNIVPPL,TCT
' SUMMARY Sf--iEET FOR Tc or, T t i:;(:)MPUTATIONG
(Solved to Ti.rne using TR.-S5 Methods)
UNIVERSITY PLACE TOWN CENTER
MEC'KLENBURG COUNTY
("'H ARL.OT" i"E , NORTH CAROLINA
STORM,50 ACRES. OFF SITE. FILE L.jNIVPPL.
Subarea <'e= c:;r° Tc or T't. 1'irne. ( hr.. )
1

Quick TR-SS Ver.S.44 SM13154,60089
Executed: 16.19.43 07-14-1993
SUP•1IIARY SHEET FOR Tc or Tt COMPUTATIONS
(Solved for Time a inq I_ei1ytii/VeloC;'G tv)
t_iNZVE:r.T NIVERSITY PLACE
MECKLENBURG COUNTY, NC
50 ACRE OEt= SITE TRAVEL.. TIME THRU (r `)
100 YEAR STORM EVEN"f . FILE UNT'VL_5
Subarea de cr T? or' T T.irn (h r. i
i. T. 't`. 0 .: 13

Quick TES-_` 5 Ver`.5.44" /N:13154600& 9
Executed: 16-19:43 07-14--1993
UNIVERSITY PL?-'?CE
ME_CK E_NBURC-3 i'-OUNTY. NC
fit:) A IRE OF SITE TRAVEL. TIME THRU AAPi
1,00 YEAR :STORM EVENT. FILE UNTVL-50
Tc or- T'l. DA ('?
Su bar-ea : 1
DESCRIPTION
50 AC OFF SITE
L El 1,,l TH VELOCITY T I M F
tt. i t f't./sec:) m_tnutiss hours
`600 .x"70 ",9 0. 13
r 1. nu tec_, I y ou rs
sir..( aL.. 'f t, ---, 7. 9 0. 13

Ot?ick TR-55 Ver.5.44 Sr`N;1315460089
Executed- 1.6.-1.7:49 07-14-1993 UN IVR{: L 7. TC;'f
UNIVERSITY PLACE TOWN CENTER
MEC:KLE:.NBURG COUNTY
CHARLOTTE. NORTH CAROLINA. F=ILE UNIVRFL7
YEAR, STORM EVENT 7 ACRE OFF SITE
To COMPUTATIONS FOR: 1
SLEET F=L.OW ; Appl i,cable to To only)
Segment ID 1
Sur f,ac:e description WOODS BRUSH
Pianninq' _; r,oucj, °-,ness c;oef f ..; n 0. 0:__>.50
E1ovj length, L.. (total or 300) ft 300.0
Two-yr 4--hr rai.nfa1.1.. P2 in ..SOO
Land s ft/ft 0,0100
0.8
007 '}, (n * L )
0.5 0.4
FLOW
r' T
,. U Y` fa),. ': r'. (A C. i ` u r"1 K) r3.'•,/ i..; •..,.)
f 1° 5 00.
(-?
4'J;cJ i;c: r •f i. % f t,
?....I;Ji,.''.)ed cif 6.
28
la?
i

e <-1 Iii e t...l J. i.;'
0* r o :' _., .. e c.: i. < ) ri t 1. 1= :l c) vj A r ., :i. f rt. , . , s. CI
4d : t, t ;_...,' r, a. ;n ,_. , . £_:: r° . '=' ra
i-l''/ cf r a l.i < L t-i r"' P yr l
Imo, 11 a n n C.: ,.l f _, If i. % 7 t. C) ( .i
I iiarInA .?.'l coe. ( f 0t '..1.)

Quick TR-55 Ver.5.44 8/N.1315460089
Executed: 1.6.17,49 07--14-1993 (JNIVRP! 7. "TCT
SUMMi,)RY SHEE=T FOR Tc or Tt COMPUTAT IONS
(Solved for Time usir'iq Tip--55 Methods )
UNIVERSITY PLACE J'OWN CENTER
ME'f,"KLENBURG COUNTY
CHARLOTTE, NORTH CAF;CJLINr"r . FILE lei` IVRPI_7
100 YEAR S"T'OPM EVENT 7 Af.'RE OFF SITE
8 u b a r, d e c r° . T <_? r T i fl" _= i .. r.)
I Tc: 0, 31

Quick TR-SS Ver.S 44 S /N:1.3154,60089
Executed. 16 -. 18 : `::,';7 07---14-1993
:: LiP,,MA,RY ; I-iE.ET FOR Tc or Tt: C)P P-)TATIONS
(;yo.t.ved for Time. L_en th/Velocitv)
t)IVERSITY PLACE.
MEC,'KL_,ENBLJPG COUNTY , NO
? ?'',CRE. CAF SI f E TR W,VE.L TIME THR AAA
100 YEAR NORM (:=VENT . FILE t-jNTVL...-7
de';sor T<-, or Tt Time (f;r"`% )
1. T t 0.14
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Quick TR-SS Ver.5.44 S/l,\!=1.31.S460089
Executed: 16.15:57 07-14-1993
UNIVERSITY PLACE
MECKL'+_'NBURG COUNTY. NO
7 ACRE OFF S.I.TE. TRAVEL. TIME. T"HP A ,AA
100 YEAR STORM EVENT FILE Ui'.T'VL- 7
Tc or T t DATA
DESCRIPTION
7 t`yr;:RE OFF SITE
[-E::NGTfi VEI_.0 I:T'Y ]Fl i'lE
(feet) (1 aninut.es hours
700 5. S0 8.2 0,14
mi.nut.e h(,.)uI
E

Quick TR-5S Version- 5.44 S/ N: 1.31546089
Page 1

n

I

L

H
Th-55 TABULAR HYDROC;RAPH METHOD
T\,/,r)e II Distribution
(24 hr Duration `=rtor'm)
EXec;ut::ed: 07 -1.4'--1.`)93 1.6; '2:11.
Watershed file; -'-% (±NPE_AW`.7yD.WSD
Hvdr'Ogrca.pf) file, - ; Ui'\lIPI:100,h-}'YD
UNIVERSITY PLACE - 100 YEt--1( STORM EVENT
f1t:.CKLENBURG (;'OUNTY, f•.
BUILD 01-JT HYDF,'OGRAPH Tf-!S'c(_1UGH PIPING SYSTEM
Input t. c, H Yd - ( -1 t.. F+ ;°) h <:. .
Sabar'ea AREA t.c 4- T t:. Pre.c].ra Runoff L-a/rJ
Descr"ipt.tc,n ( acr,es,,) t fir`.-) in) ir1pu (tile ed

[:. R ` f f_ C.? I (' I-? I (( 1 1 O C', ', 6.. 4 1. 1. 0 (^)
5 t.) 8 A } i E £s -: CC 5 0 ., w.> , 0 CI . .! 0 . G (_' Ea ,. 4 1. I , C) . l- t

S ! f.- .? 1 1
Yj C.,t ('
'..j^• A )
(? (-,I
C) _l 0
...f-., ;
, I ry
1
.1" (. i"' ,_ '•.r t' i. 1" _, `!l i=' from
l ' f= "., le•I e e r . r a.. ' ;7 t lz.?b l r':'?'l .

j J f 1t
RC;!.!r`C.-l 'd ?.'._.... P. = .I_; ,•'r`
._7 u. b a I" ._ :?.
j) -e . ; r; 1. a. ' l`. 1 o n T C°: : f; -1 .. `} [_:
) ;r:: ?':: .r. r"; t: t. I I•:r ,. f . _.
y r "?' ?.L . r }..?
.I .. - P.A

t.) Es {'. }? F: c>, CC,,(-. O 1 1. C). M) 0 i ..' ! t. t t_ c.! 1. ,..; A.

i(:,,iz 1 t.(;r( 1,_l L,1f?.1

7

Quick TR-55 Versi.onr 5.,44 S1N. 1315460089
TR-55 TABULAR HYDROGRAPH METHOD
TvPe II Distr:ibutiori
(24 hr'. Dur<ati.rr, Storm)
Fxuc:L.i ted . 07 - 14-19 51 3 6) .. 22.1.1
Watershed f i.:l.e : -- UNPLAWSD. W5D
H`vdI`(:)gr°atDt f:i.le; -. ._, UNIPI'100.HYD
UNIVERSITY PLACE - 100 YEAR STORM EVENT
MEC,KLENBURG COUNTY, NO
E3t.!Tt_..D OUT HYDROGRAPH THROUGH PIPING SYSI-t-EM
P a q
>>>> ummar"v of ...I_:i.mes to Pe.a.k <.
Peak, D:isc:t,ra.rqe at, rim to a..t;
Composi't::.t:-: Outt.fall. Comnos to Uutfa11.
Soba.rea. ( c:: f= ? is t" r . )
? . ?? C.) t() ??) C„^1 ? 7, Y.. E:; t? ? G,. I.?: E? I" ..; t ? r,•"= (?;{ `J ,.,' ?• ?? ,.._. .t

' Quick TR-.55 Ver'si.('.m. 5,.44 U/N. 131S460089 Page 3
TOBUL AR HYDI:GGPf',PH JjE'T L] JD
Type II Diastribut.Lor,
(24 hr°. Duration Storm)
ExeCUted 07-14-1,993 16-,22
.
11
Wat:er_<.hed file. -_> UNPLAWSD.WSD
' Hvdrograop '-.+ fa.1.e: - l.NIPI10O.H'YD
NI 'wE_R;.,.[TY PLACE - 100 YES?;; .JTDn
MECKLEt-,HBURG COUNTY, NC M +_. Jr. !
BU'.f LD OUT HYDROGR KPH THROUGH PIPI NG `:SYSTEM

S
U T1 Y r= `y% (..f<
)
8 u h a.i r` e a. 1:I.. 0 1.1.3 11 . 6 11. . 9 1.u' . 0 1.2.11- 1 2. 2. 1:_. ,. 5) !2.4
De.scrip tio.n hr hr. hr 1,r_ hr hr, hr ;,r.. 1,r..
% i
S r Ell A R, E 5 c 1 C t 1 r 1 ell, 2 4
'i i_;' f i h £=` F3 18 5 1 C! 6 T ,. 5 107 4
Ili Lji F' E f", '•-•'•-, 4 : 32 ., ..:. ? l
.
. -?
S I`1 A R DDD ..S _.) ..i .Fi 64 1. (D 1.?< r 5
1. i5
Tot-1 a 1,76
C?
L. ?. 6 ,_ .?? I ?. .: („ i .J i.l ? ? r ..? 1.. ?•r' i 6 1. :.)
j ?. (_. (•, r.. n.l `. _r. _) r1 r•, r:.. hr, . )', t•-. ?., tr. i.1 t... ?., r... 1 , .. ?... I..'r...
I` 1. •:.r 1. ,, t 1 c:) ..
C

R 1)
S;UBARD-'i
A
L
, __ _ .

t
' CIui_C;k TF--55 Version-. 5 .44 S/N.- 1315460089 Page 4
TR-55 TABUL_F?i•<'. HYDROGRAPH METHOD
Type II Distribution
' 24 hr. Duration Storm)
Execu t edc 0 -14--" 1993 16-.22-11
Watershed file, --? UNPLAWSD,. WOD
' HvdrOgrar)h file- - -> +._JN:T PI 10O . HYD
' UNIV ERSITY PLACE - 1.00 YEAP STORM EVENI
MEC;KLENBURG C'OUNTY , NO
BU]'L_I) OUT HYDROGSeAPH THROUGH PIPING, SYSTEM

; C ff1;JC)` :l t. c: H` d r'O';ir'aph Summary
' ---S:?s°_ -ar`?:< --- -- 14 ,r) 14.3 14..x:, 1`_•x..0 15.5 I C.) 16.5 1,7 C-) 1.7 .5
De'-,cr°ip t. :i. on hr hr t°,r hr t°,r t°,r hr hr hr

Tt-, .a.? Version-. `?. 1 b :_,/f 1. ?....°,?t'r.,. %- _<<I
T GZ... ,.j j "f'<_a )!..1i.-f';}' i Y ?' :l1(ri;'r- ) '..,.__)•) )I... -F H

1 'D

I A-] N, L W 1,
,_,. .
,,

i i'i'j t•I (.?.f i,r.iii,J i- .:iiUr)PIPING °s`STI"

I I C) 1.2
14
E)

1.1 .4

1. .. , 77
'2 7
,
12
ry

i. `<... 4
1. ''.. s 64
1.2 6
c• ,:
12 7 1-4

37
?5
1.3 . 1.

L J .. 3 ..... .

`y 2

14, 2

14.8 1. =i..

1:)_0 t.
a. L s

i D..: 6
14

1 t:..._

1 ?..? F.J 1 t...l

C)

t

1
1
1
Quick TR-55 Version- 5..44 S/N: 131546()089
TR-55 TABULAR HYDROGRAPH METHOD
'Type II Di.stribut?ion
(24. hr, Duration Storm)
Executed: 07--14-199,3 16.22:11.
Watershed f i.1.e ; - > UNPLAWSD. WSD
Hydro graph file.,. ---> UNIWT1.00,.HYD
l_iNI VERSITY PLACE -- 10('' YEAR STORM EVENT
ME.CKL1r:NBURG COUNTY, NC
UIL,_D t:UIF I.-IYDROGRAPH THROUGH PIPING SYSTEM
Ti rn f I o ?. ?

1.8.6
15. 1 I
18 .l i

19 2

4
1. ?? • '_) ?-)

9 f

6

'
, ..J
2C
?f j ,7
hr
2 E 6

2 .
? 's
I

t.)

T"imr? i- Iow
( t"r'` ) ( (.-; 'i'
22A 4 `)
22,5 5
,22.6 s
22,7 5
:^:2 c?

5
4
2..•)
..?. •Z L??• 4
' d
.: . f 4

,,._ ...i ,.n1

24
24. 11

Page 6

' Quick TP-.SS Version. 5.44 S/N- 131.5460089 page 1
Return Frequencv: 100 Years
TR-55 TABULAR HYDPOGRAPH METHOD
' Tvpe II. Distribution
((24 ter. Dura.t.ion Storm)
' Executed: 07-1.4-1.993 16:25 1.9
Watershed ---> UNTVL-S0 MOP
Hydrograph file. - UNTVL_5O. HYD
' UNIVERSITY PL_A.CE
i•1ECKL_E:Nf UIRG COUNTY, NC
100 YEAR STORM EVENT
' Sid A RE. OFF SITE.., FILE. UNJ`VI-50
r 'zra.met erg-; Used to i'c)(nr,)u tom: Hvdr_ograph <<<< - - -.-_....__._...-
Subarea ARIC:P,, ;N Tc; ? I't Precip. Rarvl"ff i.a/p
Des c. r :i. {:a "L.:i o Y`t (acres) h r' s ) t h r° s) kin) in) .i. n J. t.. ! us e d
{-P L ( AREA" S Sill 82.0 fa . 30 0.14-10 ...??J i S <10 i l C .10
:n j ; <c 1 T 1 Tl+'. f r (, !2 r'.Y outfal.J_ o cC`r(p{ (-.)Ste viater hed ( utfa t I ? f1t';.
I u L_ r `` r) e c i "'f i e( i r 1 t. r r r) C:) l a t i o i `t
!C)(L_1 (...cS = 'JO,. -10.. ?r• 0 .C1713 13 S'` i(i1.
f;(':",...+f r^t, f1(:')l,i.+.I i `L.1(' jy ;if Ln;ut .. t. c I C'
. ,
Y
U = fi" 1. l _ t -,r + t hr .1 1. hr
013 0,20 N'l
- --- --- --- ---
r••_,•,: „m ,,..,.,.+l + .:. .; ti s• 1 {.<? E
i i ._. , f ...?. t:... I .4
t+.r
r
0
I I

D
i
Quick TR--55 Version- 5.44 S/N: 1.315460089 Prag 2
Return f= rscIur-_ nc%/ : 100 years
TR--55 TABULAR HYL)ROGRt=KPH MEI'LlOl:)
Tvps Il. Distribution
(24 hr'. Duration Storm.)
E xE.,-,:CU t ed - 07 -1.4 - i.' ?3 16 : 2''=, 1 y'
Wa't.eY Tshed 1:i_Ie. --> UN-I-VI._SO MC)P
H <IrC)?ar°s i,>l..s f i.:l e ? -- ; t_ NTVL_.50 . HYB
UNIVERSITY PLACE
ME CKI.._EN{3lJRG COUNTY, NC
100 YIEAR `31'ORM EVENT
50 ACRIE OFF SITE, FILE UINTV'L-150
> > % U i n n ea r v of Su :? . r' c; ct. T =t. 1Y1 e t::. C ,_' e a. I : : <:
Peak (.) ie C r.; . r- e a t.. t °L m e. t.. c P e a. k. a. t_.
CcmhoS:L t`.e Otu t:'.f a.l I_ Cc;nlp c} , :i t,e 0t_1 t:.f a I l

-c 12 41

I I

n

(wick TR-5.5 Version. S..44 S/Nz 131.S46008 Puree: 3
Return l= reciuencv - 100 years
TR-'-5S TABULAR HYDRO(= RAPH METHOD
Tvr)e IT. Di.str:i.bution
(24 hr.. Duration Storm)
C:,c ?cu ted. 0 ; -1 4-19'::)3 1.6 , 2S . 1 9
Watershed file- --? UNT'VL_` 0 MOP
HYCJ(Ir°(-,)qr-a.Y: h i i. l.r - - -, UNTVL_50, H`(D
UNIVERSITY PL-IACE
ME )KL ENBI. RG COUNTY. NC
100 YEAR ',:".',TOR M EVENT
tit:) t i;;frk: OF(= SUE, F'IL- UNTV'L_SO

Subarea. 11.0 11 11,6 11,9 1.2.Ci 1.2.1 12.2 12.3 12,. 1
Descr°:i pta.or'. t° r° r'r lir 1", hr° hr hr hr, 1,r
S1 N(.a L... 4 _ F R. Al J f:) .., 1. 1. '•.^t _L 4- ?. Sa

S a kD r a V, ?.
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2,11

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D e ` r• t; :L. o r.. i "• r r.. 1 r }... L.
I. N t 1.... i=. f i_. s
--- --- --- --- -
J, '21

Quick TR--55 Version: 5.44 S/N. 131S460089 Pawie- 4
Return Frequency. 100 years.
T IR 55 TABULAR' HYDROGR()PH METHOD
Type 1I. Di ti'.-ibution
(214 hi-.. Duration Stoi,,m)
E>,,e ut.ed- 07 -14- 19 93 1.6:.25, 19
Watrer heal Mile:: -; UNT'VL.50 IOP
Hydrograph Ui-,iTVL5(D. i- YD
UNIV x'.`.31.. I'Y PL,-',,,,CE
100 YE!-iF: l,3'rOi;M EVENT
_ _..._
rirne FIowi?

1. 1. .. (D 7

1. 1. .. ?< n
11 ..) 9
1. .1. . 4 ,.. (.1

1.1.I ?6
1 1 . s=s
11..9 2
0 74

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2 E-3
12. 5 11,20

12, 7 1.

12 9

1. 'S .. 4

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i"ime E1. ow
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1,.w* 4 1.'

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16
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Quick 1'R--SS Version: S.44. S/N-. 1.31S?•60089 Pa.q S
Return requencv. 100 vears
TR-SS TABULAR HYDROGRAPH MIETI-10D
Tvpe II. Dist.'r°i.bUt.i.Ort
(24 hr. Duration Storm)
Exect_rted - 0'7-1.4-- -1993 16.,`L'S..19
Wat.e-:rs sd f:iTe . ---> UNTVLSO MOP
H d rr'gr'iap?-,, f i J_s : --> t_ NT'VLSO . I-IYD
UNIVER",T I Y PLACE
ME:C)KLENBURG COUNTY, N-2-
100 YEAR ` TOR)M EVENT
SO AC::RE. OFF SITE. FILE. (.;NT''kii..._SO
T i_ m e {= :l, c) r,,a
(cf s)
. is 6
1 c l
1. 10; 6
L ci , l..) F
6

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l.., Jl, f j

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t
T :.i m e=. Fl ow

2'5
as

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21".

_i."i
el,

Cu7..ck TR-5.5 Version. 5.44 O/N: 131S460089 Page 1
'
Return F•recluency. 100 years

TR--55 TABULAR HYDROGRAPH METHOD
Type IT. Distribution
( 24. hr. Duration Storm)
Executed- 07-1.4-1.993 16.27:41.
' 6^ Ja.ter-'4?;hed file- > !.. NTVL7 . 11i0 P
Hydregrapf°i f i le,-. ---> UNTVL-7. HYD
UNIVERSITY PLACE
MEC'.KLENBURG COUNTY, NC
7 ACRE OFF SITE
100 YEAR STOW-1 EVENT. FILE Ur-,,!TVL,7
>>>> I:rir ut:, c'ar alreter Used to Compute Fiydr°o ra pt'I < < <.,
Subarea AR. EA CN i c ? l t. Pt &.C -Lp., RU nr.;ff Ia./P
De°mcrin t. on ( acres ) t hrs) ( firs ( in ( in inr)ut./ used
- -.
-------._._. -..
------`
------
------`-
--
. ---._
.. -._
----
--
?.__..
SLNt"?i._1=: ARF._A 00
7 1
,
7 ? C
a>Q
10
8 T ..?0 T .. ??,1.
10
,
' r r-a.,je? time, from s(-ll' area. ot.?.tfall to cc>tT,,pos.,i.t°.e wa.tt-rsh c, < utf l ? v)oI nt
S(Amlr ?a I.-ih `re use--i` ?7E.G1f.lE.?? in e!'Dolation b t.viei ,n Ta./M' ?; J4 J
art:--,a. M; 7.00 ac!'.es, _ or (-')

Peak disof'7a.r°ct 40 ,,(')1,01:-)4
. rr i.
cf.

~
P
-
. e r s
a, i
a. m e -,
l:n,wuV idt_':c°
a, 1.aet. Pl.ot_!r a. s-;
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t ! 1.
t... ` ... r 1. t; 1 .T::_ f !' _i (P al u i:4'3. r e ",l o u 'i f . a 1. i t.::_. C: s i - I,,,) w. t, C., :.... '; „ c. i r

J

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Quick TR.-55 Version- 5.44 >/N: 13154.60089 Pare 2
Return Frequency: 100 years.
TR°-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr.. Duration Storm)
Execr_t ted : 07-14-1993 16 ; 27 : 4.1
Watersl-ied file- --> UNTVL7 ..MOP
Hydreygrapht f i l ; < --> UNTVL7. HYD
UNIVERSITY PLP;CE.
i` ECKLENBURG COUNTY, NC
7 ACRIE OFF SITE
1.00 YE(-)R STORM EV "N'T . FILE UNTVL.7
>>>> LeiIUMfrlar"y
pa ll b8.. r"ea
Sili-dr-J-l-.._ ARr._.A..__....._
of Subarea Tinnes to Peak. <<<
Peak Discharge at Time to at
Composite Out.fall Com;>o -,it.e Outf cl?
40 1 ... ._.
Quick TR-55 Version- 5.44 SJN: 1.315460089 Rage 3
Return Frequency: 100 years
TR-55 TABULAR HYDROGRAPH MFTI--IOD
' Type II.. Di.st.ribUt;ir,ri
(24 I-ir. Dur,at::ion Storm)
Exec:u t.ed : 07-14-1993 1.6 : 27 - 41
' Water"shy=rt file. --;> UNTVL-7 .MOP
Hydro Mr°apI ", f i.1.e::: - U NTVL..7 . H Y D
' UNIVERSITY PLACE
MECKI._E.NBURG COUNTY., NC
7 ACRE OFF SITE
' 10C) YEAR `-, I DRM EVENT. FILE UNTVL7
' Composite Hydrogra.ph Summary (cfs',,
Subarea 11.0 11.3 1.1 E, 11.9 1.2.0 12.1 12.2 12.3 12:.4
' Descr°i.Pt.ion I';r- I) r hr hr- hr t°,r° h r hr I-, r,
SINGLE AREA I- 2 2 6 12 3 36 40 33
2 6 4 0

J u b <.-.>t r- e a . . .?.) I. .. 6 1. !._ !1 l.. ... :: .. i3.0 13 .. <_ 1,3:,4 13. 6 1..... , r..?
1 L.? c:r _L4':)t , h ',l
5 1 I,J Gi 1 _. 1 ?: 11 ? 4 R

r:1u i_ck. TR-SS Ver-s i_c n; : ,44 11N 1:31.S46S 008 Pacie 4
Return Frequemcw: 100 ` ear s
T'ABUL- ,R 1-IYDf?CiGf?AP M _:THOD
( '' 1 i'1 r` . D u r 4a. t.:i. o ri S c:? r m j
Ex c:::?..! e, (--,A . 07--1..ij.- 9 '°i'.'3 16: "? . 41
H,, . c; r' S'r'i f :i 1. e, - - , U N T V L. 7 H Y D
( ,,!t•VE';F,lS:l:TY FLAG?:.:
fi°11:= i. KI_. Ef i' i_ R(G f ; f) i. N T Y , N.
7 r-z R OFF' S 'L" T
t0C? STORM EVENT, FILE-- (.)NTVL-7
F l c.) tN T'i m e F 1. o w

i t.
.... .i. ,. ..? .L
(?. 14 .. c1)
.?. ij t....
1. , <,j. ?' 1. '.: .._ ....

40 1
1.6 . ,...

i 1 1 1 C> .. i.

3
1 ;b 1 i
.
a. ,.. .. <'; ?.. 1. 1.

Quick TR-55 Version- S.44 >; N: 1315460OB9 F'acle 5
Return r= requencv z 1.00 vears
TR-55 TABULAR HYDROGRAPH METHOD
Tvpe II. Dist .ri.but.icart
(24 hr. Duration Storm)
Exec^,u t,?=,d ; 07--1.4--1.1?973 16 : 2- X1.1
Water' ad file: -- , UNITVI__7 . m(:) p
Hti, <_+rogr°aph f i le . --;> UNTVl._7 , HYD
UN1.VE RS1:TY c-,i_ACE
ME':IKLEN URC COUNTY, NC:
7 ACRE OFF SITE'.
1.00 YEAR STORM. EVENT, FIi._E t_NTVL 7
I' J. me. F I o!?i

18.7 i
1s?.E 1.

1.9 7 1
1.9 . R 1.
10 .. 0 1.
1
(.} , .1
20.3 1
4 1-
1
'20,7
o i. rn e=
w

,..':' . 1.
1

...-.:> 'd.
,i

1 7.

POND-2 Versicm.- S.17 S/N:
Executed 07 -14-1993 16:30.52
Data C irector°'y: *,HYD
File SllfmuT dry for Composi te Hydr-oqr-aph
T i.me UNIPI100 UNT'1t_50 t. NTVL_7 UNTVL..222
(4•rs) (c;fS) (cfs) (cfs) (_Tot.al)
1.1.00 1.4 .0 7.0 1..0 20.0
1..1.1.0 1-4.:0 8,0 1.0 23.:0
1.1 . 20 16, 0 80 2.0 26„ 0
11.30 le. 0 9"0 2.0
C?
29.
11.4-0 21..,0 10.0 2.0 33,0
11.-.5C) <'.5..0 12,0 2t0 39,0
11. ,. 6() 28 . C) 13,0 2.0 43.0
11, ? 70 77.. () 1.6,0 3.0 96.0
11 . 80 1.27 . 0 1 c) . 0 5.0 151.. 0
1.1 :. 90 1.76 :. 0 2-1,0 6"0 204 0
12 00 10t`:? --+.(.) 12.0 356.0

j.2, 40 D
2'7 0

1, 7 O ?, 4 .. 0 C l
!. 80 4,C) - C) 9 „ (_) 1 tit t 1 .. t..?

RO C)
68
4. 0 6 C)

3, 60

13 8 C) 0

1. 4 C 71
O 4(- ) (,)

1. 4 0
41 11, C) c,
-1, 4. SC

41,

1. _
j
,...'
CI

:.. _...

,
Page 1 of 1.
1
1
1
POND-2 Version: 5.17 S/N_r
Executed 07-1,1.-,1.993 16:30 S2..
Data directorv. *.HYD
File S(,Afnmir',r for Composite Hvdr,c:u:°,rit. t°
Tifile UNIP1100 UN'TVL_En0 UNTVL7 UNTVL 222
(hrs.) (cfs) tcfs. (cfs) "Total)
1.6.00 16.0 13.0 2.0 31..0
Page 2 of 1

POND--2 Version. 5.17
SfN.
UNIVCRSITY PLACE
PIE:^..ul_ENBURG COUNTY. P.lC;
WET DETE=NTION POND WITHOUT UPPER WALLS
C()LCULATErD 07-1.4--1` 9,3 1.6 32.51.
DISK FILE. 2UNIVPL_ VOL_
P1..d.i°i7_£Tieter sc,,ale; 1 1i'1ch ,: 0 ft.

E:, 1, e,,,/ a ta. C? f`l P1 ra;. i'1 'l. r n F t c', i'" { Y" e a { ,1 n i" 4 ! •' a V C ? .I. u! £TJ'c`:: Ct•
(ft) `,ci.i.t't:• ) (acres) 1 .cr+._`:;) (ac( e-ft ) (a(_'re-ft)
621.50 124 .: 15 1. 1.4 0.00 0.00 0.00
623. 50 135 „ 74 1...25 3. 5Ci 2.39 1 . 39
625. CI) 1.35. t:i/..1' 1.24 ... 73 1.86 4.25
63 !_'t _ 0 CI 1. 2, .1.6 1 . 411.1") 3. 96, 6 . 6 C) 1. C). €3 5
632. 00 1 mE . >' 1 46 4.. 2. 2. 86 17. 71
2

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_...i i t( . ._ ,'.t l J
-} E_ .1. 1

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( - J

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E'2
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l_iL. L'. d 1 c'r r'_ 1.
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°
?. {... 1.': ?= r.J e t ..{.. v %._ ..
?. 1 i 1 i". ,. r 1... ;. t e__: d ci {... e a f C) { _. 1.
'.i o 1 ). ± m e c) nI p,_I t (:; ,,j 1:)''r 1. h e. r C) CI 1 f f !.. t o c'! +C,: I:. 1 rf
dc 1.(-1 IiIr""= _ i 1 J) t. ._ L .._ EL_I t c. I' eci t -{ A
w ("I +'• ("r; r'. .. !. o IJ t:= f° n t_. 3 ! I _i t;- r• I=. I,, E. ..
._ _ '?i C.:I.. C i-13.i=
ii=' , ,{'_. i" ' 1
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El.l. i .. ,. I"' F'. v e
Vo1.u'f.,e ;. T('IC"-r, filerit" 1. V01.1_!fT'I'._ Uf='; /1 Ear) 1. 1 (lt:[ L.<C
i
Outlet. Structure F-i-le- 2UNIVPI._ STR
POND-2 Versdon: 5.17 S/N;
Date Executed: Time Executed-
UNIVERSITY PLACE
MECKL.E.P` BURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALL.,3

.+:*.**'* COMPOSITE O1.1TFL(:)W SUMMf=)RY **:**
11--1evatior t f t} Q{ (^fs ) Ccntr:i.butir)c 1,t.r°uctures
62''i :. 50 0.0 1.
622 , 00 0.3 1.
6 <_ , 0 0 . 41, 1
6 3. 00 0.5 1.
6 . `a0 0 , 6 i +2

6',," 4. 5 U S"-s . 0 L +
6 12.5 .. 0 (.) 3 ri . l F ,...
6 2,5 ('.,1 134 1 4-2
626 1 50 .. 4 1 -1-2
6r?6. 0 1.64,. 7 1- 4-i'.
6 . . C) 0 1.7 ! 1 1.. .C.

62'E,?.00 201 .C, 1 '...
6 +3.' C) 21
6" .??0 2.9 1 +'
6, 2Q. so 232 6

630.50 2r;::_ .2 i. 4.2 4.:.:5
6 7) 1 C) C)
6 ::i J. , C50 1.:i %!.. 1 1. d-

Outlet Structure File. 2UNIVP{__ ., STP
POND-2 Version: `x.1.7 S/1"',
Date Executed: Time EXecuted:
UNIVERSITY PLP)CE
MECKLENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER W{--MLLE

Outlet. tr uctt.Jre=; F i..l.z< 2UNIVPL.. t TIR
_.
P1 la n i m e t€??r, :C n r?>at. File- 1i* <' L
P {J:V f=? 1... f . V '-ND
a 1??.n O
G?. u is ,Put, F -, l : ?_I `•I. ,r1 i JO N ..D ., I" I i i r . El e v . ('F t:) 6, 2 l.. 5 tl ax . E 1, e \/ ,. (. f t;) - 6-32 {_1,c.-'di i.ona1. if •.?,a.)..?..nn (ft) to be :i.ncA.t..tded :i. r° ?.-.ab1.e:
TI V
ID u. t f. c 11/ J r a I. 7 n cl i', a L% 1 : t. J tT) l j,,. v b l; ( fi t E--: t 1 r";
U1 T V IOr.D r- ! 11)

Outlet Struct°ure( f=i_l 2UN7.VPL. QTR
POND--2 Ve;rsic:)n: 5.1.7 N
Date Executed. Tame Executed
t!NIVERETTY PUACE
M C,KLENBURG COUNTY, NC;
WET I)E. TENI'].Or,! 1A.11-11-1 OUT UPPER WALLS

1, ni") Lit D at
C:)1'F 'J". (" :
C) r `i. f= i e: (:: c _J or". a. r't cl Datum Elevation

Outlet. Structure File: 2UNI.VPL STR
POND-2 Version: 5.17 O/N:
Date EXecuted: Time Executed
UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS

»»>> Structure No. 3 <<<<<<
(Input Data)
WEIR--VR
Weir - Vertical Rectangular
El elev.(ft)? 6350
E2 e l e:',a . (f t) ? 632. (--,01
Weir coeff ic;_i.e:=.nt? 3.0
Weir el-e_:v..(ft)? G30..0
Length (ft.)? 170
( C / S)r C
w
i
Outlet Structure File. 2UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE
MECKL.ENBURG COUNTY, NC
WET DETENTION WITH OU'T' UPPER WALLS

Outflow Rating Table for Structure #1
ORIFICE. Orifice - Based on Area and Datum Elevation
Elevation (ft.) Q (cfs
------- ) Computation i~1essage,s
-- ----------------------------
.50
621 0.0 H =0.0
^y
622 .U0 0.3 H =.5
622,50 0.4 H =1.0
6213. 00 0.5 H =1 .. S
Ey23..50 0.6 H =:2.:0
. 0O 0.7 H =2-15
CJ24, SO 0.7 H J .I..)
625:,00 0..8 H -3.5
625.50 0.8 H =4..0
626.00 0.9 H 4. S

62; ..O0 1.0 H M.S.
627.S0 1.. 0 H 6, 0
62113., 00 .1 1, H 6. S
ra. _ O
62c. ?:, 1 ,. 1 H 0. 0
629. 00 1.. 2 1-1 '7 ..S
629,S0 1..2 H =8..0
6-30.00 1.2 H '-8 . 5

6 3 :t.. i.? 0 1.. 3 H
. :?
:,"9
631-50 1 .. IS H '- 10 . ii
6 3'2 . 0 C? 1 . 4. 11-1 =10.5

i. (ft:) Table elev' - Datum e;1ev i 621 .5 ft.

7

J
Outlet Structure File: 2UNIVPL 5TR
POND-2 Version]: 5.17
Date Executed:
S/N:
Time Executed
UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS

Outflow Ra.tir]c) Table for Structure #2
STAND PIPtE. Stared Pd,pe tnii-th weir_ or ori.fi.ce f1cwi
**** * INLET CONTROL_ ASSUMED ****?*:
Elevation (ft) 0 (ofs) Computation] Message.
621.50 0.0 E < Inv.ElvM 62;x.5
622,00 0.0 i : El= 623.,5
6 ?2. 51'_ a 0.0 E: . El= C:12 7. 5
623 , 00 0.0 E < E I - 623 . °a
623 . 5ca 0.0 Wei. r -.. H :-:O' 0
624 . 0::a 18-S Weir. H
624. S(.) 5 3 Wei r. 1-1 1.. 0
62.5 , 00 96 , 1. Wei r ; H 1 . 5

626.:00 1.49-.5 0 r i f i.ce: H w..5

6'1"'7. C) 0 1- 7 6 :. 9 Orifice, H _-3. 5

62E, ,. (D0 '2 11 0 0. 6 Or-if ice ;. 1-1 :. 4 tC
D
628.50 211.44 0r. i.f:ice: H
629.00 221.7 Or:if ic;'e ii IS . 5

6.i0.00 241.0 Orifice- H -6:.5
630 . 150 250 , 1 0I'. i f i c;e - I•-1 - ,' . 0
6.3 1 :. 00 2 S 8 . '-31 0 i" ]. f .L. C E E' i 7 Cy
6 31 1.S0 267,1 0r-j,fi(.:e-' H M8 0
632. 00 27S„ 6 0 r i- f i. c:{ I-1 5
Weir Cw 3 33 c= :i r• i e na cit. , -a ... 1 .; (:} 796 -F'i.:
Orifice 0o - 6 0r°i.fic e area. 1'x. 6._,<"!•` F: ft..
0 (.`; f - )
NC-± t.rat1" i t1.0n u,wed, tra.r-] `.;:1. a.;i(:.)n fleiCif"i i; ). f
l`JR. i.r equai:.i.on ._ Or'i-f i.ce: e,;?waljior1 @

i
Outlet Structure F=ile: 2UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE
ME.CKLENBURG COUNTY, NC
WET DETENTION WITH OUT UPPER WALLS

Outflow Rati.nr) Table for-, Structure #3
WEIR-VR Weir - Vertical Rectangular
***** INL ET CONTROL- ASSUMED *****
Elevation (ft) 0 (ofs) Computation Messa0es
------------------------------
621. SO 0 .. 0 E < Inv, E1.. r 630
6'22. 00 0.0 E_ <. l nv . El.. - 63)0
622.50 0.0 E < I. nv,. E 1. , -= 6)30
623 . (_1C 0.0 l- <. Inv. E 1.. • 630
623 . 11_10 0.0 E < Inv. El .. = 63()
624. 00 0.0 E <. I nv . E1 . = 63(.)
624 .. S0 0.0 E: < Inv. El .:; 6: 0
62S,00 0.0 E <. Inv. E l . -.: 630
62S . SO 0.0 E < Inv. E.1 . = 630
626.00 0.0 E . Inv. E 1, .._ 630
626. 50 0 . 0 E < I nv . E I . = 630
627.00.) 0.0 E , Inv.El.... 630
627.50 0.0 F,' < 1. r) v . El 630
628.00 O .. 0 E < Inv. El , 630
628,50 0,0 E < Inv . El , - 630
629.00 0.0 E < I nv. El, r._ 630
629,50 0.0 E < I:nv.El.- 630
63('1.. 00 0.0 I-1 =0, : 0
6.30.x:0 >1.S H =.S
6.-1.. 0 c"1 9 0. 0 1-i "'I.0
0
631_50 16 S . 3 H -.-I ., .S
2.0
- L. (.E:t) 30
H (ft) T?;.kale= elev. -- I.r -ver-t F, 'Lev. { E> 30 f t
0 ;. c f s (.; * E.. * ( LHI *. =',1 . 5 ) -- -- ?-; l..i p r, r. e -; se d W e i r-

' POND-2 Version: 5.17 S/N: Page 1
EXECUTED: 07-14-1.993 16:36:27 ON/OFF SITE Return Freq: 100 vears
H

UNIVERSITY PLACE W
* MECKLENBURG COUNTY, NC ?
WET DETENTION POND WITHOUT UPPER WALLS
100 STORM EVENT. FILE 2UNIVRT2
Inflow HydragraPh: UNTVL222.HYD
Rating Table file: UNIVPOND.. PNI:Y
-----1NITIAL CONDITIONS----
Elevation - 621,50 ft
Ou tf 1..01".) - 0.00 cf
Storage - 0.00 ac-ft
GIVEN POND DATA
INTERMEDIATE ROUTING
COMPUTATIONS
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1 POND-2 Version: 5.17 J/N. Page 21
EXECUTED. 07-14-1993 16.36.27 0f-,!/OFF SITE Return Freq; 100 vear°s
Pond File. t_!NIVP0ND.. PND
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POND--2 Version. S. 1.7 0/N; Page 3
EXECUTED: 07-1.4--11793 16:36:27 ON/Or=F= SITE Return F=req: 100 years
SUMMARY OF ROUTING C;Ot1Pt!..( A'-J'IOW
Pond File: UNIVPOND.PND
Inflow HYdr(-,,gr-aph - UNTVL222. H'r D
Outflow Hvdrogr°r3ph 2UNIVRT2 HY:.0
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ON/OFF SITE Peti_rrn Frecl,. 100 Years
Pond File: IVPOND.PND
UN
Inflow H/'?drogrw.? h ?; ry
UNT'VL22 2 . HYD
Outflorhr Hydrograph ; 2UNIVRT2.HYU
EXECUTED- 07-14--1993
Peak Inflow 615.00 c-fs 16. 16,.2"7
' Peak. Outflovj 336.81 Cf?;
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BARRETT KAYS & ASSOCIATES
304 East Jones Street
RALEIGH, NORTH CAROLINA 27601
[phone]
r
r TO ............ .......... _:.... ETLiINl>5.............. k
WE ARE SENDING YOU Cnow 'Attached L
? Shop drawings ? Prints
LCEUTCR OF IMMS UTT9 L
DATE JOB NO.
7Zo?y3 ?Z// 0 iZ
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up J0l?i7 ,v0 rn2
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... ............ ......:' ?II??
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Wf tLANOS G S CT ION
the following items:
? Plans ? Samples ? Specifications
? Copy of letter ? Change order ?
COPIES DATE NO. DESCRIPTION
2• 71zolg3 Ae tj ??//
n?,..Al .4r 461&e 7" CGndt' ?;,o eonilolttce,
-- Z 0,P1101\1S • /) 76% TsS 4,w,., J'
t art
O 7/7- O
THESE ARE TRANSMITTED as checked below:
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If enclosures are not as noted, kindly notify us at one .

Field Notes for Potential
Mitigation Sites:
University Place Site Evaluation
July 20. 1993
Field day, July 19, 1993. This is for the University Place Mall Project, project
#9211012. The purpose of this site visit is to assess the feasibility of using some
mitigation sites downstream of the detention pond, located at University Place
Mall. The purpose of using mitigation sites is to mitigate the loss of pollutant
removal by the implementation of one of the storm water options that we have
previously come up with. The stormwater option includes the construction of a
0.79 acre surface area detention facility that has been calculated to have
approximately 70% pollutant removal. The guidelines provided to us by the
division of Environmental Management indicate that the goal for pollutant
removal via stormwater structures is 85%, therefore this mitigation would be
wetlands mitigation for the purpose of adding approximately 15% pollutant
removal capability to the overall project, thereby protecting Mallard Creek,
which is downstream of the project site. We have received previously, on July 2,
1993, from John Dorney from DEM, Water Quality Section, a possible wetland
restoration site list for University Mall project (attached). The concept is that a
less efficient stormwater quality control pond would be acceptable to DEM,
provided that wetland mitigation is done nearby, and preferably downstream,
thereby keeping constant the effective protection of water quality via pollutant
removal. What we have proposed is approximately 1 acre of wetland fill, a
portion of that will then be in a wet pond configuration, therefore something less
than 1 acre is the actual loss of wet habitat. Therefore, mitigation would be
approximately 2 acres in size or less, given the memo from DEM, dated 7/2. The
mitigation of 2 acres is assumed via the mitigation ratios of 2 to 1 that were
proposed by DEM as a mitigation regime in previous documentation not specific
to this project.
Page 1 of 6
First Site
Site #6 on the list provided by DEM. This is a large flood plain on both sides of
Mallard Creek, just west of Highway 29. This is the area that's just to the north
of the existing golf course and just to the east of the golf course impoundment.
This area is approximately 4 acres in size, and appears to have enough area to be
used for mitigation. However, the golf does have some stored implements as well
as some oil drums and things down in this flood plain area and it appears as
though there may be some other environmental issues associated with this site,
associated with the golf course including storage of old pesticide and herbicid
containers. It appears while this site is fairly large and probably would h e
benefits to Mallard Creek from cleaning it up, the golf course probabl oes own
this site, or at least a majority of it and as such it may be somewhat to put
together a mitigation plan and purchase plan or easement plan for this. This
site is very accessible from Highway 29 and it appears as though from a size
standard it would be feasible, however the topo does not appear to be exactly
correct on the Topo map, in particular, where the word 'Mallard' appears on the
Topo map. There does appear to be some deposited material either from
overwash from Mallard Creek or perhaps dumping from nearby development.
We'll have to check that out further.
Second Site:
The second site that I'm looking at is immediately to the west of Site #6; this is
referred to as Site #9 on the DEM map and memo that they provided. This area
is approximately an acre to an acre and one-half. There does appear to be a good
likelihood for use as a mitigation area, however, the accessibility of this area is
somewhat difficult in that there are no roads that are immediately adjacent to it
and we would either have to access this site by going through the floodplain and
wetland area described earlier as Site #6 or enter it somehow from the easement
from I-85, that would be even more difficult. There has been some clearing;
vegetation is now growing up in pines and also in cedar and sweet gum;
vegetation-wise it appears to be facultative, not much wetter than that.
However, there are depositional remnants from overtopping the banks of
Mallard Creek and sediment being deposited along the northern creekbank.
This area, again, is only about an acre, perhaps less, and it is very difficult to get
to in order to construct a mitigation area. This is probably less suitable for
mitigation than #6 from an accessibility standpoint.
Page 2 of 6
Third Site:
The next site is site #8 on the map supplied by DEM, this site is east of Site #6,
on the other side of Highway 29 and is just downstream on the right hand bank
of Mallard Creek, just downstream of the Toby Creek confluence. This area here
is an extension of the flood plain described as #6; it's a small depressional area
that sits off the site of the creek bed and this may be one of the better areas from
a hydrologic standpoint, in that there is some water impounded in this
depressional area now, we've had some rain recently to put that water there.
However, there will be an accessibility problem in getting equipment from
Highway 29 and also perhaps across Mallard Creek to this site. It appears as
though this site is maybe half an acre or so. in size (the depressional area); it also
appears as though it may be spring-fed. The water seems to be fairly clear, and
not much sediment. There's a lot of vegetation, though, that could probably also
be doing some water quality cleansing, if you will. The soil appears to be gleyed
to the 4 to 6 inch depth, and the feasibility of vegetation coming back into this
area if we mucked it to increase the size appears to be pretty good, based on the
past clearing that's taken place and the way it's revegetated already. I have no
idea how we would get across the Toby Creek confluence area. It's fairly wide
down there, except for right at the confluence, but then again there's only a topo
difference of may a couple feet at the confluence so we've got a really wide flood
plain to go across in order to get to this area. This is a fairly good area and one
that I may recommend.
Fourth Site•
Site #7 on the DEM supplied map is upstream on Toby Creek, approximately
half a mile or so, and is denoted on the map being adjacent to the power line that
cuts across UNC-Charlotte property. I would suggest perhaps not going so far
up the Tobie Creek basin and staying down near sites #8 and 6, down near the
confluence of Tobie Creek and also of Mallard Creek, for two reasons: number
one, accessibility via the University of North Carolina at Charlotte property
might be a little difficult and second there's just more area to work with on
downstream on Tobie Creek from the area that's delineated on the DEM map;
there's just more flood plain area to work with. There's also a better chance of
accessibility via Highway 29 flood plain than there is trying to come across UNC-
Charlotte property or coming up some other way.
Page 3 of 6
Fifth Site:
The next site I'm looking at is site #1, which is on the right hand bank of Mallard
Creek to the east of SR2467 and to the north of WT Harris. This site is
approximately an acre and a half in size and is adjacent to a fairly large
widening out of the flood plain of Mallard Creek to the south. This area appears
to be pretty good from a mitigation possibility standpoint, although again
accessibility is really difficult if we have to muck out in order to facilitate the
hydrologic requirements of a wetland. Also, it should be noted that there is
significant residential development upstream in this location, adjacent to the
Derita subdivisions (or whatever they're called) but this area has grown rapidly
and is very residential at this point. It would be very difficult, I think, to
actually make this particular site work from an accessibility standpoint and a lot
of other reasons also, but mainly accessibility and also what's gone on around
this site.
Sixth Site°
The next sites that I was going to look at were sites #2 & 3 on the DEM map but
those sites are now gone because of the cloverleaf and the highway construction
associated with WT Harris Boulevard.
Seventh Site
Site #4 on the DEM supplied map is upstream of WT Harris along Doby Creek;
this is the creek that the mall site would discharge into after flowing underneath
I-85. The depth of Doby Creek today is about 3 feet and it's about 8 feet wide in
this location. This particular site, site #4, is immediately adjacent to an area
that has been impacted by runoff from I-85. There is a lot of debris in this area,
and it appears as though some drainage modifications have taken place in order
to facilitate the residential development on the other side of Doby Creek. I
would not recommend this particular site from a mitigation feasibility
standpoint, in that it appears as though maintenance of this area, because of its
proximity to I-85, would present a problem. However, I should note that from a
cost standpoint, because of the adjacency to I-85, it may be one of the more
unusable sites for development or for other reasons, and as such it might be
fairly cheap. It's a little bit unclear as to exactly where the highway right-of-way
extends and so easements and what have you would have to be explored more in-
depth.
Page 4 of 6
Eighth Site
Site #5 is the last site on the map that DEM supplied us; it's approximately a
mile and a half up SR2494 and it is north of WT Harris. This site is immediately
adjacent to Mallard Creek and unfortunately has been completely surrounded by
residential subdivisions. I would not recommend this site for mitigation.
Summary
In summary, I've evaluated all of the locations that were denoted on the map
supplied to us July 2 by DEM. It appears as though many of the sites may be
feasible for wetland mitigation. Sites #6, 8, 7, and perhaps 9 on the maps
supplied by DEM seem to be the most feasible. Those sites are all located in the
Toby Creek and Mallard Creek flood plain, basically immediately adjacent to the
Highway 29 area, where the golf course is (actually just north of there), and
these all appear to be fairly intact areas that have not had much development
pressure; again, they're in a wide flood plain area so development pressure in the
future is somewhat limited and they're also just upstream of the sewage disposal
plant on Mallard Creek. The water quality that gets to them, while there are
about three sewage disposal locations upstream of them, at least they're
tempering some of the pollutant removal prior to that sewage disposal plant on
Mallard Creel wnstream. From an accessibility standpoint, they're all
fairly good; robabl 1 the best in that we can access it via the golf course and
right off of Highway 29. #8 is not so good, in that from an accessibility
standpoint we would have to cross Tobie Creek, but from a hydrologic standpoint
it appears to be the best site in that there's already depressional area there,
possibly spring-fed, and there's also an adjacent stream that feeds into it just
downstream on Mallard Creek but it appears as though that flood plain is large
enough that it's also being fed by that intermittent stream. That's probably the
best site from a mitigation standpoint. Ownership is difficult, there's a lot of
flagging in the field down in that area, perhaps because of UNC-Charlotte,
perhaps because of the residential development that's going on, perhaps also
because of the DOT mitigation adjacent to Mallard Creek in that general
vicinity. The other sites evaluated, sites #2 & 3, do not exist because of the
highway construction that's taken place. Site #1 appears to be a pretty good site,
although accessibility is difficult, as is site #5 a fairly good site but accessibility
again is very difficult. We're getting into some resident' 1 area in those areas
and so ownership issues become somewhat difficul Site # is adjacent to I-85,
maintenance would be difficult although land prices t would probably be the
best.
Page 5 of 6

This concludes the field investigation of the wetland locations. As a suggestion,
future investigations should include evaluating the property owners of sites #6,
8, and 7, perhaps 9 as a contingency. Also, I would recommend evaluating the
ownership of the area around site #4. It appears, based on the locations of these,
that we could be dealing with a multitude of various property owners, including
the State DOT, as well as the University of North Carolina at Charlotte. After
property ownership has been evaluated, the sites should be prioritized based on
a combination of the accessibility comments in this memo. The ownership
evaluations, whether or not the owners are a sophisticated group or whether we
could possibly obtain easements or the property outright without much of a
hassle, and then, once those sites have been prioritized, I would suggest that an
on site evaluation, consisting of detailed soils investigations and detailed
mapping of the available area, using perhaps basic land survey methods so that
we meet the mitigation ratios and the soil suitability requirements of a
mitigation area as well as the hydrologic requirements can be evaluated. That
would probably be the last step prior to entering into an easement contract or
some other agreement with the property owner.
Page 6 of 6

R-Ti?ll2?V I ?3
7J?iv1 67/k
POSSIBLE WETLAND RESTORATION SITES
UNIVERSITY MALL PROJECT
MECKLENBURG COUNTY
DIVISION OF ENVIRONMENTAL MANAGEMENT
WATER QUALITY SECTION
July 2, 1993
Concept:. A less efficient stormwater quality control pond may
be acceptable to DEM if wetland mitigation is done nearby (prefer'ably
downstream) which is effective.in improving/protecting water quality.
About one acre of wetland fill is proposed. Mitigation would be about
2 acres in size. These sites are shown on the attached map.
Site # 1 5.5 acre field in floodplain of Mallard Creek just
upstream of confluence with Doby Creek
Monacan soil
NWI - PF01A adjacent
Site # 2 2 acre field in floodplain near the confluence of
Doby Creek tribs
Monacan soil
NWI - nothing
Expensive property?
Site # 3 1 acre field in floodplain of Doby Creek
downstream of site
Monacan soil
NWI - nothing
Site # 4 4 acre field in floodplain of Doby Creek upstream
of site
Monacan soil
NWI - nothing
Quasi-land locked parcel
Site # 5 3 acre field at confluence of Mallard Creek and
tribs. Upstream of site
Monacan soil
NWI - nothing
Site # 6 5.5 acre field along Mallard Creek. Downstream of
site.
Monacan soil
NWI - 2SS1C across stream
Site # 7 8 acre field along Toby Creek. Offsite from mall.
Monacan soil.
NWI - between two Bottomland hardwood sites
UNC-C owned property?
?- Site # 8 1 acre field/marsh along Mallard Creek.
Downstream of site
Monacan soil
NWI - part is marsh, possible expansion?
Site # 9 2 acre field along Mallard Creek and confluence of
unnamed tributary.
Monacan soil
NWI -nothing.
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ARDS I X11 R DASIN MAP FI1 E
-
AND
IOVE D N1 0 i R, Ov r.
our
State of North Carolina
Department of Environment, Health, and Natural Resources
512 North Salisbury Street - Raleigh, North Carolina 27604
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
Jim Spangler
Barrett Kays Associates
304 E. Jones Street
Raleigh, NC9,9 8 , /
?7
Dear Jim,
A. Preston Howard, Jr., P.E.
Director
April 20, 1993 U ? ? 0 W
3=
APR 2 01993 b")
Enclosed you should find materials that have been put together to assist you in preparing a wet .
detention pond design to be submitted to the Division. Specifically, this is in regard to your design
that was submitted for the University Place, Charlotte, North Carolina site. You should find
enclosed:
1. "An Overview of Wet Detention Basin Design"
2. Surface Area to Drainage Area Ratio, Table and Explanation
3. Surface Area to Drainage Area Ratio, Graphs
4. Example of an outlet structure with drawdown control, Diagram
This information should help you understand how a wet detention pond will be evaluated by the
Division, but is not intended to provide a detailed design manual for wet detention ponds. These
documents are in draft form and are subject to revision at anytime in the future, although the design
methodology should remain consistent. The sizing guidelines mentioned in the enclosed documents
are based on the work of Eugene D. Driscoll in Methodology for Analysis of Detention Basins for
Control of Urban Runoff Quality, EPA 440/5-87-001.
So that your design can be evaluated accurately and in a timely manner, please include the following
information in addition to all other information in the package that you normally submit for approval:
1. Design details of the inlet structure
REGIONAL OFFICES
Asheville Fayetteville Mooresville Raleigh Washington Wilmington Winston-Salem
704/251-6208 919/486-1541 704/663-1699 919/571-4700 919/946-6481 919/395-3900 919/896-7007
Pollution Prevention Pays
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone]
An Equal Opportunity Affirmative Action Employer
2. Design details of the outlet structure, including:
a. means of discharging flow for flood control, and
b. means of discharging water quality control volume (examples: perforated riser,
orifice, inverted orifice, etc.)
c. emergency spillway (if necessary)
3. Design details of any forebay or sedimentation basin
4. Site plan with final contours and grading plan
5. Routing or hydrograph calculations into the pond
6. Routing or hydrograph calculations for the:
a. drawdown of the water quality control volume in the specified time (48-72 hours)
b. for control of the specified year flood
7. Provisions for maintenance of the forebay and pond
Wet detention ponds should always be designed to control the design storm that is specified by
relevant guidelines and code, and should be designed with generally accepted practices of safety and
maintenance applied.
If you have any questions regarding this material, or need clarification of these guidelines, please call
me at [phone].
Sincerely,
cot Thomas
Attachments
cc: John Dorney
Beth McGee
AN OVERVIEW OF WET DETENTION BASIN DESIGN
Control of nonpoint source pollution is a stated goal of the 1987 Water Quality
Act. An important source of these pollutants is stormwater runoff from urban areas.
This runoff has the potential to degrade water quality in all types of waters, including,
among others, those classified as water supply watersheds, shellfish areas and nutrient
sensitive waters. Land-use control (ie. low density) is the preferred method of reducing
pollution from urban areas. In cases where low density is not feasible, engineered
stormwater controls are viable solutions to reducing pollution. However proper design
of these engineered solutions is essential for adequate pollutant removal. In turn,
dissemination of technical information to both engineers and local officials on the
design and maintenance of engineered solutions is equally important. Wet detention
basins used as an engineered solution for stormwater control are the subject of this
DEM Technical paper.
Wet detention basins have proven to be effective in improving the quality of
runoff from urban areas (Hartigan and Quaesbarth, 1985; Yousef et al. 1985; US EPA,
1983). Benefits of wet detention ponds over other stormwater devices are many. In
contrast to wet detention basins, dry detention basins are inefficient in removing
suspended solids and other pollutants (US EPA, 1983; Metropolitan Washington COG,
1983) and hold little aesthetic value (Maryland DNR, 1986). Wet detention basins are
also appropriate in areas where infiltration is impractical due to low infiltration rates of
the underlying soils. In addition to water quality benefits, wet detention ponds can
reduce the peak runoff rate from a developed site and control downstream erosion.
DEM's approach to water quality control of stormwater in surface drinking
water supply watersheds is based first on minimizing impervious surfaces and secondly
on treating stormwater runoff from these surfaces. The guidelines on page 33
(NCDNRCD, DEM, 8/28/87) for wet detention basins provide information on the
appropriate volume storm to treat and the corresponding basin size.
The design of these wet detention basins is based on retaining the runoff from a
storm for an extended length of time in order to settle out suspended solids and
pollutants (such as heavy metals and nutrients). Biological treatment also occurs (US
EPA, 1983; Metropolitan Washington COG 1983). Driscoll's model (US EPA, 1986)
was chosen for the permanent pool water quality component of the design. The model
uses as input a long-term average storm statistically calculated from the historical
rainfall record. By using this storm and the appropriate watershed characteristics (e.g.,
impervious cover), a permanent water quality pool is sized to detain the storm long
enough to attain the target TSS removal. The model incorporates settling that occurs
during the storm (dynamic) and between storms (quiescent). The movement of the
storm runoff through the basin is assumed to be via plug flow. In general, to obtain
62% and 85% TSS removal in basins designed for the long-term average piedmont
storm, runoff from the first 1/2-inch and 1-inch of rainfall will be detained ten days
and two weeks respectively (NCDNRCD, DEM, 8/28/87)..
In addition to the permanent water quality pool, the basin should have a
temporary water quality pool for this extended detention. This temporary water quality
storage, located above the permanent pool, is necessary for periods when runoff
entering the basin is significantly warmer than the permanent water quality pool.
During these periods, a thermocline is established, plug flow does not occur and runoff
exits the basin without being detained long enough to achieve maximum settling. To
counteract this lack of detention time and settling, the runoff (from the 1-inch storm)
should be slowly released through a negatively sloped pipe (Figure 1).
Once the minimum surface area and temporary storage volume of the basin
needed to achieve the stated water quality goals is determined, the principal outlet and
emergency spillway may be sized for flood or erosion control. The storage allocated
to flood control is located on top of both water quality pools, while the storage for
erosion control occupies the same storage as the temporary water quality pool
(Figure 1).
Each locality should decide whether a policy based solely on flood control (i.e.,
peak flow reduction ) or on erosion control (i.e., bed-material load reduction or
velocity control, both of which may also control flooding) is appropriate. An example
of a flood control goal might be to reduce the 10-yr post-development peak discharge
to the 10-yr pre-development peak discharge and safely pass the 100-yr storm.
However research has shown that detention practices which control the
after-development peak discharge of large storms are not effective in reducing
downstream erosion. This peak flow reduction does not control bed-material loadings
or reduce the duration during which the discharge velocity exceeds the critical velocity
of the receiving channel (McCuen and Moglen, 1987; Schueler, 1987).
Smaller more frequent storms (those that produce a bankfull flood) are
responsible for the majority of streambank erosion (McCuen, 1987; Andersen, 1970;
Leopold et al., 1964). In a natural watershed this bankfull flood is caused by a storm
which occurs on average every 1.5 to 2 years. However as the watershed develops and
stormwater volumes and peaks increase, banlfull floods occur more frequently and
channel erosion is more probable. Therefore designs based on detaining runoff from a
small storm, such as a 1-inch storm, for 24-40 hours should reduce the probability of
downstream erosion (Schueler, 1987). A stormwater routing technique should be
executed to assure that each outlet (principal and emergency) performs satisfactorily
for its design storm.
The wetted perimeter of the basin should be planted with aquatic vegetation
(Maryland DNR, 1987; Schueler, 1987; Florida DER, 1986). This vegetation not only
DESIGN OF PERMANENT POOL DETENTION BASINS
A. Design For Water Quality Control
1. For the permanent water quality pool, use basin surface area/drainage area
(SA/DA) ratios for given levels of impervious cover and basin depths
(NCDNRCD, DEM, 8/28/87).
2. Average permanent water quality pool depths should be between 3 to 6 feet.
3. Use impervious levels expected in the final stages of development
4. Locate the.temporary water quality pool for extended detention above the
permanent water quality pool. The orifice of the negatively sloped pipe
should be sized to release runoff from the first 1-inch rainfall over a 48 hour
period (Schueler, 1987, pp. 3.4-3.5).
5. Basin shape should minimize dead storage areas: average length of flow to
effective width > 2.0 (Barfield, et al., 1981, pp. 426-429; Florida DER, 1982
draft, pg. 6-289).
6. A forebay (may be established by a weir) should be included to encourage
early settling. This allows drainage of only a portion of the basin in order to
excavate accumulated sediment. The forebay volume should equal about 20%
of the basin volume (Figure 2).
7. Check area ratios to make sure that the watershed will support a wet basin on
existing soils (NCDNRCD, DEM, 8/28/87 attached, and Harrington, 1986).
8. If the basin is used as a sediment trap during construction, make sure that all
sediment deposited during construction is removed before normal operation
begins.
9. While not required at this time, sand filters or other treatment may be
necessary on the effluent from the water quality basins especially in the
Piedmont. The UNC WRRI has funded a study by Dr. Wu at UNC-Charlotte
to evaluate the removal efficiency and sediment size distribution of inflow
and outflow samples and other aspects of detention basins. Results are
expected in the near future. Basin designs should ensure that the flood flow
does not pass through the sand filters (Urbonas and Ruzzo, 1986, pp.
739-760).
10. Aquatic vegetation should be included for a wetland type detention basin
(Maryland DNR, March 1987; Schueler, 1987, Chapter 4 and 9). A
minimum 10 foot wide, one foot deep shelf is required around the edge of the
basin for safety and to provide appropriate conditions for aquatic vegetation
establishment (Schueler, 1987). This shelf should be sloped 6:1 or flatter and
extend out to a point 2 to 2.5 feet below the surface (Florida DER, 1986). A
list of suitable wetland species and propagation techniques are provided in
Schueler (1987) and Maryland DNR (1987).
11. An emergency drain (with a pipe sized to drain the pond in less than 24
hours) should be installed in all ponds to allow access for riser repairs and
See Malcom and New, 1975, pp. 106-109.
5. Stage Discharge
a. See appropriate equations for outflow structures and when each equation
is the limiting factor (Barfield, et al., 1981, pp. 227-236; Malcom and
New, 1975, pp. 3-9 to 3-11), or
b. Use methods in Land Quality's Sediment Basin handout (NCDNRCD,
Land Quality, 12/86, pg. 5).
6. Emergency Spillway and Dam Height
a. Use SCS methods for emergency spillway design (Engineering Field
Manual, USDA, SCS, 1986, Chapter 11; NCDNRCD, Land Quality,
12/86).
b. Include calculation for wave height and wind setup for a detailed
freeboard analysis (Lindsley and Franzini, 1972, pp. 179-183).
c. Dams 15 feet or higher with an impoundment capacity of 10-ac-feet or
greater at the top of the dam must obtain a Dam Safety permit from
NCDNRCD, Land Quality.
7. Storm Routing
a. Use either Storage Indication Method (Viessman, et al., 1977, pp.
240-244; Malcom and New, 1975, pp. 113-115; USDA, SCS, National
Engineering Handbook, Sec. 4, Chapter 17), or
b. Use HRM (H.R. Malcom) method of routing which is easy to execute
and approximates the Storage-Indication Method (Malcom and New,
1975, pp. 3-2 to 3-6, 110-113), or
c. Use SCS TR-20 method of routing.
d. The TR-55 routing method may be used for preliminary design (USDA,
SCS, 1986, TR-55, pp. 7-6 to 7-13).
8. Downstream Protection
a. As required in the Sedimentation Control Plan (NCDNRCD, 8/1/85, Title
15, NCAC 4B.0009). The post construction velocity of the 10-yr storm
runoff shall not exceed the greater of:
1) the maximum permissible velocity for the given channel lining,
2) the 10-yr pre-development velocity.
b. Use methods in N.C. Division of Land Quality's Energy Dissipater
1. Routine maintenance is vital to the proper operation of the wet basin
(Schueler, 1987, pp. 4.13-4.17; Maryland DNR, 1986).
2. Adequate funding is the most important factor in a successful maintenance
program (Maryland DNR, 1986).
3. Designation of a lead agency(ies) is important to assure proper inspection and
maintenance. The Maryland DNR report (March 1987) surveyed different
counties to find the strengths and weaknesses of various inspection and
maintenance arrangements.
4. Estimated annual operation and maintenance (O&M) costs for wet basins of
5% of construction costs were found in a survey conducted by the State of
Maryland on their wet detention basins (Maryland DNR, 1986, pg. 37). In
addition the NtJRP study in Washington, D.C. estimated O&M costs to be
5% of construction costs (Metropolitan Washington COG, 1983, Chapter 3).
5. A study of Maryland basins found that in general people had more favorable
impressions of wet basins, were less likely to throw litter in them, and were
more likely to clean and perform routine maintenance on these basins
(Maryland DNR, 1986).
6. A permanent easement must be provided to assure easy access for
maintenance. Care should be taken to secure all appropriate legal agreements
for the easement.
7. A benchmark for sediment removal should be established to assure adequate
storage for water quality and flood control functions.
D. Location
1. In order to avoid sizing the basin for the entire upstream drainage area, basins
should be located out of the streambed and sized for smaller subbasins in the
development. Particular care should be taken to modify storm drainage so that
all developed areas drain to the basin especially if the site is intensively
developed (e.g., condominium or commercial). This method will assure that
all runoff from impervious areas will be treated, without the necessity of
retreating upstream runoff.
2. In newly developing areas of the watershed, a regional detention basin may
be an option for the local government and developers to consider.
Compensation and joint maintenance contracts between upstream and
downstream property owners would probably be necessary.
3. Buffers around the basin should be determined by the flood pool (usually the
100-yr storm).
REFERENCES
1) Andersen, L.W. 1970. Effects of Urban Development of Floods in Northern
Virginia. United States Geological Survey. Water Supply Paper 2001-C. Washington,
D.C.
2) Barfield, B.J., R.C. Warner and C.T. Haan. 1981. Applied Hydrology and
Sedimentology for Disturbed Areas. Oklahoma Technical Press, Stillwater, Oklahoma.
3) Brater, E.F. and H.W. King. 1976. Handbook of Hydraulics. 6th edition,
McGraw-Hill, USA.
4) Florida Department of Environmental Regulation, Nonpoint Source Management
Section, Tallahassee, FL. 1984 Draft. The Florida Development Manual: A Guide to
Sound Land and Water Management.
5) Florida Department of Environmental Regulation, Nonpoint Source Management
Section, Tallahassee, FL. 1986. Current DER Criteria for Wet Detention Systems.
6) Harrington, B.W. 1987a. Design Procedures for Stormwater Management Extended
Detention Structures. Maryland Department of the Environment, Sediment and
Stormwater Division, Annapolis, MD.
7) Harrington, B.W. 1987b. Design Procedures for Stormwater Management Detention
Structures. Maryland Department of the Environment, Sediment and Stormwater
Division, Annapolis, MD.
8) Harrington, B.W. 1986. Feasibility and Design of Wet Ponds to Achieve Water
Quality Control. Maryland Water Resources Administration, Sediment and Stormwater
Division, Annapolis, MD.
9) Hartigan, J.P. 1986. Regional BMP Master Plans. In: Urban Runoff Quality-
Impact and Quality Enhancement Technology. Urbonas, B. and L.A. Roesner, Eds.
American Society of Civil Engineers, USA.
10) Hartigan, J.P. and T.F. Quasebarth. 1985. Urban Nonpoint Pollution Management
for Water Supply Protection: Regional vs. Onsite BMP Plans. In: Proceedings of
Twelfth International Symposium on Urban Hydrology, Hydraulics, and Sediment
Control, University of Kentucky, Lexington, Kentucky, pp. 121-130.
11) James, W.P., J.F. Bell and D.L. Leslie. 1987. Size and Location of Detention
Storage. Journal of Water Resources Planning and Management, 113(1): 15-28.
25) North Carolina Department of Natural Resources and Community Development,
Division of Environmental Management, Water Quality Planning, Raleigh, NC.
August 28, 1987. Guidelines for Permanent Pool Detention Pond Design For Piedmont
Areas Using Driscoll's Model.
26) North Carolina Department of Natural Resources and Community Development,
Division of Land Quality, Raleigh, NC. December 1986. Sediment Basins.
27) North Carolina Department of Natural Resources and Community Development,
Division of Land Quality, Raleigh, NC. July 1986. Hydrology.
28) North Carolina Department of Natural Resources and Community Development,
Division of Land Quality, Raleigh, NC. Energy Dissipators.
29) Schueler, T.R. 1987. Controlling Urban Runoff: A Practical Manual for Planning
and Designing Urban BMPs. Department of Environmental Programs, Metropolitan
Washington Council of Governments.
30) United States Department of Agriculture, Soil Conservation Service, North
Carolina. 1987. Pond. Technical Guide, Section IV, No. 378-1.
31) United States Department of Agriculture, Soil Conservation Service. 1986.
Engineering Field Manual for Conservation Practices.
32) United States Department of Agriculture, Soil Conservation Service. 1986. Urban
Hydrology for Small Watersheds. Technical Release No. 55.
33) United States Department of Agriculture, Soil Conservation Service. 1970. Soil
Survey, Wake County, North Carolina.
34) United States Department of Agriculture, Soil Conservation Service. National
Engineering Handbook.
35) United States Department of Commerce, Bureau of Public Roads. December 1965.
"Hydraulic Charts for the Selection of Highway Culverts," Hydraulic Engineering
Circular No. 5, USGPO, Washington, D.C.
36) United States Environmental Protection Agency. 1986. Methodology for Analysis
of Detention Basins for Control of Urban Runoff. EPA 440/5-87-001.
37) United States Environmental Protection Agency. 1983. Final Report of the
Nationwide Urban Runoff Program, Volume 1.
Surface Area to Drainage Area Ratio (SA/DA) For Permanent Pool Sizing
85% Pollutant Removal Efficiency
Impervious
% Permanent Pool Depths (feet)
3.0 3.5 4.0 4.5 5.0 5.5 6.0

10 0.59 0.54 0.49 0.47 0.43 0.39 ' 0.35
20 0.97 0.88 0.79 0.75 0.70 0.65 0.59
30 1.34 1.20 1.08 1.03 0.97 0.91 0.85
40 1.73 1.58 1.43 1.36 1.25 1.14 1.03
50 2.00 1.82 1.73 1.64 1.50 1.40 1.33
60 2.39 2.09 2.03 1.87 1.66 1.56 1.51
70 2.75 2.44 2.27 2.12 1.96 1.87 1.79
Using the Chart
The numbers in the chart represent surface area (SA) to drainage area (DA)
percentages. SA = the wet detention pond permanent pool surface area required for 85%
pollutant removal. The chart is based on the amount of impervious cover as a
percentage of the area draining to the pond and the depth of the permanent pool of the
pond. Impervious percentages are in the left hand column of the chart and depths are
given across the table from 3 feet to 6 feet in half foot increments.
To determine the required permanent pool size use the following steps:
1. Calculate the percent impervious cover of the site draining to the pond.
* amount of impervious area / total site area
2. Determine the permanent pool depth (or select a depth for comparison
purposes).
3. Go to the above chart with the impervious percentage found in 1. Go
across the chart at this impervious percentage until you are under the
appropriate permanent pool depth and read the value in the table. The
number in the chart is given as a percent (%). If your impervious
percentage or pond depth is between one of the values given you can
interpolate between values. .
4. To determine the required surface area of the pond take the number
from the chart, divide by 100 and multiple this number by the
contributing drainage area.
y For example: assume a 10 acre site with 3 acres of impervious cover.
1. % impervious = 3/10 = .30 or 30% -
2. Assume a 4 foot permanent pool depth
3. From the chart, with 30% impervious and 4 foot depth, the SAIDA
ratio is given as 1.08.
4. So the required surface area of the permanent pool is:
(1.08/100) * 10 = .108 acres or 4,705 square feet
5. The design runoff volume to be controlled must then be held in the pond
above this permanent pool level.
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DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402-1890
IN REPLY REFER TO
Regulatory Branch
May 6, 1993
Action ID. 199302103 and Nationwide Permit No. 26 (Headwaters and Isolated
Waters)
University Place Mall, Incorporated
c/o The Hahn Company
12030 Sunrise Valley Drive, Suite 300
Reston, Virginia 22091
Gentlemen:
Reference your application of March 18, 1993, for Department of the Army
authorization to place fill material into approximately .96 acre of waters and
wetlands (.57 acre open water and .39 acre wetland) on an unnamed, headwaters
tributary to Doby Creek northeast of Charlotte, Mecklenburg County, North
Carolina.
For the purposes of the U.S. Army Corps of Engineers' Regulatory Program,
Title 33, Code of Federal Regulations (CFR), Part 330.6, published in the
Federal Register on November 22, 1991, lists nationwide permits (NWP).
Authorization was provided, pursuant to Section 404 of the Clean Water Act,
for discharges of dredged or fill material into headwaters and isolated waters
provided:
a. The discharge does not cause the loss of more than 10 acres of waters
of the United States;
b. The permittee notifies the District Engineer if the discharge would
cause the loss of waters of the United States greater than one acre in
accordance with the "Notification" general condition. For discharges in
special aquatic sites, including wetlands, the notification must also include
a delineation of affected specific aquatic sites, including wetlands; and
c. The discharge, including all attendant features, both temporary and
permanent, is part of a single and complete project.
Your work is authorized by this NWP provided it is accomplished in strict
accordance with the enclosed conditions. This NWP does not relieve you of the
responsibility to obtain any required State or local approval. If you have
not already done so, you should contact Mr. John Dorney, NC Division of
Environmental Management, at telephone [phone] regarding state water
quality certification for the work.
r5'rkg
-2-
This verification will be valid for 2 years from the date of this letter
unless the NWP authorization is modified, reissued, or revoked. Also, this
verification will remain valid for the 2 years if, during that period, the NWP
authorization is reissued without modification or the activity complies with
any subsequent modification of the NWP authorization. If during the 2 years,
the NWP authorization expires or is suspended or revoked, or is modified, such
that the activity would no longer comply with the terns and conditions of the
NWP, activities which have commenced (i.e., are under construction) or are
under contract to commence in reliance upon the NWP will remain authorized
provided the activity is completed within 12 months of the date of the NWP's
expiration, modification or revocation, unless discretionary authority has
been exercised on a case-by-case basis to modify, suspend, or revoke the
authorization.
Questions or comments may be addressed to Mr. Steven Lund, Asheville
Field Office, Regulatory Branch, telephone [phone].
Sincerely,
G. Wayne Wright
Chief, Regulatory Branch
Enclosure
Copies Furnished (without enclosure):
Mr. John Parker
North Carolina Department of
Environment, Health and
Natural Resources
Post Office Box 27687
Raleigh, North Carolina 27611-7687
ir. John Dorney
Water Quality Section
Division of Environmental Management
North Carolina Department of
Environment, Health and
Natural Resources
Post Office Box 27687
Raleigh, North Carolina 27611-7687
Mr. James A. Spangler
Barrett Kays & Associates
304 East Jones Street
Raleigh, North Carolina 27601
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To: Jim Spangler
From: John Wiles C??
Re: University Place
une 1& 1993
MEMORANDUM
398
R. M
&-I T-93
1. The narrative, as submitted to NCDEHNR DEM on June 11, 1993, contains
a statement concerning the weir channel invert slope: Item 8 under "WET
DETENTION BASIN" states that the weir channel slope is 0.50%. This
slope should read 0.10% in order to conform to the design as shown on Sheet
PD-2.
2. Outlet structures are tabulated within the sections entitled "OUTLET
STRUCTURES WITH RATING TABLE". Structure No. 1(Orifice) is shown
to be a 2 inch tube in the narrative. The plan as shown on Sheet PD-2 calls
for a 3 inch orifice. The 3 inch orifice is to be incorporated into the
construction design. Scott Thomas, NCDEHNR DEM, has been notified
about this matter.
3. "SECTION CC" of Sheet PD-2 shows "ENTRANCE TO WEIR CHANNEL
60" R.C.P.'s. The invert within the entrance erroneously shows a 0.10%
slope. This entrance invert is to have a 0.00% slope. The 0.10% slope in the
weir channel invert begins 13.0 feet each side of the center line designation
of SECTION CC.
4. The discharge manhole "SECTION BB", Sheet PD-2, will pass 301 cfs
during the 10 year storm event (detention pond plus off-site drainage). The
head water at. the 66 inch discharge pipe will ue 9:9- feet. The 100 ye"=
storm event will contribute 549 cfs. The head water at the 66 inch
discharge pipe will be 22.0 feet for the 100 year storms.
5. Sheet PR-3 shows the pipe size to be 42 inch between MH JJ and MH II,
and to inlet. The pipe line size from MH AA to MH II, and to inlet is to be a
60 inch RCP.
Wetland area
Nearest road
•
•
Wetland type (select one) ? Other
? Swamp forest
Q-,"Bottomiand hardwood forest ?
? Shoreline
Stream channel •
•
Carolina bay ? Salt marsh •
? Pocosin ? Brackish marsh •
Pine savannah ? Freshwater marsh ;
-ZI Wet flat ? Bog/Fen •
D Perched ? Vernal pool ;
••o•oo.•••.,•.•.••••,•,..sum•••o„• ,.,,,...••.,,,. •,.,..•«
•
Water storage :::::::::::::::::::::::::
Bank/Shoreline stabilization `` `<<"'>?

:::; x 4.00 =

>«:``
.
Pollutant removal-'<`` •
.....................
.......
.
Sensitive watershed

x 1.50 =
Travel corridor 0 _

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Wetland score •

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MEMO
DATE:
TO:

SUBJECT:
C; S

ron
IvV /
5
?k,

mina Department of
and Natural Resources
Environment,
??? Printed on Re

ti
A
Barrett Kays ,& Associates
Civil. Engineering/Environmental Engineering/Environmental Assessment
March 19, 1993
Mr. John Dorney
Water Quality Planning _..?,..
Division of Environmental Management MAR 1 9 1993
NC Department of Environment, Health,
and Natural Resources
WE T1 0n
P.O. Bog 29535 ??mnW?r`s<
Raleigh, NC 27626-0535 -
Re: Section 401 Certification, University Place Mall, Inc.
Charlotte, NC (BKA #9211012)
VIA HAND DELIVERY
Dear Mr. Dorney:
Please find attached seven (7) copies of the joint Form for Nationwide
Permit 26 for the above-referenced project. Mr. Steve Lund of US
Army Corps of Engineers, has concurred with the locations of
jurisdictional area, as shown on the attached maps. Data forms are on
file with the Corps.
Please note that nearly half of the anticipated jurisdictional acreage to
be filled are man-made, partially rip rapped detention areas, used as
sediment and erosion-control. Also, please note that the man-made •
lake along the east property line will not be impacted.
Please contact me should you have any questions. We are anticipating
304 East Jones Street / Raleigh, North Carolina 27601
Telephone: [phone] Fax: [phone]
14
Letter to Mr. John Dorney
Page 2
March 19, 1993
acknowledgment and processing of this request for certification within
thirty (30) days of the date of this letter.
Sincerely,
BARRETT KAYS & ASSOCIATES, P.A.
James A. Spangler, CEI
Project Manager
JAS:jh
Attachments: (7 sets)
cc: Mr. Dale Nelson, Hahn Company
Mr. T. J. Pappas, CEI
Mr. Steve Lund, USACOE
VP
Letter to Mr. John Dorney
Page 2
March 19, 1993
acknowledgment and processing of this request for certification within
thirty (30) days of the date of this letter.
Sincerely,
BARRETT KAYS & ASSOCIATES, P.A.
P
'-__"James A. Spangler, CEI
Project Manager
JAS:jh
Attachments: (7 sets)
cc: Mr. Dale Nelson, Hahn Company
Mr. T. J. Pappas, CEI
Mr. Steve Lund, USACOE

}
.k;
DEM ID: ACTION ID:
Nationwide Permit Requested (Provide Nationwide Permit #): 26
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER WATER QUALITY PLANNING
CORPS OF ENGINEERS DIVISION OF ENVIRONME
NT "'
DEPARTMENT OF THE ARMY NC DEPARTMENT OF ENVIRO , HE
P.O. Box 1890 AND NATURAL RESOURCES ?A
Wilmington, NC 28402-1890 P.O. Box 29535 MR f 9
ATTN: CESAW CO-E Raleigh, NC 27626-0535
Telephone [phone] ATTN: MR. JOHN DORNEY WETLrNps GRGUf''_°
'
Telephone [phone] WATER UNDs SECT1t'?
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF E ' - - RS.
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT.
PLEASE PRINT.
1. Owners Name: 'University Place Mall, Inc. C/0 The Hahn Co n3N *.&94Qs Vice Pres
2. Owners Address: 12030 Sunrise Valley Dr. #300 Reston, 2091
3. Owners Phone Number (Home): NA (W0194-MM 0
4. If Applicable: Agent's name or responsible corporate official, address, phone . WETL",NDS GROUP'
Mr. James A. Spangler, Project Manager umWATLR QUALITY SEC11g- w_
Barrett Kays and Associates, P.A.
304 E Jones Street, Raleigh, NC 27601 [phone]
5. Location of work (MUST ATTACH MAP). County: Mecklenburg County
Nearest Town or City: Charlotte
Specific Location (Include road numbers, landmarks, etc.): Northeast sector of Interstate 85 and
W.T. Harris Boulevard junction
6. Name of Closest Stream/River: Mallard Creek
7. River Basin: PEE DEE River Basin
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS IT? YES [ ] NO [)q
9. Have any Section 404 permits been previously requested for use on this property? YES [ ] NO [X]
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project si
1.751
11. Number of acres of waters 9f the U.S., including wetlands, impacted by the proposed project:
Filled: 0.959
Drained:
Flooded:
Excavated:
Total Impacted: 0.959

AREAS M BE FILLED
WETLAND
AREA A AREA
0.187 AC
AREA C 0.108 AC
AREA D • 0.091 AC
MAN-MA DE DETENTION AREA
AREA B • 0.321 AC
AREA E •0.118 AC
STREAM
STREAM 1 • 0.009 AC
STREAM 2 • • 0.124 AC
STREAM 3 • • 0.001 AC
TOTAL ACREAGE TO BE FILLED 0.959 AC
E-1 TO E-2 S 31-54-26 E 17.40 A-1 TO A-2 N 70-33-39 W 18.35
E-2 TO D-3 S 47-36-01 E 40.43 A-2 TO A-3 N 77-13-45 W 23.94
D-3 TO E-4 S 59-23-47 E 43.47 A-3 TO A-4 S 87-15-10 W 48.17
E-4 TO E-15 S 36-34-42 W 44.27 A-4 TO A-5 S 35-49-35 W 96.99
E-15 TO E-16 N 43-45-09 W 32.18 A-5 TO A-6 S 68-15-02 E 38.73
E-16 TO E-17 N 43-37-29 W 21.50 A-6 TO A-7 N 70-21-38 E 21.09
E-17 TO E-18 N 63-18-47 W 43.22 A-7 TO A-8 N 63-47-01 E 27.79
E-18 TO E-19 N 62-00-00 W 19.89 A-8 TO A-9 N 72-19-56 E 24.90
E-19 TO E-20 S 86-15-49 W 11.34 A-9 TO A-10 N 39-01-12 E 22.32
E-20 TO E-21 N 33-17-17 E 47.89 A-10 TO A-11 N 63-23-49 E 28.27
E-21 TO E-22 N 71-04-56 E 17.23 A-1 t TO A-1 N 03-36-19 E 27.03
E-22 TO E-1 S 43-03-55 E 17.42
B-1 TO B-2 S 34-20-16 W 34.23
D-5 TO D-6 S 57-47-15 E 49.21 B-2 TO B-3 N 86-54-33 W 24.92
0-6 TO D-7 S 47-41-36 E 42.73 B-3 TO B-4 S 43-53-37 W 57.94
D-7 TO D-8 S 65-22-52 E 24.07 B-4 TO B-5 S 29-35-23 E 24.92
D-8 TO D-9 S 71-35-48 W 8.30 B-5 TO B-6 S 47-14-00 E 33.87
D-9 TO D-10 S 67-00-36 W 12.76 B-6 TO B-7 S 88-02-12 E 30.00
D-10 TO D-11 N 81-49-14 W 30.17 B-7 TO B-8 S 89-25-29 E 26.53
D-11 TO D-12 N 72-57-11 W 20.03 B-8 TO B-9 S 67-27-35 E 37.07
D-12 TO D-13 N 67-06-02 W 41.09 B-9 TO 8-10 N 78-19-40 E 34.01
D-13 TO D-14 N 51-05-24 W 27.61 B-10 TO B-11 N 81-03-15 E 17.27
D-14 TO D-5 N 48-27-01 E 43.90 B-11 TO B-12 N 14-50-03 E 13.44

B-12 TO B-13
N 17-58-20 W /
22.80
B-13 TO 8-14 N 32-45-16 W 39.67
B-14 TO B-15 N 56-42-39 W 45.09
C-1 TO C-2 N 60-09-18 W 33.17 B-15 TO B-16 N 39-50-07 W 26.32
C-2 TO C-3 N 49-11-09 W 36.45 B-16 TO B-1 N 66-20-44 W 15.62
C-3 TO C-15 S 48-54-05 W 56.25
C-15 TO C-16 S 56-07-18 E 30.39
C-16 TO C-17 S 66-05-19 E 39.29
C-17 TO C-18 S 63-37-55 E 35.14
C-18 TO C-1 N 07-42-56 E 45.53
Z OF3
SCAL S =NaW) BARRETT KAYS & ASSOCIATES, P. A.
DATE: MARCH 1993 UNIVERSITY PLACE Civil Engineering / Environmental
PRUCT NUMBS: 921 1012 Engineeri ng / Environmental Assessment /
NAME: MISC UP_SITE CHARLOTTE, NORTH CAROLINA 304 East Jones Street
DRAIMN BY: JAC Raleigh. N. Carolina 27601, 919-828-1903

'.PD- 10
D-6 ? •?; D-11
0-12
0-5 p'
' D-13
E-4 D-14
E-3 " E-15
EE PG •' E-16
-17
E- E
E-22 ..:: ' MAN-MI
E-21 E-18 0 BE
C-1 E-19
E-20
PG' C-17
WETLAND AREA i
A.... E FILLED)
C-16 (TO C-15
STREAM 1 0.009 AC
(TO BE FILLED)
?.::.:. A-10
A-
9;187 AC: A
A-5

NORTH
STREAM 2 0.124 AC
(TO BE FILLED)
3.1' WIDE
I
d m m
E
m B-10 T0 BE Fit
n
ro I :..........'.
I
m
:''•0;321 AC:.- B-8
B-1
B-2 B-7
B-3 B-6
B- B-5
STREAM 3 0.001 AC
(TO BE FILLED)
1993 UNIVERSITY PLACE
1101 EE CHARLOTTE, NORTH CAROLINA
SITE
j OFJ
BARRETT KAYS & ASSOCIATES, P. A.
Civil Engineering / Environmental
Engineering / Environmental Assessment /
304 East Jones Street
Raleigh, N. Carolina 27601, 919-828-1903
4
'L
r
DEM ID: ACTION ID:
Nationwide Permit Requested (Provide Nationwide Permit #): 26
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER WATER QUALITY PLANNING
CORPS OF ENGINEERS DIVISION OF ENVIRONMENTAL MANAGEMENT.
DEPARTMENT OF THE ARMY NC DEPARTMENT OF ENVIRONMENT, HEALTH,
P.O. Box 1890 AND NATURAL RESOURCES
Wilmington, NC 28402-1890 P.O. Box 29535
ATTN: CESAW-CO-E Raleigh, NC 27626-0535
Telephone [phone] ATTN: MR. JOHN DORNEY
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT T, THE CORPS OF E
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF Ef qYK OI [ I T
PLEASE PRINT. s
a el
1. Owners Name: 'University Place Mall, Inc. C/0 The Hahn; Co-
4 LITY SECTION
2. Owners Address: 12030 Sunrise Valley Dr. #300 Reston; iaz&L-
, Vice Pres
3. Owners Phone Number (Home): NA (Work): (7030 391.6001
4. If Applicable: Agent's name or responsible corporate official, address, phone number:
Mr. James A. Spangler, Project Manager
Barrett Kays and Associates, P.A.
304 E Jones Street, Raleigh, NC 27601 [phone]
5. Location of work (MUST ATTACH MAP). County: Mecklenburg County
Nearest Town or City: . Charlotte
Specific Location (Include road numbers, landmarks, etc.): Northeast sector of Interstate 85 and
W.T. Harris Boulevard junction
6. Name of Closest Stream/River: Mallard Creek
7. River Basin: PEE DEE River Basin
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS II? YES [ J NO [)q
9. Have any Section 404 permits been previously requested for use on this property? YES [ J NO [)q
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site:
1.751
11. Number of acres of waters of the U.S., including wetlands, impacted by the proposed project:
Filled: 0.959
Drained:
Flooded:
Excavated:
Total Impacted: 0.959
4
1
"E
E
I
TIC
I
s I
I
SCALE 1 = 301
DATE: MARCH, 199
PROJECT NUMBER: 921 101
MIT` HE! SEE

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UNIVERSITY PLACE
CHARLOTTE, NORTH CAROLINA
(oF3
BARRETT KAYS & ASSOCIATES, P. A.
Civil Engineering / Environmental
Engineering / Environmental Assessment /
304 East Jones Street
Raleigh, N. Carolina 29801, 919-828-1903
AREAS M BE FUED
WETLAND AREA
AREA A • 0.187 AC
AREA C 0.108 AC
AREA D 0.091 AC
MAN-MADE DETENTION AREA
AREA B 0.321 AC
AREA E 0.118 AC
STREAM
STREAM 1 0.009 AC
STREAM 2 • 0.124 AC
STREAM 3 0.001 AC
TOTAL ACREAGE TO BE FILLED 0.959 AC
E-1 TO E-2 S 31-54-26 E 17.40 A-1 TO A-2 N 70-33-39 W 18.35
E-2 TO D-3 S 47-36-01 E 40.43 A-2 TO A-3 N 77-13-45 W 23.94
D-3 TO E-4 S 59-23-47 E 43.47 A-3 TO A-4 S 87-15-10 W 48.17
E-4 TO E-15 S 36-34-42 W 44.27 A-4 TO A-5 S 35-49-35 W 96.99
E-15 TO E-16 N 43-45-09 W 32.18 A-5 TO A-6 S 68-15-02 E 38.73
E-16 TO E-17 N 43-37-29 W 21.50 A-6 TO A-7 N 70-21-38 E 21.09
E-17 TO E-18 N 63-18-47 W 43.22 A-7 TO A-8 N 63-47-01 E 27.79
E-18 TO E-19 N 62-00-00 W 19.89 A-8 TO A-9 N 72-19-56 E 24.90
E-19 TO E-20 S 86-15-49 W 11.34 A-9 TO A-10 N 39-01-12 E 22.32
E-20 TO E-21 N 33-17-17 E 47.89 A-10 TO A-11 N 63-23-49 E 28.27
E-21 TO E-22 N 71-04-56 E 17.23 A-11 TO A-1 N 03-36-19 E 27.03
E-22 TO E-1 S 43-03-55 E 17.42
B-1 TO 8-2 S 34-20-16 W 34.23
D-5 TO D-6 S 57-47-15 E 49.21 B-2 TO B-3 N 86-54-33 W 24.92
D-6 TO D-7 S 47-41-36 E 42.73 B-3 TO B-4 S 43-53-37 W 57.94
D-7 TO D-8 S 65-22-52 E 24.07 B-4 TO B-5 S 29-35-23 E 24.92
D-8 TO D-9 S 71-35-48 W 8.30 B-5 TO B-6 S 47-14-00 E 33.87
D-9 TO D-10 S 67-00-36 W 12.76 B-6 TO B-7 S 88-02-12 E 30.00
D-10 TO D-11 N 81-49-14 W 30.17 B-7 TO B-8 S 89-25-29 E 26.53
D-11 TO 0-12 N 72-57-11 W 20.03 B-8 TO B-9 S 67-27-35 E 37.07
D-12 TO D-13 N 67-06-02 W 41.09 8-9 TO 8-10 N 78-19-40 E 34.01
D-13 TO D-14 N 51-05-24 W 27.61 B-10 TO B-11 N 81-03-15 E 17.27
D-14 TO D-5 N 48-27-01 E 43.90 B-11 TO B-12 N 14-50-03 E 13.44
B-12 TO 8-13 N 17-58-20 W 22.80
B-13 TO B-14 N 32-45-16 W 39.67
B-14 TO B-15 N 56-42-39 W 45.09
C-1 TO C-2 N 60-09-18 W 33.17 8-15 TO B-16
8-16 TO B-1 N 39-50-07 W
N 66-20-44 W 26.32
15.62
C-2 TO C-3 N 49-11-09 W 36.45
C-3 TO C-15 S 48-54-05 W 56.25
C-15 TO C-16 S 56-07-18 E 30.39
C-16 TO C-17 S 66-05-19 E 39.29
C-17 TO C-18 S 63-37-55 E 35.14
C-18 TO C-1 N 07-42-56 E 45.53
i
ii
UNIVERSITY PLACE
CHARLOTTE, NORTH CAROLINA
JAC

Z 60
BAM17 KAYS & ASSOCIATES, P.A.
Civil Engineering / Environmental
Engineering / Environmental Assessment /
304 East Jones Street
Raleigh, N. Carolina 27601, 919-828-1903

DEM ID:
ACTION ID:
Nationwide Permit Requested (Provide Nationwide Permit #): 26
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER WATER QUALITY PLANNING
CORPS OF ENGINEERS DIVISION OF ENVIRONMENTAL MANAGEMENT
DEPARTMENT OF THE ARMY NC DEPARTMENT OF ENVIRONMENT, HEALTH,
P.O. Box 1890 AND NATURAL RESOURCES
Wilmington, NC 28402-1890 P.O. Box 29535
ATTN: CESAW CO-E Raleigh, NC 27626-0535
Telephone [phone] ATTN: MR. JOHN DORNEY
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SE S OF EN .INFERS.
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF E^tC EMIENT.
PLEASE PRINT.'
N sop Vice Pres
1. Owners Name: University Place Mall, Inc. C/0 The Hahn oinpq?p
2. Owners Address: 12030 Sunrise Valley Dr. 4300 Reston, VA 21 ?R A«?'SECTIONi
3. Owners Phone Number (Home): NA (Work): (703 ') 391- 6001
4. If Applicable: Agent's name or responsible corporate official, address, phone number:
Mr. James A. Spangler, Project Manager
Barrett Kays and Associates, P.A.
304 E Jones Street, Raleigh, NC 27601 [phone]
5. Location of work (MUST ATTACH MAP). County: Mecklenburg County
Nearest Town or City: Charlotte
Specific Location (Include road numbers, landmarks, etc.): Northeast sector of Interstate 85 and
W.T. Harris Boulevard junction
6. Name of Closest Stream/River: Mallard Creek
7. River Basin: PEE DEE River Basin
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS R? YES [ ] NO [)q
9. Have any Section 404 permits been previously requested for use on this property? YES [ ] NO [XJ
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site:
1,751
11. Number of acres of waters 9f the U.S., including wetlands, impacted by the proposed project:
Filled: 0.959
Drained:
Flooded:
Excavated:
Total Impacted: 0.959
AREAS M BE FILLED
AREA A 0.187 AC
AREA C 0.106 AC
AREA D 0.091 AC
MAN-MADE DETENTION AREA
AREA B 0.321 AC
AREA E 0.118 AC
STREAM
STREAM 1
STREAM 2
STREAM 3
0.009 AC
0.124 AC
0.001 AC
TOTAL ACREAGE TO BE FILLED 0.959 AC
E-1 TO E-2 S 31-54-26 E 17.40 A-1 TO A-2 N 70-33-39 W 18.35
E-2 TO 0-3 S 47-36-01 E 40.43 A-2 TO A-3 N 77-13-45 W 23.94
D-3 TO E-4 S 59-23-47 E 43.47 A-3 TO A-4 S 87-15-10 W 48.17
E-4 TO E-15 S 36-34-42 W 44.27 A-4 TO A-5 S 35-49-35 W 96.99
E-15 TO E-16 N 43-45-09 W 32.18 A-5 TO A-6 S 68-15-02 E 38.73
E-16 TO E-17 N 43-37-29 W 21.50 A-6 TO A-7 N 70-21-38 E 21.09
E-17 TO E-18 N 63-18-47 W 43.22 A-7 TO A-8 N 63-47-01 E 27.79
E-18 TO E-19 N 62-00-00 W 19.89 A-8 TO A-9 N 72-19-56 E 24.90
E-19 TO E-20 S 86-15-49 W 11.34 A-9 TO A-10 N 39-01-12 E 22.32
E-20 TO E-21 N 33-17-17 E 47.89 A-10 TO A-11 N 63-23-49 E 28.27
E-21 TO E-22 N 71-04-56 E 17.23 A-11 TO A-1 N 03-36-19 E 27.03
E-22 TO E-1 S 43-03-55 E 17.42
B-1 TO B-2 S 34-20-16 W 34.23
D-5 TO D-6 S 57-47-15 E 49.21 B-2 TO B-3 N 86-54-33 W 24.92
D-6 TO D-7 S 47-41-36 E 42.73 B-3 TO B-4 S 43-53-37 W 57.94
D-7 TO D-8 S 65-22-52 E 24.07 8-4 TO B-5 S 29-35-23 E 24.92
D-8 TO D-9 S 71-35-48 W 8.30 B-5 TO B-6 S 47-14-00 E 33.87
D-9 TO D-10 S 67-00-36 W 12.76 B-6 TO B-7 S 88-02-12 E 30.00
D-10 TO 0-11 N 81-49-14 W 30.17 B-7 TO B-8 S 89-25-29 E 26.53
D-11 TO D-12 N 72-57-11 W 20.03 B-8 TO B-9 S 67-27-35 E 37.07
D-12 TO D-13 N 67-06-02 W 41.09 B-9 TO B-10 N 78-19-40 E 34.01
D-13 TO D-14 N 51-05-24 W 27.61 B-10 TO B-11 N 81-03-15 E 17.27
D-14 TO D-5 N 48-27-01 E 43.90 B-11 TO B-12 N 14-50-03 E 13.44
B-12 TO B-13 N 17-58-20 W 22.80
8-13 TO B-14 N 32-45-16 W 39.67
B-14 TO B-15 N 56-42-39 W 45.09
C-1 TO C-2 N 60-09-18 W 33.17 B-15 TO B-16
B-16 TO B-1 N 39-50-07 W
N 66-20-44 W 26.32
15.62
C-2 TO C-3 N 49-11-09 W 36.45
C-3 TO C-15 S 48-54-05 W 56.25
C-15 TO C-16 S 56-07-18 E 30.39
C-16 TO C-17 S 66-05-19 E 39.29
C-17 TO C-18 S 63-37-55 E 35.14
C-18 TO C-1 N 07-42-56 E 45.53
UNIVERSITY PLACE
CHARLOTTE, NORTH CAROLINA
JAC

z 60
BARRETT KAYS & ASSOCIATES, P. A.
Civil Engineering / Environmental
Engineering / Environmental Assessment /
304 East Jones Street
Raleigh, N. Carolina 27601, 919-828-1903
J
DEM ID: ACTION ID:
Nationwide Permit Requested,(Provide Nationwide Permit #):
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER WATER QUALITY PLANNING
CORPS OF ENGINEERS DIVISION OF ENVIRONMENTAL MANAGEMENT.
DEPARTMENT OF THE ARMY NC DEPARTMENT OF ENVIRONMENT, HEALTH,
P.O. Box 1890 AND NATURAL RESOURCES
Wilmington, NC 28402-1890 P.O. Box 29535
ATTN: CESAW CO-E Raleigh, NC 27626-0535
Telephone [phone] ATTN: MR. JOHN DORNEY
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF ENGINEERS.
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT.
PLEASE PRINT.
1. Owners Name: University Place Mall, Inc. C/0 The Hahn Company, Mr. Dale Nelson, Vice Pres
2. Owners Address: 12030 Sunrise Valley Dr. 41300 Reston,. VA 22091
3. Owners Phone Number (Home):
NA
(Work):
(7030 391-.6001
4. If Applicable: Agent's name or responsible corporate official, address, phone num
Mr. James A. Spangler, Project Manager IOT r ill? ?=U ty
Barrett Kays and Associates, P.A. ![e???? MAD I
304 E Jones Street, Raleigh, NC 27601 (919) 828-•19031
5. Location of work (MUST ATTACH MAP). County: Mecklenburg Count
Nearest Town or City: Charlotte
Specific Location (Include road numbers, landmarks, etc.): Northeast sector of Ineerstate 85 and
W.T. Harris Boulevard junction
6. Name of Closest Stream/River:
7. River Basin:
Mallard Creek
PEE DEE River Basin
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS 11? YES [ ] NO [)q
9. Have any Section 404 permits been previously requested for use on this property? YES [ ] NO [X]
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site:
1.751
11. Number of acres of waters 9f the U.S., including wetlands, impacted by the proposed project:
Filled: 0.959
Drained:
Flooded:
Excavated:
26
Total Impacted: 0.959
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DATE: MARCH 1 BARRETT KAYS & ASSOCIATES, P.A.
DATE 993 UNIVERSITY PLACE Civil Engineering / Environmental
PROJECT NUMBER: 9211012 CHARLOTTE, NORTH CAROLINA Engineering / Environmental Assessment /
NAME. MISC UP_SITE 304 East Jones Street
DRAWN BY: JAC Raleigh, N. Carolina 27601, 919-828-1903
R
AREAS TO BE MLED
WETLAND AREA
AREA A 0.187 AC
AREA C 0.108 AC
AREA D 0.091 AC
MAN-MADE DETENTION A REA
AREA B • 0.321 AC
AREA E 0.118 AC
STREAM
STREAM 1 0.009 AC
STREAM 2 0.124 AC
STREAM 3 0.001 AC
TOTAL ACREAGE TO BE FILLED 0.959 AC
E-1 TO E-2 S 31-54-26 E 17.40 A-1 TO A-2 N 70-33-39 W 18.35
E-2 TO D-3 S 47-36-01 E 40.43 A-2 TO A-3 N 77-13-45 W 23.94
D-3 TO E-4 S 59-23-47 E 43.47 A-3 TO A-4 S 87-15-10 W 48.17
E-4 TO E-15 S 36-34-42 W 44.27 A-4 TO A-5 S 35-49-35 W 96.99
E-15 TO E-16 N 43-45-09 W 32.18 A-5 TO A-6 S 68-15-02 E 38.73
E-16 TO E-17 N 43-37-29 W 21.50 A-6 TO A-7 N 70-21-38 E 21.09
E-17 TO E-18 N 63-18-47 W 43.22 A-7 TO A-8 N 63-47-01 E 27.79
E-18 TO E-19 N 62-00-00 W 19.89 A-8 TO A-9 N 72-19-56 E 24.90
E-19 TO E-20 S 86-15-49 W 11.34 A-9 TO A-10 N 39-01-12 E 22.32
E-20 TO E-21 N 33-17-17 E 47.89 A-10 TO A-11 N 63-23-49 E 28.27
E-21 TO E-22 N 71-04-56 E 17.23 A-11 TO A-1 N 03-36-19 E 27.03
E-22 TO E-1 S 43-03-55 E 17.42
B-1 TO B-2 S 34-20-16 W 34.23
D-5 TO D-6 S 57-47-15 E 49.21 B-2 TO B-3 N 86-54-33 W 24.92
D-6 TO D-7 S 47-41-36 E 42.73 8-3 TO B-4 S 43-53-37 W 57.94
D-7 TO D-8 S 65-22-52 E 24.07 8-4 TO B-5 S 29-35-23 E 24.92
D-8 TO D-9 S 71-35-48 W 8.30 B-5 TO B-6 S 47-14-00 E 33.87
D-9 TO D-10 S 67-00-36 W 12.76 B-6 TO B-7 S 88-02-12 E 30.00
D-10 TO D-11 N 81-49-14 W 30.17 B-7 TO 0-8 S 89-25-29 E 26.53
D-11 TO D-12 N 72-57-11 W 20.03 B-8 TO B-9 S 67-27-35 E 37.07
D-12 TO D-13 N 67-06-02 W 41.09 B-9 TO B-10 N 78-19-40 E 34.01
D-13 TO D-14 N 51-05-24 W 27.61 B-10 TO 8-11 N 81-03-15 E 17.27
D-14 TO D-5 N 48-27-01 E 43.90 B-11 TO B-12 N 14-50-03 E 13.44
B-12 TO B-13 N 17-58-20 W 22.80
B-13 TO B-14 N 32-45-16 W 39.67
8-14 TO B-15 N 56-42-39 W 45.09
C-1 TO C-2 N 60-09-18 W 33.17 8-15 TO B-16 N 39-50-07 W 26.32
C-2 TO C-3 N 49-11-09 W 36.45 B-16 TO B-1 N 66-20-44 W 15.62
C-3 TO C-15 S 48-54-05 W 56.25
C-15 TO C-16 S 56-07-18 E 30.39
C-16 TO C-17 S 66-05-19 E 39.29
C-17 TO C-18 S 63-37-55 E 35.14
C-18 TO C-1 N 07-42-56 E 45.53
1 VU- 31 PLACE
1c0, CHARLOTTE, NORTH CAROLINA

2 60
BAMTT KAYS & ASSOCIATES, P. A.
Civil Engineering / Environmental
Engineering / Environmental Assessment /
304 East Jones Street
Raleigh, N. Carolina 27601, 919-828-1903

DEM ID: ACTION ID:
Nationwide Permit Requested (Provide Nationwide Permit #):
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER WATER QUALITY PLANNING 9--
CORPS OF ENGINEERS DIVISION OF ENVIRONME G "l9 '
DEPARTMENT OF THE ARMY NC DEPARTMENT OF ENVIR
P.O. Box 1890 AND NATURAL RESOURCES
Wilmington, NC 28402-1890 P.O. Box 29535 MAR { 9 1993
ATTN: CESAW-CO-E Raleigh, NC 27626-0535
Telephone [phone] ATM: MR. JOHN DORNEY
Telephone [phone] WETU'NDS GROUP
WATER UALITY SECTI"?;
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TQ I"OF ENGINEERS.
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMENTAL MANAGEMENT.
PLEASE PRINT.
1. Owners Name: University Place Mall, Inc. C/0 The Hahn Company, Mr. Dale Nelson, Vice Pres
2. Owners Address: ' 12030 Sunrise Valley Dr. #300
3. Owners Phone Number (Home): NA
(Work):
(703') 391..6001
4. If Applicable: Agent's name or responsible corporate official, address, phone number:
Mr. James A. Spangler, Project Manager
Barrett Kays and Associates, P.A.
304 E Jones Street, Raleigh, NC 27601 [phone]
5. Location of work (MUST ATTACH MAP). County: Mecklenburg County
Nearest Town or City: Charlotte
Specific Location (Include road numbers, landmarks, etc.): Northeast sector of Interstate 85 and
W.T. Harris Boulevard junction
6. Name of Closest Stream/River:
7. River Basin:
Mallard Creek
PEE DEE River Basin
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS II? YES [ ] NO [ X]
9. Have any Section 404 permits been previously requested for use on this property? YES [ ] NO [X]
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site:
1,751
11. Number of acres of waters 9f the U.S., including wetlands, impacted by the proposed project:
Filled: 0.959
Drained:
Flooded:
Excavated:
Total Impacted: 0.959
26
Reston, VA 22091
AREAS M BE FILED
WETLAND AREA
AREA A 0.187 AC
AREA C 0.108 AC
AREA D • 0.091 AC
MAN-MADE DETENTION AREA
AREA B • 0.321 AC
AREA E • 0.118 AC
STREAM
STREAM 1 • 0.009 AC
STREAM 2 • • 0.124 AC
STREAM 3- • 0.001 AC
TOTAL ACREAGE TO BE FILLED 0.959 AC
E-1 TO E-2 S 31-54-26 E 17.40 A-1 TO A-2 N 70-33-39 W 18.35
E-2 TO D-3 S 47-36-01 E 40.43 A-2 TO A-3 N 77-13-45 W 23.94
D-3 TO E-4 S 59-23-47 E 43.47 A-3 TO A-4 S 87-15-10 W 48.17
E-4 TO E-15 S 36-34-42 W 44.27 A-4 TO A-5 S 35-49-35 W 96.99
E-15 TO E-16 N 43-45-09 W 32.18 A-5 TO A-6 S 68-15-02 E 38.73
E-16 TO E-17 N 43-37-29 W 21.50 A-6 TO A-7 N 70-21-38 E 21.09
E-17 TO E-18 N 63-18-47 W 43.22 A-7 TO A-8 N 63-47-01 E 27.79
E-18 TO E-19 N 62-00-00 W 19.89 A-8 TO A-9 N 72-19-56 E 24.90
E-19 TO E-20 S 86-15-49 W 11.34 A-9 TO A-10 N 39-01-12 E 22.32
E-20 TO E-21 N 33-17-17 E 47.89 A-10 TO A-11 N 63-23-49 E 28.27
E-21 TO E-22 N 71-04-56 E 17.23 A-11 TO A-1 N 03-36-19 E 27.03
E-22 TO E-1 S 43-03-55 E 17.42
B-1 TO B-2 S 34-20-16 W 34.23
D-5 TO D-6 S 57-47-15 E 49.21 B-2 TO B-3 N 86-54-33 W 24.92
D-6 TO D-7 S 47-41-36 E 42.73 B-3 TO B-4 S 43-53-37 W 57.94
D-7 TO D-8 S 65-22-52 E 24.07 B-4 TO B-5 S 29-35-23 E 24.92
D-8 TO D-9 S 71-35-48 W 8.30 B-5 TO B-6 S 47-14-00 E 33.87
D-9 TO D-10 S 67-00-36 W 12.76 B-6 TO B-7 S 88-02-12 E 30.00
D-10 TO D-11 N 81-49-14 W 30.17 B-7 TO B-8 S 89-25-29 E 26.53
D-11 TO D-12 N 72-57-11 W 20.03 B-8 TO B-9 S 67-27-35 E 37.07
D-12 TO D-13 N 67-06-02 W 41.09 B-9 TO B-10 N 78-19-40 E 34.01
D-13 TO D-14 N 51-05-24 W 27.61 B-10 TO B-11 N 81-03-15 E 17.27
D-14 TO D-5 N 48-27-01 E 43.90 B-11 TO B-12 N 14-50-03 E 13.44
B-12 TO B-13 N 17-58-20 W 22.80
B-13 TO 8-14 N 32-45-16 W 39.67
B-14 TO B-15 N 56-42-39 W 45.09
C-1 TO C-2 N 60-09-18 W 33.17 B-15 TO B-16 N 39-50-07 W 26.32
C-2 TO C-3 N 49-11-09 W 36.45 B-16 TO B-1 N 66-20-44 W 15.62
C-3 TO C-15 S 48-54-05 W 56.25
C-15 TO C-16 S 56-07-18 E 30.39
C-16 TO C-17 S 66-05-19 E 39.29
C-17 TO C-18 S 63-37-55 E 35.14
C-18 TO C-1 N 07-42-56 E 45.53
11
UNIVERSITY PLACE
CHARLOTTE, NORTH CAROLINA
JAC

2 60
BARRETT KAYS & ASSOCIATES, P. A.
Civil Engineering / Environmental
Engineering / Environmental Assessment /
304 East Jones Street
Raleigh, N. Carolina 27601, 919-828-1903
TRANSMISSION REPORT
******************************
( MAR 23 '93 10:22AM )

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* DATE START REMOTE TERMINAL MODE TIME RESULTS TOTAL DEPT. FILE
TIME IDENTIFICATION PAGES CODE NO.
* *
* *
* MAR 23 10:19AM 704 663 6040 G3E ST 02'11" OK 05
* *
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DEM ID:
Nationwide Permit Requested.(Provide Nationwide Permit ft
ACTION
26
JOINT FORM FOR
Nationwide permits that require notification to the Corps of Engineers
Nationwide permits that require application for Section 401 certification
WILMINGTON DISTRICT ENGINEER WATER QUALITY PLANNING
CORPS OF ENGINEERS DIVISION OF ENVIRONMENTAL MANAGEMENT-
DEPARTMENT OF THE ARMY NC DEPARTMENT OF ENVIRONMENT, HEALTH,
P.O. Box 1890 AND NATURAL RESOURCES
Wilmington, NC 28402-1890 P.O. Box 29535 Q0
ATTN: CESAW CO-E Raleigh, NC 27626-0535 v
Telephone [phone] ATTN: MR. JOHN DORNEY
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF ENGINES
SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVIRONMEi ?GtN E
PLEASE PRINT. new irv or^ _
1. Owners Name: University Place Mall, Inc. C/0 The Hahn Company, Mr. Dale Nelson;`Vice `Pres
2. Owners Address: * 12030 Sunrise Valley Dr. 4300 Reston, : VA 22091
3. Owners Phone Number (Home): NA (Work): (7030 391.6001
4. If Applicable: Agent's name or responsible corporate official, address, phone number:
Mr. James A. Spangler, Project Manager
Barrett Kays and Associates, P.A.
304 E Jones Street, Raleigh, NC 27601 [phone]
5. Location of work (MUST ATTACH MAP). County: Mecklenburg County
Nearest Town or City: Charlotte
Specific Location (Include road numbers, landmarks, etc.): Northeast sector of Interstate 85 and
W.T. Harris Boulevard junction
6. Name of Closest Stream/River: Mallard Creek
7. River Basin: PEE DEE River Basin
8. Is this project located in a watershed classified as Trout, SA, HQW, ORW, WS I, or WS II? YES [ ] NO [ X]
9. Have any Section 404 permits been previously requested for use on this property? YES [ ] NO [X]
If yes, explain.
10. Estimated total number of acres of waters of the U.S., including wetlands, located on project site:
1.751
11. Number of acres of waters 9f the U.S., including wetlands, impacted by the proposed project:
Filled: 0.959
Drained:
Flooded:
Excavated:
Total Impacted: 0.959

12. Description of proposed work (Attach PLANS-8 1/2" X 11" drawings only):
Site preparation for proposed Commercial development
no plans available
13. Purpose of proposed work: site preparation for proposed commercial development
14. State reasons why the applicant believes that this activimust be carried out in wetlands. Also, note measures
taken to minimize wetland impacts. West use of property
All appropriate erosion control BMP's scheduled to be installed during site work.
15. You are required to contact the U.S. Fish and Wildlife Service (USFWS) and/or National Marine Fisheries Service
(NMFS) regarding the presence or any Federally listed or proposed for listing endangered or threatened species or critical
habitat in the permit area that may be affected by the proposed project. Have you done so? YES [ ] NO [X ]
RESPONSES FROM THE USFWS XND/OR NMFS SHOULD BE FORWARDED TO CORPS.
16. You are required to contact the State Historic Preservation Officer (SHPO) regarding the presence of historic
properties in the permit area which may be affected by the proposed project? Have you done so? YES [ ] NO [X ]
RESPONSE FROM THE SHPO SHOULD BE FORWARDED TO CORPS.
17. Additional information required by DEM:
A. Wetland delineation map showing all wetlands, streams, and lakes on the property.
B. If available, representative photograph of wetlands to be impacted by project.
C. If delineation was performed by a consultant, include all data sheets relevant to the placement of the
delineation line.
D. If a stormwater management plan is required for this pproject, attach copy.
E. What is land use of surrounding property? Commercial and Mixed residential
F. If applicable, what is proposed method of sewage disposal? NA
Owner's Signature Date
VIcA Re?.
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SCALE: 1 = 300, BARRETT KAYS & ASSOCIATES, PT
DATE: MARCH 1993 UNIVERSITY PLACE Civil Engineering / Environmental
PROJECT NUMBER: 9211012 CHARLOTTE, NORTH CAROLINA Engineering / Environmental Assessment /
NAME: MISC UP SITE 304 East Jones Street
DRAWN BY. JAC Raleigh, N. Carolina 27801, 919-828-1903

AREAS TO BE MLED
WETLAND AREA
AREA A 0.187 AC
AREA C 0.108 AC
AREA D 0.091 AC
MAN-MADE DETENTION AREA
AREA B 0.321 AC
AREA E 0.118 AC
STREAM
STREAM 1 0.009 AC
STREAM 2 0.124 AC
STREAM 3 O.OUJ AC ??
TOTAL ACREAGE TO BE Fl D 0.959 A
DATE:
RY.
E-1 TO E-2 S 31-54-26 E 17.40 A-1 TO A-2 N 70-33-39 W 18.35
E-2 TO D-3 S 47-36-01 E 40.43 A-2 TO A-3 N 77-13-45 W 23.94
D-3 TO E-4 S 59-23-47 E 43.47 A-3 TO A-4 S 87-15-10 W 48.17
E-4 TO E-15 S 36-34-42 W 44.27 A-4 TO A-5 S 35-49-35 W 96.99
E-15 TO E-16 N 43-45-09 W 32.18 A-5 TO A-6 S 68-15-02 E 38.73
E-16 TO E-17 N 43-37-29 W 21.50 A-6 TO A-7 N 70-21-38 E 21.09
E-17 TO E-18 N 63-18-47 W 43.22 A-7 TO A-8 N 63-47-01 E 27.79
E-18 TO E-19 N 62-00-00 W 19.89 A-8 TO A-9 N 72-19-56 E 24.90
E-19 TO E-20 S 86-15-49 W 11.34 A-9 TO A-10 N 39-01-12 E 22.32
E-20 TO E-21 N 33-17-17 E 47.89 A-10 TO A-11 N 63-23-49 E 28.27
E-21 TO E-22 N 71-04-56 E 17.23 A-11 TO A-1 N 03-36-19 E 27.03
E-22 TO E-1 S 43-03-55 E 17.42
B-1 TO 8-2 S 34-20-16 W 34.23
D-5 TO D-6 S 57-47-15 E 49.21 B-2 TO B-3 N 86-54-33 W 24.92
0-6 TO D-7 S 47-41-36 E 42.73 B-3 TO B-4 S 43-53-37 W 57.94
D-7 TO D-8 S 65-22-52 E 24.07 B-4 TO B-5 S 29-35-23 E 24.92
D-8 TO D-9 S 71-35-48 W 8.30 8-5 TO B-6 S 47-14-00 E 33.87
D-9 TO D-10 S 67-00-36 W 12.76 B-6 TO B-7 S 88-02-12 E 30.00
D-10 TO D-11 N 81-49-14 W 30.17 B-7 TO B-8 S 89-25-29 E 26.53
D-11 TO D-12 N 72-57-11 W 20.03 B-8 TO B-9 S 67-27-35 E 37.07
D-12 TO D-13 N 67-06-02 W 41.09 B-9 TO B-10 N 78-19-40 E 34.01
D-13 TO D-14 N 51-05-24 W 27.61 B-10 TO B-11 N 81-03-15 E 17.27
D-14 TO D-5 N 48-27-01 E 43.90 B-11 TO B-12 N 14-50-03 E 13.44
B-12 TO B-13 N 17-58-20 W 22.80
B-13 TO B-14 N 32-45-16 W 39.67
B-14 TO B-15 N 56-42-39 W 45.09
C-1 TO C-2 N 60-09-18 W 33.17 B-15 TO B-16 N 39-50-07 W 26.32
C-2 TO C-3 N 49-11-09 W 36.45 8-16 TO B-1 N 66-20-44 W 15.62
C-3 TO C-15 S 48-54-05 W 56.25
C-15 TO C-16 S 56-07-18 E 30.39
C-16 TO C-17 S 66-05-19 E 39.29
C-17 TO C-18 S 63-37-55 E 35.14
C-18 TO C-1 N 07-42-56 E 45.53
UNIVERSITY PLACE
CHARLOTTE, NORTH CAROLINA

2 400
BARRETT KAYS & ASSOCIATES, P.A.
Civil Engineering / Environmental
Engineering / Environmental Assessment /
304 East Jones Street
Raleigh, N. Carolina 27601, 919-828-1903
L
-7 10
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E-21 E-18
C-1 E-19
E-20
C-2 C-18
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WETLAND AREA
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C-16
C-15
a STREAM 1 0.009 AC
a (TO BE FILLED)
a
Q.1.8NORTH
7AC..

MEN-
STREAM 2 0.124 AC
(TO BE FILLED)
3.1' WIDE
.mss ?/•
TO BE FILLED /
M N
I
a mi m
A - NTION AREA B
I 8-10 TO BE FILLED
a
`° Im B-9
• m
\ :''•0;321 AC. B-8
B-1 ':.
B-7
B-2
B-3 B-6
\ ---?
B- B-5
\ STREAM 3 0.001 AC
(TO BE FILLED)
1UNIVERSITY PLACE
190213
IT CH
ARLOTTE, NORTH CAROLINA
SITE
3 0 F,3
BARRETT KAYS & ASSOCIATES, P. A.
Civil Engineering / Environmental
Engineering / Environmental Assessment /
304 East Jones Street
<?
POSSIBLE WETLAND RESTORATION SITES
UNIVERSITY MALL PROJECT
MECKLENBURG COUNTY
DIVISION OF ENVIRONMENTAL MANAGEMENT
WATER QUALITY SECTION
July 2, 1993
Concept: A less efficient stormwater quality control pond may
be acceptable to DEM if wetland mitigation is done nearby (preferably
downstream) which is effective in improving/protecting water quality.
About one acre of wetland fill is proposed. Mitigation would be about
2 acres in size. These sites are shown on the attached map.
Site # 1 5.5 acre field in floodplain of mallard Creek just
upstream of confluence with Doby Creek
Monacan soil
NWI - PF01A adjacent
Site # 2 2 acre field in floodplain near the confluence of
Doby Creek tribs
Monacan soil
NWI - nothing
Expensive property?
Site # 3 l acre field in floodplain of Doby Creek
downstream of site
Monacan soil
NWI - nothing
site # 4 4 acre field in floodplain of Doby Creek upstream
of site
Monacan soil
NWI - nothing
Quasi-land locked parcel
Site # 5 3 acre field at confluence of Mallard Creek and
tribs. Upstream of site
Monacan soil
NWI - nothing
Site # 6 5.5 acre field along Mallard Creek. Downstream of
site.
Monacan soil
NWI - PSS1C across stream
Site # 7 8 acre field along Toby Creek. Offsite from mall.
Monacan soil.
NWI - between two Bottomland hardwood sites
UNC-C owned property?
Site # 8 1 acre field/marsh along Mallard Creek.
Downstream of site
Monacan soil
NWI - part is marsh, possible expansion?
Site # 9 2 acre field along Mallard Creek and confluence of
unnamed tributary.
Monacan soil
NWI -nothing.
univmall.mit
POSSIBLE WETLAND RESTORATION SITES
UNIVERSITY MALL PROJECT
MECKLENBURG COUNTY
DIVISION OF ENVIRONMENTAL MANAGEMENT
WATER QUALITY SECTION
July 2, 1993
Concept: A less efficient.stormwater quality.control pond may
be acceptable to DEM if wetland mitigation is done nearby (preferably
downstream) which is effective in improving/protecting water quality.
About one acre of wetland fill is proposed. Mitigation would be about
2 acres in size. These sites are shown on the attached map.
Site # 1 5.5 acre field in floodplain of Mallard Creek just
upstream of confluence with Doby Creek
Monacan soil
NWI - PF01A adjacent
Site # 2 2 acre field in floodplain near the confluence of
Doby Creek tribs
Monacan soil
NWI - nothing
Expensive property?
Site # 3 1 acre field in floodplain of Doby Creek
downstream of site
Monacan soil
NWI - nothing
Site # 4 4 acre field in floodplain of Doby Creek upstream
of site
Monacan soil
NWI - nothing
Quasi-land locked parcel
Site # 5 3 acre field at confluence of Mallard Creek and
tribs. Upstream of site
Monacan soil
NWI - nothing
Site # 6 5.5 acre field along Mallard Creek. Downstream of
site.
Monacan soil
NWI - PSS1C across stream
Site # 7 8 acre field along Toby Creek. Offsite from mall.
Monacan soil.
NWI - between two Bottomland hardwood sites
UNC-C owned property?
Site # 8 1 acre field/marsh along Mallard Creek.
Downstream of site
Monacan soil
NWI - part is marsh, possible expansion?
Site # 9 2 acre field along Mallard Creek and confluence of
unnamed tributary.
Monacan soil
NWI -nothing.
univmall.mit
r
de,
__ - - - - - - 1-??1.- __ -- -- - - - -- - -- - -- -- -- -
MAY- s

_ -? - n cc?'rm - -- - - - --
_.. _- _?s - - - --- --------3,7q

ld
- --------------
CIA_
O ? \ V
?a 1/GY1 SPA-?I1I /? %? Yl

??,a? _ u4,14y
t 1:
?aA

? 111 (((„yyy.?000JJJ

_, ??

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
INDEX
I. Narrative
II. As Is Conditions - Hydrograph
III. 10 Year Storm Event Build Out Conditions
Detention Pond Volume Calculations
Outlet Structures With Rating Table
10 Year Detention Pond Rating
IV. 100 Year Storm Event Build Out Conditions
Detention Pond Volume Calculations
Outlet Structures With Rating Table
100 Year Detention Pond Routing

INDEX
I. Narrative
II. As Is Conditions - Hydrograph
III. 10 Year Storm Event Build Out Conditions
Detention Pond Volume Calculations
Outlet Structures With Rating Table
10 Year Detention Pond Rating
IV. 100 Year Storm Event Build Out Conditions
Detention Pond Volume Calculations
Outlet Structures With Rating Table
100 Year Detention Pond Routing
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
INDEX
I. Narrative
II. As Is Conditions - Hydrograph
III. 10 Year Storm Event Build Out Conditions
Detention Pond Volume Calculations
Outlet Structures With Rating Table
10 Year Detention Pond Rating
IV. 100 Year Storm Event Build Out Conditions
Detention Pond Volume Calculations
Outlet Structures With Rating Table
100 Year Detention Pond Routing

0

io
1 ?2 Cotdirml 0

11
u
n

7

1

F

University Place Mall, Inc.
401 Water Quality-Gertification Submittal
June 11, 1993
This submittal is to comply with the conditional water quality certification
issued by the North Carolina Department of Environment, Health and Natural
Resources Division of Environmental Management on April 19, 1993. This
submittal includes this bound set of data and a total of 11 oversize blue-line
preliminary design plan sheets. Preliminary reviews by NCDEHNR DEM staff
on three separate occasions during May and June 1993 have provided guidance
on this submittal. This submittal includes data and preliminary (not for
construction) designs for a wet detention basin as a means of protecting
downstream water quality from degradation due to pollutant runoff from post-
construction impervious areas. Pollutant removal efficiencies of the proposed
wet detention basin and the general basin characteristics have been reviewed
and given preliminary approval by DEM staff on June 8, 1993.
General basin characteristics include an average depth of 8.41 feet, a surface
area at permanent pool elevation 612:5' of 0.79 acres. Short-circuiting of
stormwater shall be eliminated by the use of a sloped weir at the inflow point.
The bottom of the basin consists of natural subgrade soil. Access for
maintenance of the weir and outlet structure shall be accomplished by direct
access. 0
Hydrographics and Pond Routing
The existing University Place property includes a watershed sub-basin which
contributes directly to the proposed detention pond area (now a man-made
erosion-control catchment) consists of 46.16 acres. Existing ground-cover is a
mixture of woods, brush, and meadow grass, and a minimal area of pavement.
Stormwater runoff from this watershed sub-basin flows into an existing 48 inch
reinforced concrete culvert. Peak runoff was modeled by use of QTR 55, Version
5.44. Peak 10 year runoff volume for the pre-development hydrograph is 181 cfs.
The northern portion of the pre-development property consists of a watershed
sub-basin of 8.90 acres. The existing storm runoff in this sub-basin is directed to
an existing 36 inch reinforced concrete culvert under I-85. Proposed
development will include diversion of this drainage into the proposed wet
detention pond for water-quality purposes.
Off-site drainage is now flowing onto the University Place property from areas
south of W. T. Harris Boulevard. Total off-site drainage area is 57 acres: all this
stormwater flow is being diverted to bypass the proposed treatment pond. This
runoff will then flow into the existing 48 inch culvert which will also receive the
reduced discharges from the treatment pond.

0

Based on the proposed final grading plan, total developed area which will
contribute to the proposed detention basin is 51.30 acres: pervious area is 3.95
acres (mostly roadway medians and landscaping), and impervious area is 47.35
acres (see attached table of pervious area). However, this study considered that
the entire 51.30 acres is to become impervious. Curve number CN95 was used
for hydrologic considerations. Post-development peak hydraphic flow to the
treatment pond is calculated to be 358 cfs for the 10 year storm event and 529 cfs
for the 100 year event.
Routing of stormwater through the treatment basin was modeled by the Pond 2,
Version 5.17 by Haestad Methods. Routing for the 10 year storm yields a peak
pond outflow of 112.34 cfs. This post development discharge is 69 cfs less than
the pre-development 10 year storm flow. The 100 year out flow is 241.49 cfs.
Flow Through Weir Channel
The proposed weir channel is designed to distribute stormwater around the
treatment pond perimeter in order to prevent short circuiting (see sheet PD-2).
1 Peak 10 year post development flow into the weir channel is 358 cfs. The
proposed weir channel is 4 feet wide and the weir wall is 3 feet high. Total weir
length is 445 feet. The longest travel distance in the channel being 280 feet. The
' weir channel can withstand 42.45 cfs. Velocity in the weir channel is 3.5 fps,
with travel time at approximately 1.3 minutes. As the flow settles, an average
weir head will develop. The weir head will develop as the flow settles.
As the inflow approaches 3 feet in height, each orifice in the weir (0.6 coefficient)
will outflow 4.2 cfs. Total orifice flow will be 188 cfs with a 3 foot head.
Approximately 45 12"x6" orifices will be incorporated into the weir channel.
Net flow to the weir will be: 358-42-188 = 128 cfs.
Weir head: h = 1280.0 x 445)0.67 = 1.1'.
' Pipe Hydraulics
10 year flow to junction box on storm sewer line AA near storm sewer line
' DD is 230 cfs.
Q=230, n=0.015 D=5' So=0.020
' HW/D=1.8 HW=9.0'
' Dual Lines
Q = 292/2 = 150 n = 0.015 D = 5 So = 0.005
HW/D=1.15 HW=5.8'

1
1
Rect?anaiular° Channel anal.',,/sis & Desicir",
Open Channel - Uniform flow
Worksheet. Name-
Comment -
Solve For Di charc',,e
Given Input Data-
Bottorn Width ....
Channel
Der)th.-.-.....
Compu ted t?esu 1 t, S
D i scha. rc.je; .........
Flow A r ea
FIow Vora Width
Wetted Per;i.met.er .
C r i t. i o;=a. l` l o >: e .
F'r,cude, Number.....
4., 00 ft
0..015
0,0010 ft/ft
42.45 c; -f
3. E)4 fp
12,00 5"f
x..00 ft
?. `._I . 0 C) f t
1 . 1 f t,

0 , ll 6 I, .I.1 ? ? 4hJ i s ",u t.) c_; r J. t. J ' J t r? '.. t'1 < ! } n e ,..J t"i ,.? <"!' r. E. r i ` i" t G..

Circular Channel Analvsis & Desicin
Solved with Manna.na, s Equat.irn
0r)en 0 ha.nne1 - Unitorrn f1. ow
Worksheet Name-
Comment- 1.0 YEAR STORM EVENT
Solve For Actual Deoth
Gi.ve;, input Data-
..........
Diameter
Slot">e..............
Manninc)"s n.
Discharge.
._......
nntr:>u t.ed Resu 1 t'. E,
D e l;D t. h ... ,........ . . ..
.. . .
Velocity,
F1.cw (Ar•a ., .
C:r:i ti C;a? Der> t:.i)
... .
Critic°.a1. `31cpe.. ..
Percent Full .
Fl_{ 11 Ca.loa.c i tv . .... ..
r,ou(Je t' umber ,.
.. 00 f t;
0.0200 ft/ft.
0. , 01. s
2 _?0. 00 cfr_.
:-) . 14 f t.
17, "70 fos
1-5., 00 f
4 f: t

15 . <.., !. c f s
34..r.'38 cf-,
1. ., ":? (.) if], cat") -is 5t-!f e r (:; r :L t i r_. ,:a I)
l'J1::> tl C t,-:ti'titc?t!. 1 <= t:.i (1:?'?U 1 c Yet < ,1 ? j Ci
?,?(("?'?_ t.a ??.. l';i f;_ J-t.,l (?'?(_{?, 1 ??, r• ?k ., r i" ?C.. ?, _. ?. _. i.\.r! :k. ?r,l ?. _, ?. ., i., lt?, r .. ?.

Ci1-.c;Ular- Channel Pmalvsi & Desigin
Solved with Mann:ing- ' ._J E_ciuation
Open Channel - Uniform flaw
Worksheet. Name-
Comment -. 10 YEAR STORM EVENT
Solve For Actual Depth
Given Input Data.:
Dlametef........
Slope ...........v.....
Mann°!i.nai`r. n.........
?1Ghai...rc
Cc)mnk-i t e d Re!-- u 1 is
DeDtt'1...: ,
Velocl.ty. ' .
f-1.ow Area. ..
Slone
Percent :.?11.... .
1- u,1. l c:: 'i- t v . .
F r'< u d e Nl.tmL')r ..
S. 00 f t
0. 0050 f t'/ f t.
0.,015
1.5,,0,00 c,f_.
. 8 s f t.

1.6 . 23 s. -f
3.51 I ft
CJ,,.i?0 6 <:.. ft:./-P t:
77 (33
j F rLL;

f 1. C !nl i. c) :'!_1 t
,. . 4 .1 r- ...,
t1.51.`.:'.f..?? { . .?_,r•t1 C"'C.:?, .fi"iC.':

1 GENERAL NOTES
' 1. The on-site drainage area to the wet detention basin is 51.3
acres.
2. The runoff from the upstream off-site drainage area will be
' collected, piped, and will by-pass the wet detention basin.
3. The maximum, reasonable on-site drainage is shown to be diverted
into the wet detention basin. See sheets RG-1 and RG-2.
4. These plans consist of only the hydrologic design for the water
quality mitigation pursuant to the 401 Water Quality Certification
approval. These plans do not address other engineering aspects,
including but not limited to, foundation design, structural design,
t and geotechnical design.
WET DETENTION BASIN
1. The surface area of the wet detention basin is 0.79 acres.
2. The average depth of the wet detention basin is 8.41 feet.
3. The wet detention basin has capacity above the permanent pool
' (elevation 612.51) to retain one inch of surface runoff plus
control the 10-year runoff. Discharge volumes from the basin shall
be less than pre-construction volumes based on this design.
' 4. The bottom of the wet detention basin consists of the natural
subgrade soil materials.
5. Security fencing is to be provided around the wet detention
basin. The entrance drive is to be gated and locked. A service
' drive is provided for maintenance.
6. The stepped retaining walls will allow for 5 foot wide terraces
which will be landscaped.
' 7. Guard posts shall be made of 611 black iron and filled with
concrete.
8. To prevent short-circuiting, the inflow distribution design of
the weir channel includes a 0.50% slope of the weir channel bottom
' towards each end of the weir channel from the inflow pipe.

' PERVIOUS AREAS
SUBAREA PERVIOUS IMPERVIOUS TOTAL
' AAA 1.14 ac. 15.46 ac. 16.60 ac.
BBB 2.24 ac. 14.06 ac. 16.30 ac.
CCC 0.36 ac. 9.14 ac. 9.50 ac.
' DDD 0.21 ac. 8.69 ac. 8.90 ac.

1

GENERAL NOTES
1. The on-site drainage area to the wet detention basin is 51.3
acres.
2. The runoff from the upstream off-site drainage area will be
collected, piped, and will by-pass the wet detention basin.
3. The maximum, reasonable on-site drainage is shown to be diverted
into the wet detention basin. See sheets RG-1 and RG-2.
4. These plans consist of only the hydrologic design for the water
quality mitigation pursuant to the 401 Water Quality Certification
approval. These plans do not address other engineering aspects,
including but not limited to, foundation design, structural design,
and geotechnical design.
WET DETENTION BASIN
1. The surface area of the wet detention basin is 0.79 acres.
2. The average depth of the wet detention basin is 8.41 feet.
3. The wet detention basin has capacity above the permanent pool
(elevation 612.51) to retain one inch of surface runoff plus
control the 10-year runoff. Discharge volumes from the basin shall
be less than pre-construction volumes based on this design.
4. The bottom of the wet detention basin consists of the natural
subgrade soil materials.
5. Security fencing is to be provided around the wet detention
basin. The entrance drive is to be gated and locked. A service
drive is provided for maintenance.
6. The.stepped retaining walls will allow for 5 foot wide terraces
which will be landscaped.
7. Guard posts shall be made of 61, black iron and filled with
concrete.
8. To prevent short-circuiting, the inflow distribution design of
the weir channel includes a 0.50% slope of the weir channel bottom
towards each end of the weir channel from the inflow pipe.
PERVIOUS AREAS
SUBAREA PERVIOUS IMPERVIOUS TOTAL
AAA 1.14 ac. 15.46 ac. 16.60 ac.
BBB 2.24 ac. 14.06 ac. 16.30 ac.
CCC 0.36 ac. 9.14 ac. 9.50 ac.
DDD 0.21 ac. 8.69 ac. 8.90 ac.

I

r

r
?a Gardinal
1
UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
QTR55 CALCULATIONS
AS IS CONDITIONS

1
1
1
1
1
Quick TR-SS Ver.5.44 S/N:131S460089
Executed= 14:30:31 06-01-1993
UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
AS IS CONDITION AS OF MAY, 1.993
RUNOFF CURVE NUMBER DATA
Composite Area. CC
AREA CN
SURFACE DESCRIPTION (acres)
---------------------------------- --------- ----
BRUSH WEED GRASS 4.82 77
WOODS 3.94 86
PAVED PARKING LOT 0.84 98
COMPOSITE AREA - -) 9.60 82.5
Composite Area, BB
AREA CN
SURFACE DESCRIPTION (acres)
--------------------------------- ---------- ----
BUSH WEED GRASS 1.62 77
WOODS 3.00 86
COMPOSITE AREA - ) 4.62 82.8
Composite Area: AA
COMPOSITE ( 83 )
?.
rnr°,.._.rt CAP`.
SURFACE DESCR [.PT I OPT
BUSH WEED GRASS :10,95 77
WOODS 0.
PAVED PARKING LOT,-'

( 8:3 )

Quick TR-55 Ver.5.44 S/N-13154600£39
Executed: 14:30,31 06--01-1993
UNIVERTISITY PLACE
MECKLENBURG COUNT`( NC
AS IS CONDITION AS OF MAY, 1993
RUNOFF CURVE NUMBER SUMMARY
Subarea Area CN
Description (acres) (weighted)
-------------- --------- ------------
CC 9.60 83
BB 4.62 83
AA 31.94 83

Quick TR--55 Ver.5.44 S/N:1315460089
Executed: 14:28:15 06-01-1993 UNIV PL.TCT
UNIVERSITY PLACE
' MECKL_ENBURG C OUNTY, NC
AS IS CONDITION AS OF MAY, 1993
COMPUTATIONS FO
T R: CC
c
SHEET FLOW (Applicable to Tc only)
' Segment ID 1
Surface description PAVEMENT
Manning's roughness coeff., n 0.0200
' Flow length, L (total < or = 300) ft 100.0
Two--yr 24-hr rainfall, P2 in 3.500
Land slope, s ft/ft 0.0100
p
0.8
'
.007 * (n*L )
T = -------------- hrs 0.04
0.5 0.4
' P2 * s
SHALLOW CONCENTRATED FLOW
' Segment. ID 2
Surface (paved or unpaved)? Unpaved
Flow length, L ft 200.0
' Watercourse slope, s ft/ft 0.0200
0.5
Avg .V = ' Csf * (s) ft/s 2 , 2313
' where. Unpaved Csf = 16.1345
Paved Csf = 20.3282
' T = L / (3600*V) hr-s 0.02
CHANNEL FLOW
' Segment ID 3
Cross Sectional Flow Area, a sq.ft 5,2

' Wetted per.imeter-, Pw
Hydraulic radius, r -` a/Pw ft
ft. 5.5(11
0..955:
"
Channel slope, _ ft/ft 0.. 01.5`C
Manning's roughness coeff . , n 0.0-10C

1 .49 r
V v _ _ -- - -
?I ft/s 5 '71
0.04
0. 02
F1 ow 1.engt.h , I_. l (nnri
T = L / ( 3600*V) ht

' Quick TR-55 Ver.5.44
Executed: 14:28:15
S/N:1315460089
06-01-1993 UNIVPL.TCT
UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
AS IS CONDITION AS OF MAY, 1,993
Tc COMPUTATIONS FOR: BB
' SHEET FLOW (Applicable to Tc only)
Segment ID 1
Surface description WEEDS BRUSH
Manning's roughness coeff., n 0.0400
' Flow length, L (total < or = 300) ft 100.0
Two-yr 24-hr rainfall, P2 in 3.600
Land slope, s ft/ft 0.0100
'
.007 * (n*L ) 0.8
T _ --------------- hrs
' 0.5 0.4
P2 * s
SHALLOW CONCENTRATED FLOW
' Segment ID
Surface (paved or unpaved)?
Flow length, L ft
Watercourse slope, s ft/ft
0.5
Avg. V = Csf (s) f t /s
where: Unpaved Csf = 1.6.1345
Paved Csf = 20.3282
' T w L / (3600*V) hrs
' CHANNEL. FLOW
Segment ID
Cross Sectional Flow Area, a
Wetted perimeter, Pw
' Hydraulic radius, r ='a/Pw
Channel - lnp?

M.anning's roughness coeff, r
2/' 1, ._
1..49 * r * s
r7
0.07
2
Unpaved
150.0
0.0300
2.7946
0 .01.

sq. f t 2.80
ft 4.50
ft 0 .62:°'
ft/ft 0.0150
0.0300
ft./s 4.4 :34
- 7.07
0.01
i
Quick TR-55 Ver.5.44 S/N=1315460089
Executed: 14:28.15 06-01-1993 UN
IVPL.TCT
UNIVERSITY PLACE
' MECKLENBURG C OUNTY, NC
AS IS CONDITION AS OF MAY, 1.993

Tc COMPUTATIONS FO R: AA
SHEET FLOW (Applicable to Tc only)
Segment ID 1
Surface description PAVEMENT
Manning's roughness coeff., n 0.0200
' Flow length, L (total < or = 300) ft 300.0
Two-yr 24-hr rainfall, P2 in 3.600
Land slope, s ft./ft 0.0200
' 0.8
.007 * (n*L )
T ______________ hrs 0.07 - 0.07
0.5 0.4
' P2 * S
SHALLOW CONCENTRATED FLOW
' Segment ID 2
Surface (paved or unpaved)? Unpaved
Flow length, L ft 300.0
Watercourse slope, s ft/ft 0.0200
0.5
Avg. V = 'Csf * (s) f t/s 2.2818
' where. Unpaved Csf = 16.1345
Paved Csf = 20.3282
T = L / (3600*V) hrs 0.04 - 0,04
CHANNEL FLOW
' Segment ID 3
Cross Sectional Flow Area, ? sp. f t. 1.1.30
Wetted perimeter, Pw
Hydraulic radius, 1" a% Pb•.? ft
ft, 6.40
1 . 766
Channel :lope, s ft./ft 0.0150
Manning's roughness coeff. , n 0.0300

2/3 112
1.49 * r * S
' V - ---------------------
n ft.;/.s s, ••8861

Flow length, L ft 1500

T I_ / (3600*V) ? -, .._

1 Quick TR-55 Ver.5.44 S/N:1315460089
Executed: 14:28:15 06-01-1993 UNIVPL.TCT
SUMMARY SHEET FOR Tc or Tt COMPUTATIONS
(Solved for Time using TR-55 Methods)
UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
AS IS CONDITION AS OF MAY, 1993
Subarea descr. Tc or Tt Time (hrs)
--------------- -------- -----------
cc Tc
BB Tc 0 12
' AA Tc 0.16

H

n
Quick TR-55 Version: 5.44 S/N: 1315460089 Pagge 1
Return Frequency: 10 years
TR--55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 06-01-1993 14:24:36
Watershed file: --> UNIVPL MOP
Hydrograph file: -) UNIVPL.HYD
UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
AS IS CONDITION AS OF MAY, 1.993
1
>>>> Input Parameters Used to Comput e Hydrograph <<<<
- -----
I- --------------- -------- --------- -----_ --_------- 1 -_ __----_ -----?------.._
Subarea AREA CN To Tt Precip. Runoff Ia/p
Description (acres) (hrs) ( hrs) (in) ; (in) input/used
?G
----------- -o---
--
------- --0---
-- -
o--
--- --Q-
--
- ---
----i_
-- --3_
__ ?_0?
G 9
6 83 o
i 0
0 5
10 26
BB 4.62 83.0 0.10 0.10 5.10 ; 3:.26 1.08 .10
AA
?---- ---- 31..94
----- 83.0
--- _--- 0.20
-
------ 0.00
- 5.10 ; 3.26 1.08 .10

- Travel
- from subarea
o Ut-all --_---
}
to composite -_-----_----- i---1 ----?.-------__----
watershed outfall point .
I --- Subarea where user sp ecified interpolation between Ia/p tables .

Total. area = 46.:16 acres or 0. 07213 sq.mi
Peak dis charge - '181 cfs
I WARNING: Drainage areas of two or more subareas
differ by a factor of 5 or greater.
1
>>>> Computer Modifications
-------- of Input
--------- Parameters
----------- <<C<<
--------------- -------
Input ---------
Values -
Rounde d Values Ia/p
Subarea To * Tt To Tt. Interpolate d Ia./p
' Description
--------------- ( hr)
------- ( hr)
--- ------ ( hr)
-------- ( hr )
---------- (Yes/No)
------------ Message;
--
CC' 0.1
1 0,04 0.1.0 0,00 No Coinpu ed Ia%P C 1.
3E
? .
0.12 0.04 0.10 0.10 No Corri pu t e d Ia; r) < 1
A 0.16 0.00 0.20 0.00 No Computed Ia/p :l
Travel. t.a.mF
front su bare•. out.
fa, 11 to
composite
vi atP. r i-ed
0 ..tt:.f_:<1.1 P0. nt: .

IF

Quick TR-55 Version: 5.44 S/N: 1315460089 Page 2
Return Frequency: 10 years
' TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
' Executed: 06-01--1993 14:24:36
Watershed file: > UNIVPL MOP
Hydrograph file: --> UNIVPL.HYD
' UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
' AS IS CONDITION AS OF MAY, 1993

>>>> Summary of Subarea. Times to Peak <<<<
Peak Discharge at Time to Peak at
' Composite Outfall Composite Outfall
Subarea (cfs) (hrs )
' ------------- ._ ------------- --
cc -- ----------
-- 12 1
----_
BB 20 12.2
AA 130 12.2
- -------------- --

h
i
d
i
____
----------
181
te Waters
Compos
e
Compos
te 1:7

1

Quick TR-55 Version: 5.44 S/N: 1315460089 Page 3
Return Frequency; 10 years
' TR-55 TABULAR HYDRQGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)

Executed= 06-01-1993 14:24:36
Watershed file: --> UNIVPL MOP
Hydrograph file, --> UNIVPL.HYD
UNIVERSITY PLACE.
MECKLENBURG COUNTY, NC
AS IS CONDITION AS OF MAY, 1.993

---------------
------__ Composite
-----_-----_ Hydrograph
__--__------ Summary
--------- (cfs )
-----__
_------
-------
_-----
Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4
Description
----------- hr
------ hr
---------- hr hr
----------- hr
--------- hr
------- hr
------- hr
-------- hr
-------
----
'C -
1 2 3 16 32 49 31 11 7
B 0 1. 1 3 6 12 20 16 9
A 4 5 8 34 66 120 1.30 78 41.
?,?l - (cfs) __-_
ot _-___?_ _____?_____ _??______??_ ___ 104 -_ __ 181 ___ -..?81 ___ _ 105 ___ __??__

Subarea 1.2.5 12.6 12.7 12. 13.0 13.2 13.:4 13.6 13..8
Description
-------- hr
--------- hr
-__-_-_- hr
-.__--_.__ hr
.-_-__-- hr
--_--___ hr
__- -___ hr
______- h7-
---_ __ hr
C 6 5 4 4 ., Y 2 _ 2
BB 5 4 3 2 2 2 1 1 1
A 27 21 17 14 11 10 9 8 7
------------- -
Total (c:fs) --------
38 ---------
30 --------
24 --------
20
16
15
12
1 1
10

' Quick TR-55 Version: 5.44 S/N: 1315460089 Page 4
Return Frequency: 10 years
' TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed: 06-01-1993 1.4:24:36
Watershed file: --> UNIVPL MOP
Hydrograph file. -) UNIVPL.HYD
' UNIVERSITY PLACE
MECKL_ENBURG COUNTY, NC
' AS IS CONDITION AS OF MAY, 1993
Composite
--------- -Hydrograph
----------- Summary
------- (cfs )
-----
Subarea 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5
Description
__--__---- hr
-------- hr
--------__ hr hr
__---__-___- hr
-___--_- hr
__----_ hr
-__---__- hr
_-___---- hr
------
C C 2 2 2 1 1 1 1 1 1
B 1 1 1 1 1 1 0 0 0
A 7 6 5
5 4 4 3 3 3
-------------
Total (cfs) -----
--
10 ----
-----
9 --
------
---
8 7 ----
---
6 ---
---
6 ----
-_
4 ---
4 -- -
--
4

[--Subarea 18.0 -1.9.0--- 20.0---22.0- _-26_0__- --_--_ -__._---_ --__---- -__-_--
De.script.ion hr hr hr hr hr
--------------- -------- ---------- ----__------ ---_-__--- -_____ -__---- _--_____ _-----
C 1 1 1 1. 0
B 0 0 0 0 0
AA 3 3 2 2 0
total-( Gf s __----
.) ---__.--
4 4 -----
__--_ 4 -_ 3 ---_--_- 3 -_
3 ______ 0 ---- ------ ------- -------- ------_-

Quick TR-55 Version: 5.44 S/N: 1315460089 Page 5
' Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr, Duration Storm)
Executed: 06-01-1993 14:24:36
' Watershed file: --> UNIVPL 311OP
Hydrograp h file: --> UNIVPL.HYD
UNIVERSITY PLACE
MECKLENBURG COUNT`(, NC
AS IS CONDITION AS OF MAY, 1993

Time Flow Time Flow
(hrs)
----- (cfs) (hrs)
------------- ------- (cfs)
----------
11 ..0 5 14 .:8 7
' 11.1 6 14.9 7
11.2 7 15 .0 7
1.1.3 8 15.1 7
' 11.4 9 1.5.2 7
11.5 11 15.3 6
11.6 1.2 15.4 6
11.7 26 15„s 6
' 11.8 39 15 .6 6
11.9 53 15,7 6
' 12.0
12.1 104 15.:8
181 15.9 6
6
12.2 181 16.0 6
12.3 105 1.6.1 6
12.4 57 16.2 5
12.5 38 16.3 5
12.6 30 1.6 .4 4
12.7 24 16.5 4
12.8 20 16.6 4
12.9 18 167 4
13.0 16 16.8 4
' 13.1 15 16.9 4
13.2 15 17.O 4
13.3 13 17 . 1 4
13.. 4 1.2 ]. 7 . `'2 4.
' 13.5 12 17,3 4
13.6 1.1 17 t ,4 4
1.3..7 10 17.x', 4
1.3.8 1.0 17.6
13.9 10 17.7
14.0 10 17.8
' 14.1 10`-
14 .2
14.3 9

14.5

' Quick TR-55 Version: 5.44 S/N: 1315460089 Page 6
Return Frequency: 10 years
' TR-SS TABULAR HYDROGRAPH METHOD
Type II. Distribution
(24 hr. Duration Storm)
Executed, 06-01-1993 14:24:36
Watershed file: --> UNIVPL MOP
Hydrograph file: --> UNIVPL.HYD
' UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
AS IS CONDITION AS OF MAY, 1993

'
Time Flow
(hrs) (cfs)
186
18.7 4
18.8
18.9 4
19.0 4
19.1 4
19.2 4
19.3 4
19.4 4
19.5 4
' 19.6 3
19.7 3
' 19.8
19.9 3
3
20.0 3
20.1 3
20.2 3
' 20.3 3
20.4 3
20.5 3
' 20.6 3
20.7
20.8 3
' 20.9
21.0
21.1
21.2
' 21.3 :3
21..4 _3
21 5
21.6 3
3
21.7 _.
21.8
' 21.9 :-,
22. 0
2.2.1.
22,2
2 2
Time Flow
(hrs)
--------- (cfs)
--------
22 .4 3
22.5 3
22.6 3
22.7 2
22.8 2
22 .9 2
23.0 2
23.1 2
23.2 2
23,3 2
23.4 2
23.5 2
23.6 2
23,7 2
23.8 2
23.9 2
24-0 2
24.1 1
24.2 1.
24.3 1
24.4 1
24.5 1
24.6 1
24 .7 1
24.8 3.
24 .'-q 1
2F) .0 1
25,1 1
J.2 L
? 5 .3
1
2S 4
j r_ t-

.. 5./ ..

n

1

ir
1 ?2 Candinai

UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
QTR55 CALCULATIONS
10 YEAR STORM EVENT
BUILD OUT CONDITIONS

U
U
U
N
a?
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0
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x

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W?
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Quick TR-55 Version. 5.44 5/N= 1315460089 Page 1
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
( 24 hr . Duration Storm }
' Executed: 06-05-1993 11:12:28
Watershed file: -> UNIPLWSD.WSD
Hydrograph file: --> UNIPPIPE.HYD
UNIVERSITY PLACE - 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
' BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
>>>> Input Parameters Used to Compute Hydrograph <<<<
----------------------
-----
-----
--
Subarea -----------
AREA -----------------
CN Tc -----
* Tt Precip. ; Runoff Ia/p
Description
___-- (acres)
----------__ (hrs)
_----------------- (hrs)
--------- - (in)
_ ---_----- ___(in )-- input/used
SUBAREA AAA 16.60 95.0 0.10 0.00 5.00 ; 4.42 1.02 .10
SUBAREA BBB 16.30 95.0 0.10 0.00 5.00 ; 4.42 1.02 .10
' SUBAREA CCC 9.50 95.0 0.10 0.00 5.00 4.42 1.02 .10
SUBAREA DDD 8.90 95.0 0.10
-------------- 0.00
-------- 5.00
----------- 4.42
------------- 1.02
----- .10
------
--------------
* Travel time -----------
from subar ---
ea outfall to com posite watershed outfall po int.
I __--- Subarea where user specified interpo lation between Ia /p tables.
' Total ar ea - 51.30 acres
Peak discharge or 0.
= 358 08016 sq.m
cfs i

'
> > C
t f
M
difi
ti I
t Parameters <<<<<
> er
ompu
> ons o
o
ca
--------- npu
------------- ------------
Input Va lues Rounded V alues Ia/p
'
Subarea Tc Tt Tc Tt. I nterpolate d Ia/p
Description ( hr) ( hr) ( hr) t hr) (Yes/No) Messages
---------------
UBAREA AAA ----------- -`v
0.12 F--^ .
0.00 010
0.00
No
Computed
Ia/p
< .1
UBAREA BBB 0.10 0.01 0.10 0.00 No Computed Ia/p < .1
SUBAREA CCC 0.11 0.00 0.10 0.00 No Computed Ia/p < .1
UBAREA DDD 0.10 0-.00 0.10 0.00 No Comc)u t ed I a/p : .1
Travel time from subar ea outfall to com posite ,.iatershed o-ttfall point.

k
Q
i TR-55 V
i
: 5
44 S/N: 1315460089
u
c ers
on
. Page 2
TR--55 TABULAR HYDROGRAPH METHOD
' Type II Distribution
(24 hr. Duration Storm)
Executed: 06-05-1993 11:12:28
Watershed file: - > UNIPLWSD.WSD
Hydrograph file. --> UNIPPIPE.HYD

UNIVERSITY PLACE - 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
' BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
' k <
>>>> Summary of Subarea Times to Pea <<<
Peak Discharge at. Time to Peak at
Composite Out.fall Composite Outfall.
Subarea ( cfs ) ( hrs )
' ---- --------------- ---
AAA 116
SUBAREA ------
72 1
BBB 114
SUBAREA 12.1
SUBAREA CCC 66 12.1
' SUBAREA
DDD
----_---2_ __ ___ -- ----------
--
----_
Composite Watershed 3S8 12..1

n

Quick TR-55 Version. 5.44 S/N: 1315460089 Page 3
TR-55 TABULAR HYDROGRAPH METHOD
' Type II Distribution
(24 hr. Duration Storm)
' Executed 06-05-1993 11:12:28
Watershed file: --> UNIPLWSD.WSD
Hydrograph file; > UNIPPIPE.HYD
' UNIVERSITY PLACE - 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
Composite
--------- Hydrograph
----- Summary (cfs)

Subarea
11.0
11.3
11.6 -----
11.9 -------
12.0 -----
12.1
12.2
12.3
12.4
Description
-------------- hr
-------- hr
--------- hr
------ hr
------ hr
- hr hr hr hr

SUBAREA AAA
3
4
6
38 ------
74 -------
116 --------
72 -------
25 -------
17
UBAREA BBB 3 4 6 38 73 114 71 24 17
If
UBAREA CCC 2 2 3 22 42 66 41 14 10
SUBAREA DDD 1 2 3 21 40 62 39 13 9
?al - (cfs) --__
ot _____9__ _ ___??____ _??__--? -_ 119 W_ __???_ _. _ . _?58 -._ __??3___ __.,J_--- ---_53___
________-_____ ________ _________ ____..__ _______ __.-_____ __.._--_--_ ____
Subarea 12.5 12.6 12.7 12..8 13.0 13.2 13.4 13.6 13.8
Description hr hr hr hr hr hr hr hr- hr
_.._
_UBAREA AAA 14 12 10 9 8 7 6 5 S
SUBAREA BBB 14 12 10 9 7 6 6 5 5
I UBAREA CCC 8 7 6 5 4 4 3 3 3
UBAREA DDD 8 6 5 5 4 4 3 3 3
--------------
?otal ( cfs ) --------
44 ---------
37 ------
31 ------
28 -------
23 -------
21 --------
18 ------
16 -------
16

u

Quick TR-55 Version." 5.44 S/N. 1315460089
' TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
' Executed: 06-OS-1993 11:12:28
Watershed file: > UNIPLWSD.WSD
Hydrograph file: - > UNIPPIPE.HYD
UNIVERSITY PLACE - 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
Page 4

t--------------
------_- Composite Hydrograph
_ - Summary (cfs)
- _
_____ ___
______ -
------
Subarea 14.0 14.3 14.6 15.0 15.S 16.0 16.S 17.0 17.5
"Description
-------------- hr
--------- hr
-_.__-
._.--
--- hr
--
---_ hr
-_
----- -- hr
-_.- hr
----
-- hr
----
-- hr
--_
--_-- hr--
_-_.--
aAAA 4 4 ? 3 3 - - 2
SUBAREA BBB 4 4 4 3 3 3 2 2 2
BAREA CCC
UU 2 2 2 2 2 2 1 1 1
DDD
BAREA 2 2 2 2 2 1 1 1 1
total (cfs ) 12 12 12 10 10 9 6 6 6
t--
----- ------- --------- ----- ------ -
-
--- ---_.--- ------._ ------- -----.--
Subarea 18.0 19.0 20.0 22.0 0
26
.
Description hr hr hr hr hr

UBAREA AAA 2 2 1 1 0
SUBAREA BBB 2 2 1 1 0
UBAREA CCC 1 1 1 1 0
UBAREA DDD 1
----- 1
---------- 1
----- 1
------- 0
-
---------------
Total (cfs ) --
6 6 4 4 0

1

Quick TR-55 Version: 5.44 S/N: 1315460089
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 06--05-1993 11:12:28
Watershed file: --> UNIPLWSD.WSD
Hydrograph file: --> UNIPPIPE.HYD

LJ

u

UNIVERSITY PLACE - 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
Time Flow
( hrs)--- ----( cfs )
11.0 9
11.1 10
1.1.2 11
11.3 12
11.4 14
11 .5 16
11.6 18
11.7 52
11.8 85
11.9 119
12.0 229
12.1 358
12.2 223
12.3 76
12.4 53
12.S 44
12.6 37
12.7 31
12.8 28
12.9 25
13.0 23
13.1 22
1.3..2 21
13.3 19
13.4 18
13.5 17
1.3.6 16
13.7 16
13.8 16,
13.9 14
14.0 12
14.1 12
14.2 12
14.3 12
14.4 12.
14 .5 12.
14.6 1.2
Time Flow
( hrs ?____ ____( cfs )
14.8 11
14.9 10
15.0 10
15.1 10
1S.2 10
15.3 10
15.4 10
15.:5 10
15.6 10
15.7 10
15.8 9
15.9 9
16.0 9
16.1 8
16.2 8
16.3 7
16.4 7
16.x, 6
16.6 6
16 .7 6
16. 61,
16 . `-; 6
1'.0 6
17.1 6
17.2 r
17.3 >
17 .4 6
17-5 !.
17.6 6

1.7.x.
1 7 `.

Page 5

Quick TR-55 Version: 5.44 S/N: 1315460089
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
' Executed= 06-05-1993 11:12:28
Watershed file. - > UNIPLWSD.WSD
Hydrograph file: --> UNIPPIPE.HYD
UNIV ERSITY PLACE - 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
'
' Time Flow Time Flow
(hrs) (cfs) (hrs) (cfs)
-------
1
8
6
.
6
------------ ------------
2- ----
-
7
1
8
. 6 22.5 4
18.8 6 22,6 3
18.9 6 22.7 3
19.0 6 22.8 3
19.1 6 22.9 3
19.2 6 23.0 3
' 1.9.3 5 23.1 3
19.4 5 23.2 3
19.5 5 23.3 3
19.6 5 23.4 3
19.7 5 23.5 3
19.8 4 23.6 2
' 19.9 4 23.7 2
20.0 4 23.8 2
20.1 4 23.9 2
20.2 4 24.0 2
20.3 4 24.1 2
20.4 4 24.2 2
20
5 4 24.3 2
' .
20.6 4 24.4 2
20.7 4 24.5 2
20.8 4 24.6 1
20.9 4 24.7 1
21.0 4 24.8 1
21.1 4 24.") 1
21.2 4 23.0 1
' 4 25,1 1
21.4 4 25.2 1
21.5 4 25.3 1
' 21.6 4 2s .4 1
21.7 4 25, E. i.
21,8 !E 15 .'
21.9 4 25, 7
' 22.0 4 ''17
22 . 1
22.2
22.
Page 6
' (Quick. TR-55 Ver°eion: 5.44 Sy 1•.l; 1315450089 pace 1

TR-SS TABULAR' HYDROGRAPH METHOD
Tvpe I1 Di tvr'ibut;icn
(24 hr-. D u r a t. `ion .`.;3 t. <:> r° ITT )
' ct.`# t e.(J _ 06--07-1993 12: 38 29
Watershed H;dr"ocr°;ar:)i"I f'i 1_e , --, t_1PdTVC CC H`t' D
' l_!NI VE:R TTY F'LAt 1=
P.ECKLEt-,1BURG COUNTY, NC;
1.0 Y•E..hh 'S,T•0YM EVEf`,T FOR DPAINIf,(_,E SECTION C.,CC

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.? .._ ` St..# b ar 'i nd !.: r ! .L. ?:. (..?
t ?c3. !,,.J--,ere ... tables,
1. 1 d 1"' r .:a (:I (C_; r` E' :; C) f (.) . ?.! i. J :' ,l ?: Gy . !Tl 1

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Quick 1 R J S Version: . 5.44 .`'.7 /N1
TR--SS TABULAR HlYDROGRAPH METHOD
Watershed file- Utl\flvc(-'C
!-ivdr ograr),,) tile., > i_Ji`•11\?CCC; . HYD
M {l'.-Kl_._E::N'BURt: COUNTY, !•iC
,C) YFA R 5 TO R.M 'E"Vk--,k!T f=0R 1)Rs`-lINs` (AIL-. ECT0N
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Page 2
' QUiCk, T°R--SS U rsior.r, SA-1 S!i\. 1315460089 Pace
TABULAR HYDF-,?OGRAPI-i METHOD
T. %f Y) e I I D _i c.; t, r :i !:> a t: i o n
.. c;a 8 - 219
HYD
1
Mt=_CuL.Ei.i83 JRi C;0UhiT"Y , NC
1C? YEAR T'0k1f~1 EVENT E=(.?P Dl-,'A INAGI'E" ECI'TGf'i r4rCC

U b a, r- e ; t 1 1... `a .12 .. 0 1. .! 12.2 1 '. , 3 1.2 . 4
Desmcrir)1,ion hr !ar rr i°. r' t1 r° r t°r" I, r° hr
-5, 4 1.2 8
Total. c -4 e-3
w

H

7-
L

11.2 7 t.._ .. 1 ' . r ? 1.:z 1. J . 4 i '_,
De C; r `:i r,) t. i < n r f
1
r
Quick TR-SS Ver-si.on. S ..44 SIN. 131...5460089
1..R--55 TA8I._Il-..r-,R HYDRt:)GRf?1-IH METF?(:)D
T`!?:ie II D1s,tr ibu.tion
(2e.,! t"1 r' . D (.! r a
:i
l'
o n
r .
-
-
1
993 1.2 2:,
Executed- 06-07-1.
W ,a tet'..sh d file.. > :II'll1NCICi', WSr)
Hyc_1r°oa -apt-i fi.1e --, UNT.VC^CC HYU
UNIVERSITY FC,LP,CE
r
10 YEA w' ECKI_.ENBURt COUPITY, NCI
R ?i'TORM EVENT FOR DRAINt)!=.iF: SECTION
C::` C.:;

1
T m £= F 1. U v.7 T 1.. Ill e F I

11 'o "i. 1 A.. E,
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17 6 6 16 , /1 i.

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.,

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Paa>>e 4

Quick TR-SS Version: 5..44 `3/N- 13-315-160089
TR--SS TABULAR i-i`r'1)sY'C1t h2AP11 METHOD
(24 hr., Duration Storm)
1A L. s.., he c! i 1.e . - -> l_JN1.'; r`r :r ,^J D
f 1 .). e, - H Y 1..}
1.0 YE AlR S (C) R M , 1 0)i
.-i ]. rn €-: F 7 ca t a ± :i- rri :° = :I o ?;.

2 1.
2 2
1F 1. _ i.

9 ":S

19 E'll
9 61 i-
9 7

2C. 2

0.. e> 1. •.1. :'
2 0 -17

Cl -17
21
^..

21

1.
22'
!
Page, 5

j

UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
DETENTION POND VOLUME CALCULATIONS

' POND--2 Version: 5.17
S/N:

UNIVERSTIY PLACE
MECKLENBURG COUNTY, NC
DETENTION POND VOLUME
CALCULATED 06--05-1993 11:20:41.
DISK FILE: UNIVPL VOL
Planimeter scale: 1 inch - 20 ft.

Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq. in .) (acres) (acres)
--- (acre-ft) (acre-ft)
-------__-------__...----_
-----------
612.50 ----------_..-
86.03 --------_--_--------_-_---
0.79 0.00 0.00 0.00
' 613.00 86.03 0.79 2.37 0.39 0.39
615.00 88.21 0.81 2.40 1.60 1.99
620.00 91.48 0.84 2.47 4.12 6.12
625.00 95.83 0.88 2.58 4.30 10.42
630.00 96.93 0.89 2.66 4.43 14.84
IA = (sq.rt( Areal) + ((Ei-E1 )/( E2-EI) }*( sq.rt( Ar ea2 )-sq.)-t( Areal)) )
where: El, E2 = Closest two elevations with planimeter data
' Ei = Elevation at which to inter polate area
Areal,Area2 w Areas computed for El, E2, respectively
IA = Interpolated area for Ei

Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Area2 + sq .rt .( Areal*Area2) )
' where: ELI, EL2 w Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL 2, respectively
Volume = Incremental volume between E!_.1 and EL2

UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES
WITH
RATING TABLE

UNIVERSITY PLACE
MECKLENBURG COUNTY, NC
1" STORM VOLUME
TOTAL CONTRIBUTING ACREAGE = 51.3 ACRES
RUNOFF DEPTH FOR CN95 CURVE = 0.56"
POND SURFACE AREA =0.79 ACRES
VOLUME OF RUNOFF = 51.3 x 0.56/12 = 2.39 AC-FT
DEPTH OF 1" STORM RUNOFF IN DET. POND = 3.03'
NORMAL POOL SURFACE ELEVATION = 612.50'
DISCHARGE INVERT ELEVATION FOR 1' STORM DISCHARGE ORFICE = 612.50'
SURFACE ELEVATION OF 1" STORM IN DETENTION POND = 615.53'
DATUM ELEVATION FOR MULTI DISCHARGE STRUCTURES = 615.53'

' Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N'
Date Executed: Time Executed=
UNIVERSITY PLACE -- STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

***** COMPOSITE OUTFLOW SUM MARY ****

Elevation (ft) Q (cfs)
---- Contributing Structures
------------------------
--------------
612.50 ---
0.0 1..
613.00 0.1 1.
613.50 0.1 1.
614.00 0.1 1.
614.50 0.1 1.
615.00 0.2 1.
615.50 0.2 1.
616.00 0.2 1. +2
616.50 15.0 1. +2
617.00 42.1 1. '+2
617.50 74.3 1. +2
' 618.00 85.8 1. +2
618.50 95.:9 1. +2
619
00 105.1 1. +2
' .
619.50 113,5 1. +2
620.00 121.3 1. +2
620.50 128.7 1. +2
621.00 135.6 1. +2
621.50 142.2 1. +2
622.00 148.5 1. +2
622.50
623.00 154.6
160.4 1.
1. +2
+2
623.50 166.1 1. +2
624.00 171.5 1. +2
624.50 176.8 1. +2
625.00 181.9 1. +2 +3
625.50 208.1 1. +2 +-3
626.00 251.7 1. +2 +3
626.50 306.7 1. +2 +3
627.00 370.8 1. +2 +3

L!

Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENEURG COUNTY, NC
OUTLET STRUCTURES

Outlet Structure File: UNIVPL STR
Planimeter Input File: UNIVPL VOL
Rating Table Output File: UNISTAGE.PND
Min. Elev.(ft) = 612.5 Max. Elev.(ft) = 627 Incr.(ft) = .5
Additional elevations, (ft) to be included in table:
SYSTEM CONNECTIVITY
Structure No. 0 Table 0 Table
-
ORIFICE 1. -> 1.
STAND PIPE 2 -> 2
WEIR-VR 3 -; 3
Outflow rating table summary was stored in file:
UNISTAGE.PND

t
Outlet Structure File: UNIVPL STR
POND-2 Version: S.17 S/N-
Date Executed: Time Executed:
UNIVERSITY PLACE -- STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

>>>>>> Structure No. 1. <<<<<<
(Input Data)
ORIFICE
Orifice - Based on Area and Datum Elevation
E1 elev.(ft)? 612.5
E2 elev.(ft )? 627.001
Orifice coeff.? ..6
Invert elev.(ft.)? 612.5
Datum elev.(ft) ? 612.5
Orifice area (sp ft)? 0.0218

t

Outlet Structure File: UNIVPL STR
POND--2 Version: 5.17 S/N
Date Executed: Time Executed:
UNIVERSITY PLACE -- STORM OUTLET STRUCTURES
MEC:KLENBURG COUNTY, NC
OUTLET STRUCTURES

>>>>>> Structure No, 2 <<<<<<
(Input Data)
STAND PIPE
Stand Pipe with weir or orifice flow
E1 el.ev.(ft )? 616
E2 elev,(ft)? 627.001
Crest elev.(ft )? 616.0
Diameter (ft)? 4.0
Weir coefficient? 3.33
Orifice coefficient? .6
Start transition elev.(ft)
Transition height. (ft)?

t
Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

>>>>>> Structure No. 3 <<<<<<
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev.(ft )? 625
E2 elev. (ft. )? 627.001
Weir coefficient? 3.0
Weir elev j ft )? 625.0
Length (ft)? 20
Contracted/Suppresses! (C/S )? S

I?

H

Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE -- STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

Outflow Rating Table for Structure #1.:
ORIFICE Orifice - Based on Area and Datum Elevation
Elevation (ft) Q (cfs) Computation Messages
612.50 0.0 H =0.0
613.00 0.1 H =.5
613.50 0.1 H =1.0
614.00 0.1 H =1.5
614.50 0.1 H =2.0
615.00 0.2 H =2.5
615.50 0.2 H =3.0
616.00 0.2 H =3.5
616.50 0.2 H =4.0
617.00 0.2 H =4.5
617 .5O 0.2 H =S.0
618.00 0.2 H =5.5
618 .50 0.3 H =6.0
619.00 0.3 H =6.5
619.50 0.3 H =7.0
620.00 0.3 H =7.5
620.50 0.3 H =8.0
621.00 0.3 H =8.5
621.50 0.3 H =9„0
622.00 0.3 H =9.5
622.50 0.3 H =10.0
623.00 0.3 H x=10.5
623.50 0.3 H =11.0
624.00 0.4 H =11.5
624.50 0.4 H =12.0
625.00 0.4 -i ==12.5
625.50 0.4 H =13.O
626.00 0.4 H =13Z
626.50 0.4 H =14.O
627.00 0.4 H =14.5
C = .6 A = 0218 sg.ft.
H (ft.) - Table elev. - Datum elev. ( 612.5 ft.
0 (cfs) - C * A *: sgr(2g k H)

Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17
Date Executed:
S/N:
Time Executed:
' UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

1

Outflow Rating Table for Structure #2
STAND PIPE Stand Pipe with weir or orifice flow
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Computation Messages
612.,50 0.0 E < Inv.El.= 616
613.00 0.0 E < E1= 616
613.50 0.0 E < E1= 616
614.00 0.0 E < E1= 616
614.50 0.0 E < E1= 616
615.00 0.0 E < E1= 616
615.50 0.0 E < E1= 616
616.00 0.0 Weir: H =0.0
616 .50 14.8 Wei-r" H =.5
617.00 41.8 Weir. H =1.0
617.50 74.1. Orifice: H =1.5
618.00 85.6 Orifice: H =2.0
618.50 95.7 Orifice: H =2.5
619.00 104.8 Orifice: H =3.0
619.50 113.2 Orifice: H =3.5
620.00 121.0 Orifice: H =4.0
620.50 128.4 Orifice: H =4.5
621.00 135.3 Orifice: H =5.0
621.50 141.9 Orifice: H =5.5
622.00 148.2 Orifice: H =6.0
622.50 154.3 Orifice: H =6.S
623.00 160.1 Orifice: H =7.0
623.50 165.7 Orifice: H r-7 .S
624.00 171.1 Orifice: H =8.0
624.50 176.4 Orifice: H =8.5
625.00 181.5 Orifice: H =9.0
625.50 186.5 Orifice: 1-1 =9.5
626.00 191.: Orifice: H =10.0
626.50 196.1 Orifice: H'1 =10.5
627.00 200.7 Orifice-: H =11.0
Weir Cw = 3.33 Weir length - 12.56637 ft
Orifice Co = .6 Orific Z:re:- 12.' 6637 sq..ft.
Q (c f s) = (C w 3; L _.
No transition u:s(,.:d, tran sitinj
Weir equation -- Or i f i '- r-iu
'I?
1

Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17
Date Executed.
S/N.
Time Executed:
UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

Outflow Rating Table for Structure #3
WEIR-VR Weir - Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Computation Messages
612.50 0.0 E < Inv.El.= 625
613.00 0.0 E < Inv.E1.= 625
613.50 0.0 E < Inv. E l .. = 625
614.00 0.0 E < Inv.El.= 625
614.50 0..0 E < Inv.El.= 625
615.00 0.0 E < Inv.El.= 625
615.50 0.0 E < Inv.El.= 625
616.00 0.0 E < Inv.El.= 625
616.50 0.0 E 0 Inv. E 1 . = 625
617.00 0.0 E < Inv.El.= 625
617.50 0.,0 E < Inv.El.= 625
618.00 0.0 E < Inv.El.= 625
618.50 0.0 E < Inv.El.= 625
619.00 0.0 E < Inv.El.= 625
619.50 0.0 E < Inv.El.= 625
620.00 0.0 E < Inv.El.= 625
620.50 0.0 E < Inv.El.= 625
621.00 0.0 E < Inv.El.= 625
621.50 0.0 E < Inv.El.= 625
622.00 0.0 E <. Inv.El.= 62S
622.50 0.0 E < Inv.El.= 625
623.00 0.0 E < Inv.El.= 625
623.50 0.0 E < Inv. E 1 . = 625
24.00 0.0 E , I nv. E l . - 625
624.50 0.0 E < Inv.El.= 625
625.00 0.0 H = 0.0
625 .50 21.2 H = .5
626.00 60.0 H = 1.0
626.50 110.2 H = 1.5
,
627.00 169.7 H = 2.0
C = 3 L (ft) = 20
H (ft) = Table elev. Invert elev. ( 6 2S ft:,
Q (cfs) = C * L * (H*.*1 ..5) .___ S uppressed W•:
L

UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
10 YEAR
DETENTION POND ROUTING

POND-2 Version: 5.17 S/N:
EXECUTED: 06-06-1993 10=26:19 UNIVPL
Page 1
Return Freq: 10 years
UNIVERSTIY PLACE - 10 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
* BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
Inflow Hydrograph: UNIPPIPE.HYD
Rating Table file: UNISTAGE.PND
----INITIAL CONDITIONS----
Elevation 612.50 ft
outflow 0.00 cfs
Storage - 0.00 ac-ft

GIVEN POND DATA
INTERMEDIATE ROUTING
COMPUTATIONS

L?

ELEVATION; OUTFLOW ; STORAGE
(ft) ; (cfs) ; (ac-ft)
--_----_---
612.50 ; 0.0 ; 0.000;
613.00 ; 0.0 ; 0.395;
613.50 ; 0.0 ; 0.791;
614.00 ; 0.0 ; 1.190;
614.50 ; 0.0 ; 1.591;
615.00 ; 0.0 ; 1.995;
615.50 ; 0.0 ; 2.401;
616.00 ; 0.1 ; 2.808;
616.50 ; 0.1 ; 3.217;
617.00 ; 0.1 ; 3.627;
617.50 ; 0.1 ; 4.039;
618.00 ; 0.2 ; 4.452;
618.50 ; 0.2 ; 4.867;
619.00 ; 0.2 ; 5.283;
619.50 ; 15.0 ; 5.701;
620.00 ; 42.1 ; 6.120;
620.50 ; 74.3 ; 6.541;
621.00 ; 8S.8 ; 6.964;
621.50 ; 95.9 ; 7.389;
622.00 ; 105.1 ; 7.816;
622.50 ; 113.5 ; 8.245;
623.00 ; 121.3 ; 8.676;
623.50 ; 128.7 ; 9.109;
624.00 ; 135.6 ; 9.544;.
624.50 ; 142.2 ; 9.981;
625.00 ; 148.5 ; 10.420;
625.50 ; 175.8 ; 10.860;
626.00 ; 220.4 ; 11.300;
E,26.50 276.3 ; 11.742;
627..00 ; 341.2 ; 12.184;
2S/t ; 2S/t + 0
(cfs) i
-------------- (cfs)
------------
0.0 ; 0.0
9S.6 ; 95.6
191.5 191.5 ;
288.0 ; 288.0
385.1 385.1
482.8 482.8 ;
581.0 ; S81.0
679.5 ; 679.6 ;
778.4 ; 778.5 ;
877.7 877.8 ;
977.3 ; 977.4
1077.4 ; 1077.6 ;
1177.7 ; 1177.9
1278.4 ; 1278.6
1379.5 1394.5 ;
1481.0 ; 1523.1 ;
1582.9 1657.2
1685.2 1771.0
1788.1 1884.0
1891,4 ; 1996.S
1995.2 ; 2108.7 ;
2099.5 ; 2220.8 ;
2204.3
?
2333.0
230?? .5 2445.1
2.41 . 255/.5
2521 .5 ; 2670.0
2628,1 ; 2803.
2 7 3

u
POND-2 Version: 5.17 S/N:
EXECUTED: 06-06-1993 10:26:19
Pond File: UNISTAGE.PND
Inflow Hydrograph: UNIPPIPE.HYD
Outflow Hydrograph: UNIV10 HYD
INFLOW HYDROGRAPH
------------------
TIME ; INFLOW ;
( hrs ) ; ( cfs )
' 11.000 ; 9.00;
11.100 ; 10.00;
11.200 ; 11.00;
11.300 ; 12.00;
11.400 ; 14.00;
11.500 ; 16.00;
' 11.600 ;
11.700 ; 18.00;
52.00;
11.800 ; 85.00;
11.900 ; 119.00;
12.000 ; 229.00;
12 . 100 ; 3S8..00:
12.200 ; 223.00;
' 12.300 ;
12.400 ; 76..00;
53.00;
12 .500 ; 44.00:
12.600 ; 37.00;
12.700 ; 31.00;
12.800 ; 28.00;
12.900 ; 26.00:
.; 13.000 ; 23.00;
13.100 ; 22.00;
13.200 ; 21.00;
' 13.300 ;
13.400 ; 20.00;
18.00:
13.500 ; 17.00;
13.600 ; 7
16.00;
' 13.700 ; 16.00;
13.800 ; 16.00;
13.900 ; 14.00;
14.000 ; 12.00;
14.100 ; 12.00;
14.200 ; 12.00;
14.300 ;
14.400 ; 12.00:
12.00;
14.500 ; 12.00;
14.600 ; 12.00;
14.700 ; 12.00;
14.800 ; 11.00;
14.900 ; 10..00;
15.000 ;
15.100 ; 10.00;
10.,00;
15.200 ; 10.00;
15.300 ; 10..00;
15.400 ; 10.00;
I1+I2
(cfs)
19.0
21.0
23.0
26.0
30.0
34.0
70.0
137.0
204.0
348.0
587.0
581.0
299.0
129.0
97.0
81.0
68.0
59.0
S4.0
49.0
45.0
43.0
41.0
38.0
35.0
33.0
32.0
32.0
30.0
26.0
24.0
24.0
24 .0
24.0
24.0
24.0
2.4 .0
23.0
21.0
20.0
20.0
20.0
20.0
20 .O
Page 2
UNIVPL Return Freq: 10 years
ROUTING COMPUTATIONS
2S/t -- 0
(cfs )
------------
0.0
19.0
40.0
63.0
89.0
119.0
153.0
223.0
360.0
564.0
911.8
1424.8
1794.2
1868.6
1787.2
1692 .4.
1601.4
1518.3
1467.1
1437.7
1417.9
1404.1
1394.9
1388.S
1383.0
1378.1
1374.1
1371 .2
1369.6
1367.5
1363.7
1359.5
1,3S6.3
1353.9
1352.2
1350.9
1349.9
1349 .2
1347.9
1345.4
1342
1341 0
13?1.L"
1. ?7 1 r-? S=
2S/t + 0
(cfs)
0.0
19.0
40.0
63.0
89.0
119.0
153.0
223.0
360.0
564.0
912.0
1498.8
2005.8
2093.2
1997.6
1884.2
1773.4
1669.4.
1577.3
1521.1
1486.7
1462.9
1447.1
1435.9
1426.5
1418.0
1411.1
1406.1
1403.2
1399.6
1393.5
1387.7
1383.5
1380.3
1.377.9
137<> .2
1374.9
1373.9
1372.2
1.368.9
1 16- 1 5.4

OUTFLOW ;ELEVATION;
(cfs) i (ft)
0.00 ; 612.50
0.00 ; 612.60 ;
0.00 ; 612.71 ;
0.00 ; 612.83 ;
0.00
0.00
0.00
0.00
0.00
0.00
0.10
36.98
105.80
112.34
105 .18
95.92
86.01
75.S3
55.12
41.67
' 11.'612.97
34.43
29.40
26.07
23.72
21.73
19.95
18.49
17.44
16.83
16.06
14.86
14.13
' 13.S9
13.18
12' .88
12.65
12.49
' 12.36
1 '.1.4

613.12
613.30
613.66
614.37
63-5.41
617.17
619.91
622.04
622.43
622.00
621.50
621.01
620.55
620.20
619.99
619.86
619.77
619.70
619.66
619.62
619.59
619.56
619.55
619.53
619.52
(61.9.50
61.9.47
619.45
619.44
619.43
619.42
619.42
619 .41.
1
4

1POND-2 Version: 5.17
EXECUTED: 06--06-1993
lPond File:
Inflow Hydrograph:
Outflow Hydrograph:
INFLOW HYDROGRAPH
TIME __, -- -
INFLOW
(hrs) ; (cfs) ;
15.500 ; 10.00;
' 15.600 ; 10.00;
15.700 ; 10.00;
15.800 ; 9.00;
15.900 ; 9.00;
16.000 ; 9.00:
' 16.100 ;
16.200 ; 8.00;
8.00;
16.300 ; 7.00;
16.400 ; 7.00;
16.500 ; 6.00
16.600 ; 6.00;
16.700 ; 6.00.
' 16.800 ;
16.900 ; 6.00;
6.00
17.000 ; 6.00;
17.100 ; 6.00
17.200 6.00
17.300 ; 6.00
17.400 ; 6.00
' 17.500 ; '6.00
17.600 ; 6.00
17.700 ; 6.00
' 17.800 ;
17.900 ; 6.00
6.00
18.000 ; 6.00
18.100 ; 6.00
' 18.200 ; 6.00
18.300 ; 6.00
18.400 ; 6.00
18.500 6.00
18.600 ; 6.00
18.700 ; 6.00

I; 18.800 ;
18.900 ; 6.00
6.00
19.000 6.00
19.100 ; 6.00
19.200 ; 6,00
19.300 ; 5.00
19.400 ; 5.00
19.500 ; 5.00
19.600 ; 5.00
19.700 ; 5.00
19.800 ;
19.900 4.00
4.00
20.000 4.00
S/N:
10:26:19 UNIVPL
UNISTAGE.PND
UNIPPIPE.HYD
UNIV10 HYD
Page 3
Return Freq: 10 years
ROUTING COMPUTATIONS
-------------------___------------------_------__-__-----
I1+I2 ; 2S/t. - 0 ; 2S/t + 0
(cfs) ; (cfs)
----------- ; (cfs) ;
?---__--___--?
20.0 ; -
1337.1 ; 1357.7;
20.0 ; 1336.7 ; 1357.1;
20.0 ; 1336.3 ; 1356.7;
19.0 ; 1335.3 ; 1355.3;
18.0 ; 1333.9 ; 1353.3',
18.0 ; 1332.8 ; 1351.9;
17.0 ; 1331.2 ; 1349.8
16.0 ; 1329.3 ; 1347 .2
15.0 ; 1327.1 ; 1344.3
14.0 ; 1324.8 ; 1341.1
13.0 ; 1322.3 ; 1337.8
12.0 1319.7 ; 1334.3
12.0 ; 1317.7 ; 1331.7
12.0 ; 1316.3 ; 1329.7
12.0 ; 1315.2 ; 1328.3
12.0 ; 131.4.4, ; 1327.2
12.0 ; 1313.8 ; 1326.4
12.0 ; 1313.4 ; 1325.8
12.0 ; 1313.0 ; 1325.4
12.0 ; 1312.8 ; 1325.0
12.0 ; 1312.6 ; 1324.8
12.0 ; 1312.5 ; 1324.6
12.0 ; 1312.4 ; 1324.5
12.0 ; 1312.3 ; 1324.4
12.0 ; 1312.2 ; 1324.3
12.0 ; 1312.2 ; 1324.2
12.0 ; 1312.2 ; 1324.2
12.0 ; 1312.1 ; 1324.2
12.0 ; 1312.1 ; 1324.1
12.0 ; 1312.1 ; 1324.1
12.0 1312.1 ; 1324.1
12.0 ; 1312.1 ; 1.324.1
12.0 ; 1312.1 ; 1324.1
12.0 ; 1312..1 ; 1324.1.
12.0 1312.1. 1324.1
12,0 ; 1312.1 ; 1324.1
12.0 ; 1312.1 ; 1324.1
12.0 ; 1.312.1 ; 1324..1
11.0 ; 1311.3 ; 1323..1
10.0 ; 1310.0 ; 1321.3
10.0 ; 1309.1 13 2 0 )
10.0 ; 1308.3
10.0 ; 1307.8 t'_ f
9.0
8.0 ,05 . 1. ? .."

OUTFLOW ;ELEVATION;
(cfs) ; (ft)
10.29 ; 619.34
10.22 ; 619.34
10.16 ; 619.34
9.99 ; 619.33
9.74 ; 619.32
9.55 ; 619.32
9.28 ; 619.31
8.95 ; 619.30
8.S8 ; 619.28
8.18 ; 619.27
7.75 ; 619.26
7.30 ; 619.24
6.97 ; 619.23
6.72 ; 619.22
6.54 ; 619.21
6.40 ; 619.21
6.30 ; 619.21
6.22 ; 619.20
6.17 ; 619.20
6.12 ; 619.20
6.09 ; 619.20
6.07 ; 619.20
6.05 ; 619.20
6.04 ; 619.20
6.03 ; 619.20
6.02 ; 619.20
6.02 ; 619.20
6.01 ; 619.20
6.01 ; 619.20
6.01 ; 619.20
6.00 ; 619,20
6.00 ; 619.20
6.00 ; 619.20
6.00 ; 619.20
6.00 19.20
6.00 ; 619.20
6.00 ; 619.20
6.00 ; `19.20
5.87 ; 619.19

1
1POND-2 Version: S.17
EXECUTED: 06-06-1993
,Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
INFLOW HYDROGRAPH
TIME
(hrs)
INFLOW
(cfs)
20 . 100
20.200
20.300
20.400
20.500
20.600
20.700
20.800
20.900
21.000
21.100
21.200
21.300
21.400
21 . S00
21.600
21.700
21.800
21.900
22.000
22.100
22.200
22.300
22.400
22.500
22.600
22.700
22.800
22.900
23.000
23 . 100
23.200
23.300
23.400
23.500
23.600
23.700
23.800
23.900
24.000
24 . 100
24.200
24.300
24.400
24 .500
24.-600
4.00;
4.00;
4 .00
4.00;
4.00;
4.00
4.00;
4.00
4.001
4.00
4 .00
4.00
4.00
4.00
4.00
4 .00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
3.00
3.00
3.00
3 .00
3.00
3.00
3.00
3.00
3.00
2.:00
2.00
2.00
2.00
2.00
2.00
2 .00
2.00
2.00
2.00
2 .00
1.00
S/N:
10:26:19 UNIVPL
UNISTAGE.PND
UNIPPIPE.HYD
UNIV10 HYD
2S/t + 0
(cfs)
ROUTING COMPUTATIONS
____________________--_------------------------------_---
I1+I2
(cfs)
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
8.0
7.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
S.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
2S/t - 0
( cfs )
------------
1303.0
1302.3
1301.8
1301.5
1301.2
1301.0
1300.8
1300.7
1300..6
1300.6
1300.5
1300.5
1300.5
1300.5
1300.4
1300.4
1300.4
1300.4
1300.4
1300.4
1300.4
1300.4
1300.4
1300.4
1300.4
1299.7
1298.4
1297.4
1296.:7
1296.1
1295.7
1295.4
1295.2
1295.1
1 2 9 4 .. 2
].292 .8
1291.8
1291.0
1290.4
1290.0
1.289 .. 7
1289 , J1
128
Page 4
Return Freq: 10 years
OUTFLOW
(cfs)
1311.9;
1311 .0
1310.3;
1309.8;
1309.5;
1309.2;
1309.0;
1308.8;
1308.7;
1308.6;
1308.6;
1308.5;
1308.5;
1308.5;
1308.5;
1308.4;
1308.4;
1308.4;
1308.4;
1308.4;
1308.4;
1308.4;
1308.4;
1 308.4;
1308.4:
1307.4;
1305.7;
1304.4;
1303.4;
1302.7;
1302.1 '
1301.7;
1.301..4;
1301 .2
1300. 1
J. 29 8. 2:
1.296.8;
7.295.8,
1295.0;
:1.294.4;

4.44
4.33
4.25
4.18
4.14
4.10
4.08
4.06
4.04
4.03
4.02
4.02
4.01
4.01
4.01
4.01
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
3.87
3.6S
3.48
3.36
3.27
3.20
3.15
3.11
3.08
2.93
2.70
2.S2
2.39
2.29
._._'1

ELEVATION;
(ft)
619.14
619.14
619.14
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.13
619.12
619.12
619.11
63.9.11
619.10
619.10
619.10
619.10
619.10
619.09
619.08
619.08
619.07
619 .07
r 11) .07
.0 ,
?_ . . 06
,19.06

POND-2 Version: 5.17 S/N: Page 5
EXECUTED: 06-06-1993 10:26=19 UNIVPL Return Freq: 10 years
' Pond File: UNISTAGE.PND
Inflow Hydrograph: UNIPPIPE.HYD
' Outflow Hydrograph: UNIV10 HYD
INFLOW HYDROGRAPH ROUTING COMPUTATIONS
---
----------
---------
TIME ; ---------
INFLOW ----------
I1+I2 ; ---------------
2S/t - 0 ; ----------
2S/t + 0 ; ------
OUTFLOW ;ELEVATION;
(hrs) (cfs) (cfs) (cfs) ;
----------------- (cfs) ;
--------- (cfs)
--------- (ft)
---------?
24.700 ; 1.00; ; 2.0 ; 1286.9 ; 1290.2; 1.68 ; 619.05
' 24.800 ; 1.00; 2.0 ; 1285..8 ; 1288.9; 1.50 ; 619.04
24.900 ; 1.00; 2.0 ; 1285.1 ; 1287.8; 1.38 ; 619.04
' 25.000 ; 1.00; ; 2.0 ; 1284.5 ; 1287.1; 1.28 ; 619.04
25.100 ; 1.00; ; 2.0 ; 1284.1 ; 1286.5; 1.21 ; 619.03
25.200 ; 1.00; ; 2.0 ; 1.283.8 ; 1286.1; 1.15 ; 619.03
' 25.300 ;
25.400 ; 1.00;
1.00; ; 2.0 ;
; 2.0 1283.6 ;
1283.4 1285.8;
1285.6; 1.12
1.09 ; 619.03
; 619.03
25.500 ; 0.00; ; 1.0 ; 1282.5 1284.4; 0.94 ; 619.02
25.600 ; 0.00; ; 0.0 1281,1 ; 1282.5; 0.70 ; 619.02
25.700 ; 0.00; ; 0.0 1280.1 1281.1; 0.52 619.01
25.800 ; 0.00; ; 0.0 1279.3 ; 1280.1; 0.39 ; 619.01
25.900 ; 0.00; ; 0.0 ; 1278.8 ; 1279.3; 0.29 ; 619.00
--------- --------

d

P

L

POND-2 Version: 5.17 S/N: Page 6
EXECUTED: 06--06-1993 10:26:19 UNIVPL Return Freq: 10 years

*********** SUMMARY OF ROUTING CO MPUTATIONS ************

Pond File: UNISTAGE.PND
Inflow Hydrograph: UNIPPIPE.HYD
' Outflow Hydrograph: UNIV10 HYD
' Starting Pond W.S. Elevation = 612.50 ft
*** Summary of Peak Outflow a nd Peak Elevation **?
'
Peak Inflow - 358.00 cfs
Peak outflow - 112.34 cfs
1 Peak Elevation = 622.43 ft
' *** Summary of Approximate Peak Storage **?*
Initial Storage 0.00 ac-ft
Peak Storage From Storm - 8.19 ac-ft.

i
d
l -Y
--
-
-ft
Storage
n Pon
Tota -
8.19
ac
Warning= Inflow hydrograph truncated on left aide.

POND-2 Version: 5.1 7 S/N:
UNIVPL
Pond File: UNISTAGE.PND
Inflow Hydrograph: UNIPPIPE.HYD
Outflow Hydrograph: UNIV10 HYD
' Peak Inflow _ 358.00 cfs
Peak Outflow - 112.34 cfs
Peak Elevation = 622.43 ft.
Page 7
Return Freq: 10 years
EXECUTED. 06-06-1993
10.26=19
Flow (cfs )
0 40 80 120 160 200 240 280 320 360 400 440
I i i I I I I I I I I
I---I-

1
1
11.3 -Ix.
X .*
?1.4 -;x
x
1.5 -;x
x
1.6 -;x
x
1.7 -:x
x
11.8 -;x

1.9 x
-; x
x
12.0 -;x

1 I
I x
2.1 -; x
x
2.2 ; x
I I
I x
12.3 -; x

?2.4 '
I
-; x

x
x
12.5 -; x
' x
112.6 ; x
'
I x
12.7 - * X

I X
12.8 -
; x

?LG I
1

-- I

k x

X:
'
I X
13.0 -; x

I X
*x
*x
113. 2 - ; . x
TIME
( h r s
)

File: UNIPFIIFIE . HYC>
"- i 1 ; _ I Ik.II 1.11 r1 f-IYF

(lilic! }:
,I

1 4

1 ?2 r
Cardinal(")
t
UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
QTR55 CALCULATIONS
100 YEAR STORM EVENT
BUILD OUT CONDITIONS

J
1 Quick TR-55 Version: 5.44 S/N: 1315460089 Page 1
' TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 06-05-1993 11:08:55
Watershed file: - > UNPLAWSD.WSD
Hydrograph file: --> UNIPIPE HYD
' UNIVERSITY PLACE - 100 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
>>>> Input. Parameters Used to Compute Hydrograph <<<<

Subarea ------
AREA --------_-_------_
CN Tc -------
* Tt. -----------
Precip. --------------
Runoff Ia -----
/p
Description

--_ -(acres)

--- -----------( hrs)- --(hrs) ---(in)---, ---( i.n)--
input
/used
SUBAREA AAA 16.60 95.:0 0.1.0 0.00 7.00 ; 6.41 1.:02 .10
SUBAREA BBB 16.30 95.0 0.10 0.00 7.00 6.41 1.02 10
' SUBAREA CCC 9.50 95.0 0.10 0.00 7.:00 6.41 1.02 .
.10
SUBAREA DDD
------------ 8.90 95.0 0.10 0.00 7.70 ; 7.10 .01 .10
-
* Travel time
' -----------
from subar ------------------
ea out-fall to com --------
posite -------------
watershed o --- ----------
utfall point.- -----
-
I -- Subarea where user specified interpo lation between Ia/ p tables.
Total ar ea = 51.30 acres or 0. 08016 sq.mi
' Peak discharge = 529 cfs
>> >> Com
t M
difi
ti
f
pu
er
------ o
ca
ons o
--------------- Input.
___ Parameters
-_.._.-------- <<<<<
-------_-_..----
----__
-------------- -----
Input Va -
-
lues Rounded V ----
alues Ia/p
Subarea Tc * Tt Tc * Tt I nterpolated Ia/p
Description (hr) (hr) ( hr ) ( hr ) (Yes/No) Messages
------------_-
tUBAREA AAA -----_-----
0.12 -----------------
0.00 0,10 -------
0.00 -----------
No --------------
Computed Ia/p -------
< .1
UBAREA BBB 0.10 0.01 0.10 0.00 No Computed Ia/p < .1.
SUBAREA CCC 0.11 0.00 0.10 0.00 No Computed Ia/p <: .1
UBAREA DDD 0.10 0.00 0.10
.. 0.00 No Computed Ia/p < .1

* Travel time ___-----_
from subar _....__-__
___-..___.____._
ea outfall to com
posite
klatershe=d o
utf 11 point ..

Quick TR-55 Version" 5.44 S/N: 1315460089 Page 2
' TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
'
Executed: 06-05-1993 11:08:55
Watershed file: --> UNPLAWSD.WSD
Hydrograph file: --> UNIPIPE HYD
UNIVERSITY PLACE - 100 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM

>>>> Summary of Subarea Times to Peak <<<<
Peak Discharge at Time to Peak at.
Composite Outfall Composite Outfall
Subarea ( cfs ) ( hrs )
_
_---_
-__ --__--
AAA
168
SUBAREA 12.1
SUBAREA BBB 165 12.1
SUBAREA CCC 96 12.1
' SUBAREA DDD 100
--------------- -------------- _ 12.1
_------
_-
Composite Watershed 529 --
12.1

t

Quick TR-55 Version= 5.44 S/N: 1315460089
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
' Executed: 06-05-1993 11:08:55
Watershed file= --> UNPLAWSD.WSD
' Hydrograph file: --) UNIPIPE HYD
UNIVERSITY PLACE 100 YEAR, STORM EVENT
MECKLENBURG COUNTY, NC
' BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
Page 3

Composite Hydrograph Summary (cfs)
---------------
Subarea ---------_
11.0 ---------
11.3 -_-__
11.6 __-----
11.9 --------
12.0 -------_
12.1 ---------
12.2 ----_--
12.3 -------
12.4
Description hr hr hr hr hr hr hr hr hr-
---------------
UBAREA AAA -----_...--
4 -------......
6 ....... ----
9 ------
56 -------..
108 .. _ ..----_
168 -------
104 _-------
36 -----_
24
UBAREA BBB 4 6 9 5S 106 165 103 3S 24
SUBAREA CCC 2 3 5 32 62 96 60 21 14
UBAREA DDD 2 3 S 33 64 100 62 21 15

otal (cfs)
12
18
28
176 ---
340 ---
529 ---
329 ---
113
77

--------------
Subarea ------
12.5 ----------
12.6 -----
12.7 -------
12.8 ------ _-
13.0 -_------
13.2 -------
13.4 ------
13.6 --_--
13.8
' Description
___----_-_---__-- hr
------- hr
---------- hr
------ hr
-----___ hr
_-,V ---- hr
-------- hr
------ hr
-_-_--- hr
---_----
UBAREA AAA 20 17 14 13 11 9 8 8 7
UBAREA BBB 20 17 14 12 11 9 8 8 7
UBAREA CCC 12 10 8 7 6 5 S 4 4
SUBAREA DDD 12 10 8 8 7 6 5 S 4
----
Io
-
--
-
--
-
-- ----b
-- ----
-
----- -
-
-
--
----- ---
---
----

-
--

--
-c--_

-
---?-
t
a
1
(
cf
s
) 4 5
4 4
4 40 29- ?6 2 2

D

r

n
Quick TR-55 Version: 5.44 S/N: 1315460089 Page 4
TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
Executed: 06-05-1993 11:08:55
Watershed file: --> UNPLAWSD.WSD
Hydrograph file: -> UNIPIPE HYD
UNIVERSITY PLACE - 100 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM

---------------
-_..----__ Composite
----_----- Hydrograph
----_------_ Summary
.._---_--- (cfs)
_---____
_------
_______
------
Subarea
Description
______________ 14.0
hr
_______ 14.3
hr
__________ 14.6
hr
_____ 15.0
hr
____ 15.5
hr
____ 16.0
hr
__ 16.5
hr 17.0
hr 17.5
hr
SUBAREA AAA 6 6 5 __
5 ____
4 4 3 3 3
t UBAREA BBB 6 6 5 5 4 4 3 3 3
UBAREA CCC 4 3 3 3 2 2 2 2 2
SUBAREA DDD 4 3 3 3 3 2 2 2 2
otal (cfs) 20 18_ _ _16 13 12 10 10 10
--------------- ------- ----------- ___-_ -___-_.. -------- ------- ------- ----_ ---- --_---_-
Subarea 18.0 19.0 20.0 22.0 26.0
Description
-------_------- hr
------- hr
-------__-- hr
------ hr
-_---_- hr
_-------
---__----_
-----_-
-------_
_---
SUBAREA AAA 3 2 2 2 0
UBAREA BBB 3 2 2 2 0
UBAREA CCC 2 1 1 1 0
UBAREA DDD 2 1 1 1 0
--------------
?ota1 ( cfs ) -------
10 ----------
6 ------
6 -------
6 ----------
0

Quick TR-55 Version: 5,44 S/N: 1315460089
TR-55 TABULAR HYDROGRAPH METHOD
' Type II Distribution
(24 hr. Duration Storm)
Executed: 06-05-1993 11:08:55
Watershed file: --> UNPLAWSD.WSD
Hydrograph file: > UNIPIPE HYD
' UNIVERSITY PLACE - 100 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
' Time Flow Time Flow
(hrs)
-------- (cfs)
--------- (hrs)
--_----_-- (cfs)
--------
11.0 12 14.8 16
11.1 14 14.9 16
11.2 16 15.0 16
11.3 18 15.1 15
' 11.4 21 15.2 15
11 .5 25 15.3 14
11.6 28 15.4 14
' 11,7 77 15.5 13
11.8 127 15.6 13
11.9 176 15.7 13
12.0 340 15.8 12
' 12.1 529 15.9 12
12.2 329 16.0 12
' 12.3
12.4 113
77 16.1
16.2 12
11
12.5 64 16.3 11
12.6 54 16.4 10
' 12.7 44 16.S 10
12.8 40 16:.6 10
12.9 37 16.7 10
13.0 35 16.8 10
' 13.1 32 16.9 10
13.2 29 17.0 10
3.3
1 27 17.1 10
.
13.4 26 17.2 10
13.5 26 17.3 10
1.3.6 25 17.4 10
13.7 23 17..5 10
13.8 22 17,6 10
13.9 21 17.7 10
14,0 20 1 10
' 14, 1 19 1
1.4.2 19 l 3 . Ci _
1/4.3 18
' 14.4
14.5
Page 5

' Quick TR-55 Version- 5.44 S/N= 1315460089
' TR-55 TABULAR HYDROGRAPH METHOD
Type II Distribution
(24 hr. Duration Storm)
' Executed: 06-05-1993 11:08:55
Watershed file: --> UNPLAWSD.WSD
' Hydrograph file: - > UNIPIPE HYD
UNIVERSITY PLACE -- 100 YEAR STORM EVENT
MECKLENBURG COUNTY, NC
' BUILD OUT HYDROGRAPH THROUGH PIPING SYSTEM
1
Time Flow Time Flow
' ( hrs)___
----- ____( cf s)
----- ( h-s)____
---- ___(cfs )
-----
18.6 8 22.4 5
' 18.7
18.8 7
7 22.5
22.6 5
5
18.9 6 22.7 5
19.0 6 22.8 5
19.1 6 22.9 5
' 19.2 6 23.0 5
19.3 6 23.1 4
19.4 6 23.2 4
' 19.5 6 23„3 4
19.6 6 23.4 4
19.7 6 23.5 4
' 19.8 6 23.6 4
19.9 6 23.7 3
20.0 6 23.8 3
20.1 6 23.9 3
' 20.2 6 24.0 3
20.3 6 24.1 3
20.4 6 24 . ? 3
' 20.5 6 24.3 3
20.6 6 24.4 2
20,7 6 24,5 2
' 20.8 6 24.6 2
20.9 6 24.7 2
21.0 6 24.8 2
21.1 6 24.9 2
' 21.2 6 25.0 2
21.3 6 25.1 1
21.4 6 25.2 1

'
21.5
6
25.3 .
1
21.6 6 25 . 4 .4_
21.7 6
21.8 6
' 21.9 /, ;
22.O 6
22.1 6
22.2 i.
22.3
L?
Page 6
1
1
1
1
1
UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
DETENTION POND VOLUME CALCULATIONS
1
' POND-2 Version: 5.17

H

11
11
11
UNIVERSTIY PLACE
MECKLENBURG COUNTY, NC
DETENTION POND VOLUME
CALCULATED 06--05-1993 11:19:35
DISK FILE: UNIVPL VOL
Planimeter scale: 1 inch = 20 ft.

Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
__
(f t) _
(--_l-_)__ __- (acres)
•
--_-_(acres) _______
___(acre -f t) _
_ _(acre-ft)
__
__
_ 612.50 _
86.03 0.79 0.00 0.00 0.00
613.00 86.03 0.79 2.37 0.39 0.39
615.00 88.21 0.81 2.40 1.60 1.99
620.00 91.48 0.84 2.47 4.12 6.12
625.00 95.83 0.88 2.58 4.30 10.42
630.00 96.93 0.89 2.66 4.43 14.84
2
IA = (sq.rt( Areal) + ((Ei-El )/( E2-El))*( sq .rt( Area2)~sq .rt( Areal)) )
where: El, E2 w= Closet two elevations with planimeter data
' Ei = Elevation at which to interpolate area
Areal,Area2 = Areas computed for El, E2, respectively
IA = Interpolated area for W.

1-1

0

Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * ( EL2--ELl) * (Areal + Area2 + sq.rt .( Areal*Area2) )
where: ELI, EL2 = Lower and upper elevations; of the increment.
Areal,Area2 = Areas computed for ELI, EL2, respectively
volume ; Incremental volume between ELI and EL2

' UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC

OUTLET STRUCTURES
WITH
RATING TABLE

Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE -- STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

***** COMPOSITE OUTFLOW SUMMARY ****
Elevation (ft) Q (cfs) Contributing Structures
612.50 0.0 1.
613.00 0.1 1
613.50 0.1 1
614.00 0.1 1
614.50 0.1 1
615.00 0.2_ 1
615.50 0.2_ 1
616.00 0.2 1. +2
61.6.50 15.0 1. +2
617.00 42.1 1. +2
617.50 74.3 1. +2
618.00 85.8 1. +2
618.50 95.9 1. +2
619.00 105.1 1. +2
61.9.50 113.5 1. +2
620.00 121.3 1. +2
620.50 128.7 1. +2
621.00 135.6 1. +2
621.50 142.2 1. +2
622.00 148.5 1. +2
622.50 154.6 1. +-2
623.00 160..4 1. +2
623.50 166.1 1.: +-2
624.00 171.5 1. +2
624.50 176.8 1- +2
625.00 181.9 1. +?' +3
625.50 208.1 1. +-2 +-:3
626.00 251.7 1. +4 +
626.50 306.7 1. -+-2 4`3
627.00 370 ,. F' J.... + _ +.:,

Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed=
UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

Outlet Structure File: UNIVPL STR
Planimeter Input File: UNIVPL VOL
Rating Table Output File. UNISTAGE.PND
Min. Elev.(ft) = 6,12.5 Max. Elev.(ft) = 6,27 Incr.(ft.) = S
Additional elevations (ft) to be included in table=
SYSTEM CONNECTIVITY
Structure No. Q Table Q Table
----------- --- ------
ORIFICE 1. -> 1.
STAND PIPE: 2 -) 2
WEIR-VR 3 > 3
Outflow rating table summary was stored in file:
UNISTAGE.PND

Outlet Structure File: UNIVPL STR
POND--2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

>>>>>> Structure No. 1. <<<<<<
(Input Data)
ORIFICE
Orifice - Eased on Area and Datum Elevation
E1 elev..(ft )? 612.5
E2 elev.(ft. )? 627.001
Orifice coeff.? .6
Invert. elev.(ft )? 612.S
Datum elev.(ft.) ? 612.5
Orifice area (sq ft)? 0.0218

Outlet Structure File. UNIVPL STR
POND--2 Version: 5.17 S/N"
Date Executed: Time Executed=
UNIVERSITY PLACE -- STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

>>>>>> Structure No. 2 <<<<<<
(Input Data)
STAND PIPE
Stand Pipe with weir or orifice flow
E1 elev. (ft )? 616
E2 elev.(ft)? 627.001
Crest elev.(ft. )? 616.0
Diameter (ft)? 4.0
Weir coefficient? 3.33
Orifice coefficient? .6
Start transition elev.(ft) « ?
Transition height (ft)?

Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

>i>)>> Structure No. 3 <<<<<<
(Input Data)
WEIR-VR
Weir - Vertical Rectangular
E1 elev.(ft )? 625
E2 elev. (ft. )? 627.001
Weir coefficient"? 3.0
Weir elev.(ft )? 625.0
Lengtl'1 (ft)? 20
Contracted/Suppressed (C/S)? S

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N'
Date Executed. Time Executed=
UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

Outflow Rating Table for Structure #1.
ORIFICE Orifice - Based on Area and Datum Elevation
Elevation (ft) 0 (cfs) Computation Messages
61.2.50 0.0 H =0.0
613.00 0.1 H =.5
613.50 0.1 H =1.0
614.00 0.1 H =1.5
614.50 0.1 H =2.0
615.00 0.2 H =2.5
615.50 0.2 H =3.0
616.00 0.2 H =3.5
616.50 0.2 H ="4.0
617.00 0.2 H =4.5
617.:50 0.2 H =5.0
613.00 0.2 H =5.5
618.50 0.3 H =6.0
619.00 0.3 H =6.5
619.50 0.3 H =7.0
620.00 0.3 H =7.5
620.50 0.3 H =8.0
621.00 0.3 H =8.5
621.50 0.3 H =9.0
622.00 0.3 H =9.5
622.50 0.3 H =10.0
623.00 0.3 1-1 =10.S
623.50 0.3 I, =1.1.0
624.00 0.4 H =11.5
624.50 0.4 H =12.0
625.00 0.4 H -z 12 . 5
625.50 0..4 I =1.3.0
626.00 0.4 H =13.5
626.50 0.4 H ---14.0
627.00 0.4 1-1 =14 .5
G = .6 A = .0218 sq.
1-1 (ft) - Table elev. _ Da-t ur
G ( cfs' - C A: A 3, s q r ( 29 * 1H )

u

0

Outlet Structure File: UNIVPL STR
FOND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE - STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

Outflow Rating Table for Structure #2
STAND PIPE Stand Pipe with weir or orifice flow
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Computation Messages
612.50 0.0 E < Inv.E1..= 616
613.00 0.0 E < E1= 616
613.50 0.0 E < E1= 616
614.00 0.0 E < E1= 616
614.50 0.0 E < E1= 616
615.00 0.0 E < E1= 616
615.50 0.0 E < E1= 616
616.00 0.0 Weir; H =0.0
616.50 14.8 Weir: H =.S
617.00 41.8 Weir: H =1.0
617.50 74.1 Orifice: H =1.5
618.00 85.6 Orifice: H =2.0
618.50 95.7 Orifice: H =2.S
619.00 104.8 Orifice: H =3.0
619.50 113.2 Orifice: H =3.S
620.00 121.0 Orifice: H =4.0
620.50 128.4 Orifice: H =4.5
621.00 135.3 Orifice: H =5.0
621.50 141.9 Orifice; H =5.5
622.00 148.2 Orifice: H --6.0
622.50 154 .3 Orifice: H =6.S
623.00 160.1 Orifices H =7.0
623.50 165.,7 Or- ifice: H =7.5
624.00 171.1 Orifice: H =8.0
624..50 176,4 Orifice: I-I -=8.5
625.00 181.5 Orifice.: H =9.0
625.50 186.5 Orifi H. =9,5
626.00 191.3 Orifice. H ,--10.0
626,50 196.1 O'r ificr' ; H' --10.5
627.00 200.7 Orifice: H =11.0
Weir Cw = 3 .33 Weir 1.engI-h -: 1.2 . `?E r F1?.
Orifice Co = . 6 Orifice area
0 (c f s) - ( C r =r' L * H ** 1 . 5 } o r . C -> k
No transition used, traris i.tion f-=i?Irt
W eir equatior'I = C)1"1 f LC

I
J

17

0

Outlet Structure File: UNIVPL STR
POND-2 Version: 5.17 S/N:
Date Executed: Time Executed:
UNIVERSITY PLACE -- STORM OUTLET STRUCTURES
MECKLENBURG COUNTY, NC
OUTLET STRUCTURES

Outflow Rating Table for Structure #3
WEIR-VR Weir -- Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs) Computation Messages
612.50 0.0 E < Inv.E1.= 625
613.00 0.0 E < Inv.El.= 625
613.50 0.0 E < Inv.El.= 625
614.00 0.0 E < Inv.El.= 625
61.4.50 0..0 E < Inv.El.= 625
615.00 0.0 E < I nv. El .= 62S
615.50 0.0 E < .Inv.El.= 625
61.6.00 0.0 E < Inv.E1.= 62S
616.50 0.0 E < Inv.E1.= 625
617.00 0.0 E < Inv.El.= 62S
617.50 0.0 E < Inv.El.= 625
618.00 0.0 E < Inv.El.= 625
618.50 0.0 E < Inv.El.= 625
619.00 0.0 E < I riv . E l . = 625
619.50 0.0 E < Inv.El.= 625
620.00 0.0 E < In,,/.El.= 625
620.50 0.0 E < Inv.El.: 625
621.00 0.0 E < I rev . E l . = 62S
621 .50 0.0 E < I n,,., . E 1 ..= 625
622.00 0.0 E < Inv. E 1 . = 625
622.50 0.0 E < Inv. E1 . - 625
623.00 0.0 E < Inv.El.= 62S
623.50 0.0 E < Inv.El.= 62-11--
624.00
0.0
E
Int ,E.1 .==
r, 2- S
624 .50 0.0 E I nv . E 1 .: = 6 %
6 25.00 0.0 H = 0„0
625 .50 21.2 H = .
6 26 .00 60.0 H = 1.0
626.50 110.2 ?°1 = 1.,S
627.00 169 .7 1°1 = 2„ a
C = 3 L (ft) = 20
tI (ft) - Table elev. - In}.i e
r
f
0 (cfs ) = C * L (H**1.5) j; :...__... i!...,.
H

UNIVERTISITY PLACE
MECKLENBURG COUNTY, NC
100 YEAR
DETENTION POND ROUTING
0

POND-2 Version: 5.17 S/N: Page 2
EXECUTED: 06--06--1993 10=52:36 UNIPLA Return Freq= 100 years
' Pond File:
Inflow Hydrograph-
Outflow Hydrograph:
'INFLOW HYDROGRAPH
------___--w--------
TIME ;
(hrs)
11.000
11.100
11.200
11.300
11.400
11.500
11.600
' 11.700
11.800
11.900
12.000
' 12.100
12.200
12.300
12.400
12 .500
12.600
' 12.700
12.800
12.900
13.000
' 13.100
13.200
13.300
' 13.400
13.500
13.600
13.700
13.800
13.900
14.000
14.100
14.200
14.300
' 14.400
14 .500
14.600
14.700
14.800
14.900
15.000
1S.100
15.200
15.300
' 15.400
INFLOW
(cfs) '
12.00:
14. 00 :
16.00:
18.00;
22.00;
26.00:
30.00:
84.00:
138.00;
192.00:
368.00:
S74.00:
357.00:
123.00:
83. 00
70.00:
59.00:
48. 00 :
44.00:
42.00:
39.00:
35.00:
31 .00:
30.00:
28.00:
28. 00:
27.00:
26.00:
24 .00:
23. 00:
22.00:
21.00:
20.00:
19.00:
18.00:
17.00:
16.00:
16.00:
16.00:
16.00:
16.00:
15.00:
15.00,
14.00:
14.00:
UNISTAGE.PND
UNPLASUM.HYD
UNIPLSUM.HYD
ROUTING COMPUTATIONS
____ -----------------------------------------------_..----
I1+I2
(cfs:)
26.0
30.0
34.0
40.0
48.0
56.0
114.0
222.0
330.0
560.0
942.0
931.0
480.0
206.0
153.0
129.0
107,0
92.0
86.0
81.0
74.0
66.0
61.0
58.0
56.0
5S.0
S3.0
50 .0
47.0
45.0
43.0
41.0
39.0
37 .0
35.0
33.0
32.0
32.0
32. 0
32.0
2S/t - 0
(cfs)
------------
30.0
291 .0
40
0.0
26.0
56.0
90.0
130.0
178.0
234.0
348.0
570.0
899.8
1402.3
2085.5
2533.5
2532.6
2413.6
2281.2
2143.3
2003.8
1870.7
1753.0
1651.2_
1562.8
1493..9
1455.4
1433.3
1419 .3
1410.7
1404.5
1399.2
1394 .4
1390.5
1387 .. 1
1383.9
1381.0
.1378.1
1375.,3
1372.5
1370.3
1369.0
1368 .3
1367. c:
1367.0
1 66.0
136 4 ...
2S/t + 0
(cfs)
OUTFLOW
( cfs )
0.0;
26.0:
56.0;
90.0;
130.0;
178.0:
234. 0:
348.0:
570.0;
900.0;
1459.8;
2344.3;
3016.5:
3013.5:
2738.6:
2566.6:
2410.2:
2250.3:
2095.8:
1956.7:
1834.0:
1725.2:
1628.8:
1554.9:
1513.4:
1489.3:
1474.3:
1463.7!
1454.5:
1446.2:
1439.4,
1433. S:
1428.1:
1422.9'
1.418 .0:
1413.1:
1408.3:
1404 . S:
1402.3:
1401.0:
1400.3:

0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.10
28.76
129.40
241.49
240.47
162.49
142.71
133.45
123.24
112.53
101.8s
91.43
81.17
67.49
49.73
40.06
34.97
31.82
29.58
27.65
2S.90
24.47
23.22
22.07
20.99
19.94
1.8 .91
17.89
17.10
16 .6
16.37
Lr
ELEVATION
(ft)
612.50
612.64
612.79
612.97
613.18
613.43
613.72
614.31
615.44
617.11
619.75
623.55
626.19
626.18
625.26
624.54
623.84
623.1.3
622.44
621.82
621.28
620.80
620.39
620.12
619.96
619.87
619.81
619.77
619.73
619.70
619.67
61.9.65
619.63
619.61
61.9. 59
619.57
619.55
619.54
C19.`;:.
Version: 5.17 S/N: Page 3
,POND-2
EXECUTED: 06--06-1993 10:52:36 UNIPLA Return Freq: 100 years
Pond File: UNISTAGE.PND
'Inflow Hydrograph: UNPLASUM.HYD
Outflow Hydrograph= UNIPLSUM.HYD
'INFLOW HYDROGRAPH ROUTING COMPUTATIONS
------------------ ------------------------------------------------------
TIME ;
(hrs) INFLOW
(cfs)

15.500 ; 13.00;
15.600 ; 13.00:
15.700 ; 13.00;
15.800 ; 12.00;
15,900 ; 12.00;
16.000 ; 12 .00
16.100 ; 12.00
16.200 ; 11.00;
16,300 ; 11,00
16.400 10,00;
16.500 ; 10,00
' 16.600 ; 10.00;
16.700 ; 10.00
16.800 ;
16.900 ; 10.W
10.00
17 , 000 : 10.00
17.100 : 10.00
' 17.200 ;
17.300 : 10.00
10,00
17.400 : 10.00
: 17.500 : 10.00
17.600 ; 10.00.
17.700 : 10.00
: 17.800 : 10.00
17.900 :
18.000 : 10.00
10.00
18,100 : 10.00
: 18.200 : 9,00
18.300 : 9.00
18.400 ; 8.00
: 18.500 : 8,00
18.600 : 8.00
18.700 : 7.00
18.800 : 7.00
18.900 ;
19.000 : 6.00
6.00
19,100 : 6.00
: 19.200 : 6,00
19.300 : 6,00
19.400 : 6.00
: 19.500 : 6.00
19.600 : 6,00
19.700 ; 6,00
19.800 : 6.00
19.900 :
20.000 : 6.00
6.00

I1+I2
( cfs)--
27 .0
26.0
26.0
2S.0
24,0
24.0
24.0
23.0
22.0
21.0
20.0
20.0
20,0
20.0
20.0
20 ,O
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20.0
20,0
19,0
18,0
17.0
16.0
16.0
15.0
14 .0
13.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
1.2 .0
2S/t - 0 ; 2S/t + 0
(cfs) (cfs)
------------ -----------
1361.3
1359.2
1357.6
1355.6
1353.4
13S1.8
1350,6
1348.9
1347.0
1344.8
134.4
1340.6
1339.3
1338.3
1337.S
1.337.0
1336.6
1336.3
1336.0
1335.9
1335,8
1335.7
1335.6
1335.5
1335.5
1335 , 5
1335,4
1,334.7
1 333 .4
1331.7
1329.6
1328 ., 1
1326.3
1324 .1
7 323 8
131`; . 3
I317. S
1316.1
1,31.5.1
1314. 3
1313.7
1 f13 .3
13 1 0
OUTFLOW :ELEVATION:
(cfs) (ft)
1390.2;
1387,3:
1385.2:
1382.6;
1379.6;
1377.4;
1375.8:
1373.6;
1370.9;
1368.0;
1364.8 :
1362.4;
1360.6;
1359.3:
1358.3:
1357,5:
1357.0:
1356.6:
1356,3;
1.356.0:
1355,9:
1355.8:
1355.7:
1355.6:
1355.5:
1355 .5
1355,5:
1354 .4:
1352,7:
1350.4:
1347,7:
1345.6;
1343,1:
1.340.3:
13•;7,3..;
1333.3;
133 .
1:i 29.:5:
1328.1:
1327 .1
L ,
14.45
14.08
13.80
13.47
13,10
12.82
12.61
12.32
11,99
11 ,61
11.20
10,89
10,66
10,49
10.37
10,27
10,20
10.15
10.11
10.08
10,06
10,05
10,03
10.03
10.02
10.01
10,01
9.88
9.66
9 .36
9.01
8.7S
843
8 .0'7
7.67
7 .24
6.92
6.69
6 .38
619.48
619.47
619,46
619.45
619.44
619.43
619.42
619,41
619.40
619.39
619.37
619.36
619.35
619 .3 5
619.34
619.34
619.34
619.34
619.33
619.33
619.33
619.33
619,33
619,33
619.33
619.33
619.33
619.33
619.32
619,31
619.30
619.29
619.28
619.27
619.25
619,24
619,23
619 , 22
z, 1.9.21
6 9 "21
9 =a : rl

'POND-2 Version: 5.17 S/N:
EXECUTED: 06-06-1993 10:52:36
Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
'INFLOW HYDROGRAPH
------------------
TIME
(hrs)
20. 100
20.200
20.300
20.400
20.500
20.600
20.700
20.800
20.900
21.000
21 .100
21.200
21.300
21.400
' 21 .500
21.600
21.700
21.800
' 21.900
22.000
22.100
22.200
22.300
22.400
22.500
22.600
22.700
22.800
22.900
23.000
23.100
' 23.200
' 23.300
23.400
23.500
23.600
23 .700
23.800
23.900
24.000
24.100
' 24.200
24 .300
24.400
24 .500
24.600
INFLOW
--( cfs )
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6 .00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
5.00
5.00
5.00
S.00
S.00
S.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
:3.00
.00
3.00
3.00
3.00
3.00
3.00
2.00
2 .00
___._...2.00
UNISTAGE.PND
UNPLASUM.HYD
UNIPLSUM.HYD
I1+I2
(cfs)
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12.0
12..0
12.0
12.0
12.0
12.0
12.0
11.0
10.0
10.0
10.0
10.0
10.0
9.0
8 .. 0
8.0
' 8.0
8.0
8 .0
8.0
7.0
6.0
6.0
6.0
6 0
' 6.0
i
' 0
4.0
4,0
Page 4
UNIPLA Return Freq: 100 years
ROUTING COMPUTATIONS
-------------
2S/t - 0
------------
(cf
1312.3
1.312.3
1312.2
1312.2
1312.2
1312.1
1312.1
1312.1
1312.1
1312.1
1312.1
1312.1
1312.1
1312.1
1312.1
1312.1
1312.1,
1312.1
1312.1
1312.1
1312.1
1312.1
1312.1
1311.3
1310.0
1309.1
1308.3
1307.8
1307.4
1306.4
1304.8
1303.7
1302.9
1302.2
1301.8
1301.4
1300.4
1298.9
12`;7.8
1297.0
1296.4
1295.9
1295„6
1294

-------------
2S/t + 0
cfs )
-----------
1324.4
1324.3
1324.3
1324.2
1324.2
1324.2
1324.1
1324.1
1324.1
1324.1
1324.1
1324.1
1324.1
1324.1
1324.1
1324.1
1324.1
1324.1
1324 .1.
1324.1
1324.1
1324.1
1324.1
1323.1
1321.3
1320.0
1319.1
1318.3
1317.8
1316.4
1314.4
1312.8
1.3.1.1 .7
1310.9
1310.2
1309.8
i 308 .4
1306.4
1304.9
1::,x)3 , 8
;0? .0
OUTFLOW
6.05
6 .04
6.03
6.02
6.01
6.01
6.01
6.01
6.00
6.00
6.00
6.00
6.00
6.00
6 .. 0 0
6.00
6.00
6.00
6.00
6.00
6.00
6.00
6.00
S.87
5.65
5.48
5.36
5.27
S.20
5.02
4.76
4.57
4.42
4.31
4-23
4.17^
4.00
3.7
41
ELEVATION
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.20
619.19
619.18
619.18
619.1:7
61.'.17
619.17
619.16
61`91 .15
619.15
619.14
619.14
619.:14
619.13
619.13
619.12
619..
619. 11.
-. 1 = e I (

POND-2 Version: 5.17 5/N:
'EXECUTED: 06-06-1993 10:S2:36
Pond File: UNISTAGE.PND
Inflow Hydrograph: UNPLASUM.HYD
Outflow Hydrograph: UNIPLSUM.HYD
'INFLOW HYDROGRAPH
-------_..-___------
' TIME
(hrs)
24.700
24.800
24.900
25.000
25.100
25.200
25.300
' 25.400
25.500
2S.600
25.700
' 2S.800
25.900

INFLOW ;
(cfs) '
2.00;
2.00;
2.00;
2.00;
1.00;
1.00;
1.00;
1 .00
1.00;
1 .00
0.00;
0.00;
0.00;
Page 5
UNIPLA Return Freq: 100 years
ROUTING COMPUTATIONS
I1+I2 ; 2S/t - 0 ; 2S/t + 0 ; OUTFLOW ;ELEVATION;
(cfs) (cfs) ;
------------ ; (cfs)
----------- ? (cfs)
--------- ; (ft) ;
---------
4.0 ; 1291.1 ; 1296.0; 2.41 619.07 ;
4.0 ; 1290.5 ; 1295.1; 2.31 ; 619.07 ;
4.0 ; 1290.1 ; 1294.5; 2.23 ; 619.07 ;
4.0 ; 1289.7 ; 1294.1; 2.17 ; 619.07 ;
3.0 ; 1288.7 ; 1292.7; 2.00 ; 619.06
2.0 ; 1287.2 ; 1290.7; 1.74 ; 619.05 ;
2.0 ; 1286.1 ; 1289.2; 1.55 ; 619.05
2.0 ; 1285.3 ; 1288.1; 1.41 ; 619.04
2.0 ; 1284.7 ; 1287.3; 1.31 ; 619.04
2.0 ; 1284.2 1286.7; 1.23 ; 619.03
1.0 ; 1283.2 ; 1285.2; 1.04 ; 619.03
0.0 ; 1281.6 ; 1283.2; 0.78 619.02
0.0 ;
----------- 1280.4 ;
- ---------------- 1281.6;
------------- 0.S8
-- ; 619.01

' POND-2 Version: 5.17 S/N:
EXECUTED: 06-06-1993 10:52:36
1
1
Page 6
UNIPLA Return Freq. 100 years
************ SUMMARY OF ROUTING COMPUTATIONS *************
' Pond File: UNISTAGE.PND
Inflow Hydrograph_ UNPLASUM.HYD
Outflow Hydrograph: UNIPLSUM.HYD
Starting Pond W.S. Elevation = 61.2.50 ft
' Summary of Peak Outflow and Peak Elevation *?**
' Peak Inflow - 574.00 cfs
Peak Outflow - 241.49 cfs
Peak Elevation = 626.19 ft
Summary of Approximate Peak Storage
' Initial Storage 0.00 ac-ft

Peak Storage: From Storm - 11.47 ac-ft
--------------
Total Storage in Pond - 11.47 ac-ft
Warning: Inflow hydrograph truncated on left side.

POND-2 Version: 5.1 7 S/N:
UNIPLA
Pond File: UNISTAGE.PND
Inflow Hydrograph:
Outflow Hydrograph: UNPLASUM.HYD
UNIPLSUM
HYD
.
Peak Inflow 574.00 cfs
-
Peak Outflow 241.49 cfs
Peak Elevation = 626.19 ft
Page 7
Return Freq: 100 years
EXECUTED: 06-06-1993
10:52:36
' Flow ( cfs )
0 60 120 180 240 300 360 420 480 540 600 660

1.3 ,
,
-;x
x
11.4 -;x *

1 x *
1.S -;x
x
1.6 -:x
*
;x
11.7 -;x

?1.8 x
-;x
x
11.9 -;x

1 x
2.0 -; x
x
2.1 -? x
I ; x
12.2 -; x

2.3 ,
x
x
* x
12.4 -? * x
,
*
X
1.2.S x
,
x
2.6 -; * x

0
, x
2.7 -; x

'2 8 1

, *
x
x
x
12.9 -; * x

, x
1.3.0 x
x ,
,
x
X

3.2
-; * x.
TIME
1 (hrs )
?. Fi1e: UNPL.ASUM. 111YO ran, a x
'
x File: UNIPL.SUM. H,r0 C-)