20081466 Ver 1_Stormwater Info_20100928

? M " Kimley-Horn
and Associates, Inc.
Suite 300
4651 Charlotte Park Drive
Charlotte, North Carolina
28217
TEL [phone]
FAX [phone]
Transmittal
Date: September 20, 2010 Job Number: 015272019
Project Name: Hambright Road Extension - Stormwater Management
To: Leonard S. Rindner PWS
3714 Spokeshave Lane
Matthews, NC 28105 A
[phone] 0/17
We are sending these by
E] U.S. Mail ® FedEx
? Other:
? Hand Deliver
We are sending you
® Attached Under separate cover via
? Shop Drawings ® Prints/Plans ? Samples
® Other: Stormwater Management Calculations
the following items:
? Specifications E] Change Orders
Copies Date No. Description
2 09/20/10 1 Hambright Road Extension - Stormwater Management Calculations
2 09/20/10 2 Hambright Road Extension - Construction Documents
2 09/20/10 3 Applications
1 09/20/10 4 O&M Manuals
1 09/20/10 5 ECS Geotechnical Report
1 09/20/10 6 Check payable for $505 to NCDENR
1 09/20/10 7 Reference Materials
These are transmitted as checked below.
® For your use ? Approved as submitted ? Resubmit ® Copies for approval
® As requested 0 Approved as noted Submit n Copies for distribution
n For review and comment ? Returned for corrections Return E] Corrected prints
Len,
This storm water management submittal to NCDWQ is for water quality treatment of
Hambright Road Extension. Let us know if you need anything else for submittal to NCDWQ.
Thanks, Matt
Copy to: Barry James
Signed Matthew Edwards, PE
Page 1
0 8 I "A L., LP
LEONARD S. RINDNER, PLLC
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning [phone]
September 25, 2010 /-Zi r=
Ms. Annette Lucas v ?2 1
NCDENR - Division of Water Quality SEP 2 8 2010
401 Oversight and Express Permitting Unit DENR - WATER DUALITY
2321 Crabtree Boulevard, Suite 250 WETLANDS AND STORK' ATER RRAt4CH
Raleigh, NC 27604
Re: Hambright Road Extension, DWO #08-1466, Mecklenburg County
Dear Madame and Sirs:
On behalf of Mr. Barry James of Corporate Center, LP & Huntersville Town Center, I am
submitting the required stormwater plan and support documentation for review and approval.
The plans and support documentation were prepared by:
Kinley-Horn and Associates, Inc
1919 South Boulevard, Suite 100
Charlotte, North Carolina 28203
Contact: Matthews A. Edwards
It is recommended that all detail questions regarding the planning and design requirements for the
facilities be directed to Matt Edwards.
geonard e if ou have any questions. Thank you.
indner, PWS
Env ironmental Planning Consultant
Professional Wetland Scientist
Cc: Mr. Alan Johnson
NCDENR Mooresville Regional Office
610 East Center Street, Suite 301
Mooresville, NC 28115
(Without attachments)
T.S. ARMY CORPS OF ENGMERS
WH M NGTON DIS rRrcr
Action ID 2006-30-046 County: Mecklenburg USGS Quad: Cormellus
GENERAL PERMIT (REGIONAL AND 1VATIONWrD ) V+ RMCAXION
Property Owner / Authorized Agent: American Asset Corporation / Attn: Bar-ry James
Address: 3700 Arco Corporate Drive
Charlotte. North Car olina 2 273
Ielevhone No.: 704-295-4000
Size and location of property (water body, road name/nurnber, town, etc.): The site is located in the
northeast quadrant of blexanderana Read and `id Statesville Road, in ffuntersviife, Mecidenburg
County North Carolina Q hL- arrthoriza ion refers to the Ham-br zht ; caH ad Track. Reauznmeat.
Description of projects area and activity:
stream channels and w'etlartds authorized by this Remut are 300 linear, feet of perennial stream
channel and 0.04 acre (550 linear feet) of intermittent stream channel.
Special Conditions: You shall rmriti-gate for unavoidable impacts 300 linear feet of'stream channel
associated with this Proiect by oayrnent to the forth Carolina Ecosystem Enhancement ProgramzZ
MEEP) hi flue air oust necessary to nerforum restoration to 300 linear, feet of warm water strearn
in the Yadkin Rvvef Basin (Catalotrine Unit 03040105). Constr-action within furisdimonal areas on
the Property shall begin only after the per•mittee has made fall pavmrment with cer"Ied ebeck to the
NCEEP and the NCEEP has remade wr-iften confli motion to time District Ensineer,_that it aErees to
accent resconsibility for the mitigation ark regidr ed. pursuant to Par•agrich TY.D. of the
Memorandum of Understandirma between the North Carolina Department of Environment and
Natural Resources and time U.S. Arnim Corps of Erm6ineers. Wilmington District, dated Noyemtmber. 4,
1995.
Applicable Law: N Section 404 (Clean Water Act, 33 USC 1344)
? Section 10 (Rivers and Harbors Act, 33 USC 403)
A:LLU1cIlzation: l`egional General Perrn-tNu :rrber:
Nationwide Permit Munbei: 14
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached Nationwide conditions and your subrniued plans. Any violation of the attached conditions or deviation
from your submitted plans may subject the peiTnittee to a stop work order, a restoration order and/or appropriate _
legal action
This verification is valid until the NWP is modified, reissued, or revoked All of the existing MVPs are
scheduled to be modified, reissued, or revolved prior to March 18, 2007. it is incumbent upon you to remain
informed of changes to the I\MrPs We will issue a public notice alien the 2\MFps are reissued. Furvhermo.p, if you
r + ? that, the ' e1ewant naafiCn%?=de dt
CC!aiLileiCe or, are under CC1aCt to CGm17lerlCe this aCtlF?ty ?.?.. re the ,.at_ .. ... pe ..:m 2S
modified or revoked, you will have twelve (12) months from the date of the modification or revocation of the MVP
to complete the activity under the present terms and conditions of this nationwide permit. If prior to the expiration
date identified below, the nationwide peu-mt authorization is reissued and/oI modified, this verification wi-ff remain
valid u=ntil the expiration date identified below, provided it complies with all new and/or modified terms and
conditions The District Engineer may, at any time, exercise his discretionary authority to modify, suspend, or
revoke a case specific activity's authorization under and NVVT
Activities subject to Section. 404 (as indicated above) may also require an individual Section 401 Water Quality
Certification. You should contact the NC Division of Water Quality (telephone (919)'71' 3-1786) to dete mine
Section 401 requirements
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Ai ea
Uanagement Act (CAMA), prior to beginning work you must contact the N C Division of Coastal Management.
This Department of'the Army verification does not relieve the permittee of the responsibility to obtain any other
required Federal, State or local approvals/permits
If then e are any questions regarding this verification, any of the conditions of the Permit, or the Corps of
Engineers regulatory program, please contact Amanda Jones at 828-271-7980 x231
Corps Regulatory Official _ Amanda Jones Date: bath 15. 2007
Expiration Date of Verification: Afar-eft 18, 2007
Copy Furnished: HDR Engineering, Inc / Attn: Chris Matthews, 128 S Tryon Street, Suite 1400, Charlotte, NC
28202-5004
HEM ? III `EJI _ a Ul.'_.
NATURALIN INSPIRED COMMUNITIES
Oct 31, 2007
RE: Bryton Construction Permission
To Whom It May Concern:
Bryton Investments, LLC will grant access and permission to the contractorselected to
perforni the grading and construction activities as shown on the attached plans prepared
by Kinney-Horn subject to the terms and conditions of a separate agreement between
Bryton Investments, LLC and the selected contractor, which will be executed prior to
commencement of any construction activities.
Sincerely,
Bryton Investments, LLC.
By: Rhein Medall Investments, LLC
Managing Member
By: Medal] Interests, LLC, Manager
By:
James M. Medall
Sole Member and Manager
5200 77 Center Drive, Suire 141, Chadone, NC 28217 704.5'-7.2333 office 704.527.0750 frtx
www.RheinAMedall.com

FOR REGIST
REGISTER RATION OF D-?E115- Ct05bI
MECKLENBURG COUNTY, NC
2005 MAR 22 10:21 AM
BK:20171 PG:574-593 FEE:S58.D8
EXCISE TR%:$13,563.00
INSTRUMENT K 2006053423
III????lil?llilll?'iIIIIII?III?III?L11f??lll?
2006053423
Excise Stamp Tax: $13,563.00 487-03BWP:JSD
Tax Lot No. Parcel Identifier Number See Exlnbit A-1 attached hereto
Verified by County on the , day of - , 2006
by '
Mail after recording to: GRANTEE
"l'his instrument was prepared by: Wallace, Pittman & Webb, PLLCBox 241
Brief description for the Index:
Apprx 186 2066 acres on Old StatesvilleRoad and Everette Keith Road, Huntersville Mecklenburg County, NC
NORTH CAROLINA GENERAL WARRANTY DEED
TMS DEED made this 21st day of March, 2006, by and between
GRANTOR
Robert B. Bowman, aka Robert Bruce
Bowman, and wife, Linda McNDlliau Bowman;
Bowman Development Group, Inc.; EIla H.
Goodnight, Josephine H. Hill, widow; Cara E.
Holbrook, unmarried; Elizabeth S. Holbrook,
widow;Donald K. Holbrook, unmarried;
Gtlraldine G. Seaboch, aka Jeraldine G.
Seaboch, and husband Richard T. Seaboch;
Millard L.:Gbodnight and wife Beatrice K.
Goodnight; Ronald H. Hill and wife Amy A.
Hill;:KennetlirW, Hill, individually and as
Exeeilto,r: 4&& Trustee of the Estate of M.
Woodrow Hill and wife, Eileen EON; Roy
Harris Badgett and wife, Gayle S. Badgett and
Shirley Grace Holbrook, unmarried

GRANTEE
Bryton Investment, LLC, a North
Carolina limited liability company
Tax Address:
5200 77 Center Drive, Suite 141
Charlotte, NC 28217
The designation Grantor and Grantee as used herein shall include said parties, theii heirs, successors, and assigns, and shall
include singular, plural, masculine, feminine or neuter as required by context
WITNESSETH;,;that the Grantor for a valuable consideration paid by the Grantee, the receipt of which is hereby
aclmowiedged, has and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple all that certain
lot or parcel of land situated in the Town of Huntersville, Mecklenburg County, North Carolina and more particularly
described as follows:
See Exhibit A attached hereto and made a part hereof.
The propertyhereinabove described was acquired by Grantor by instruments identified bn ExhibitB attached hereto and made
a part hereof.
TO HAVE AND TO HOLD the aforesaid lot orparcel of land and all privileges and appurtenances thereto belonging to the
Grantee in fee simple.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee simple, has the right to convey the
same in fee simple, that title is marketable and free and clear of all encumbrances, and that Grantor will warrant and defend
the title against the lawful claims of all persons whomsoever except fortheexceptions andLimitations hereinafter stated. Title
to the Property described is subject to easements and rights-of-way of record effecting title to the Property.
Notwithstanding the general warranties of title contained in this Deed, each Grantor makes such general warranties
only with respect to the portion of the property owned by each Grantor as set forth in the schedule of ownership
attached hereto as Exhibit Band made apart hereof. With respect to the otherproperties identified on such Exhibit
not owned by a warranting Grantor, each Grantor conveys and quit claims to the Grantee any and all right, title and
interest of such Grantor to such other properties without any warranty with respect to the title.
IN MhtSS WHEREOF, the Grantor has hereunto set his hand and seal, or if corporate, has caused this instrument to be signed in its corporate name
by its President, the day and year first above written.
SEE SIGNATURE AND ACKNOWLEDGMENT PAGES ATTACHED HERETO
INTENTIDNALLY LEFT BLANK
The foregoing Certificate(s) of
is/are certified to be correct This instnunent and this certificate are duly
registered at the date and time and in the Book and Page shown on the fustpage hereof.
REGISTER OF DEEDS FOR COUNTY
By- Deputy/Assistant Register of Deeds.
E)GiMI1' A
Lying and being located in the Town of Huntersville, Mecklenburg County, North
Carolina and being more particularly described as follows:
BEGINNING at a point located within the right-of-way of Everette Keith Road (said
right-of-way being 50 feet in width) said Beginning point marking the northeasterly
comer of the property conveyed to Bowman Development Group, Inc. by deed recorded
in Book 9863, Page 622 in the Mecklenburg County Public Registry (the "Registry"); and
running thence from said Beginning point so established within said right-of-way two (2)
calls and distances as follows: (1) N 08-58-41 E 530.86 feet to a point; and (2) N 09-04-
06 E 314.28 feet to an existing iron pipe located in the southerly property line of the
property conveyed to Edwin P. Abernathy and Ada Abernathy by deed recorded in Book
4066, Page 658 in said Registry; thence with the southerly property line of said
Abernathy property N 87-19-59 W 61.85 feet to an existing iron rod marking the
southwesterly comer of said Abernathy property, thence with the westerly property line
of said Abernathy property line two (2) calls and distances as follows: (1) N 27-19-05 W
443.16 feet to an existing iron rod and (2) N 33-39-05 W 382.61 feet to an existing iron
pipe marking a common comer of the Abernathy property and the property conveyed to
Bouathanh Souriyamath by deed recorded in Book 5715, Page 954 in said Registry,
thence with the southwesterly property line of Souriyamath property N 33-36-33 W
314.28 feet to an existing iron rebar located in the common property line of the
Souriyamafh property and the property conveyed to John G. Cloer and Paul D. Cloer by
deed recorded in Book 3011, Page 11 in said Registry, thence with four (4) property lines
of the Cloer property four (4) calls and distances as follows: (1) S 44-36-56 W 231.53
feet to a stone; (2) N 86-48-45 W 602.27 to an existing iron pipe; (3) N 11-51-14 E
764.10 feet to a pinchtop and (4) S 61-16-23 E 897.02 feet to an existing iron rebar
located in the common property line of the Cloer property and the property conveyed to
Eric V. Reynolds and Misty G. Reynolds by deed recorded in Book 8653, Page 505 in
said Registry; thence with the westerly or northwesterly property lines of the Reynolds
property, the property conveyed to Gregory T. Croxton and Audrey K- Burbach by deed
recorded in Book 6860, Page 870 in said Registry and the property conveyed to Charlie
P. Ptimm and Mary D. Primm by deed recorded in Book 3778, Page 305 in said Registry
N 44-01-00 E 1,181.79 feet to an axle marking a common comer of the Primm property
and the property conveyed to Gary David Sitton and Marion D. Sitton by deed recorded
in Book 4559, Pale 919 in said Registry, thence with the easterly property line of the
Sitton property line three calls and distances as follows: (1) N 80-01-25 E 247.10 feet to
an existing iron pipe; (2) N 21-28-48 E 322.75 feet to an existing iron pipe and (3) N 23-
15-19 W (and continuing with a portion of the property conveyed to Johnsie H. Baucom
by deed recorded in Book 4016, Page 137 in said Registry) 326.41 feet to an existing iron
pipe marking the southeasterly comer of the property conveyed to Wilson D. Johnston by
deed recorded in Book 4654, Page 006 in said Registry, thence with the southerly
property line of the Johnston property S 82-22-23 W 2,270.65 feet to an existing iron
pipe marling the northeasterly comer of the property conveyed to Gwendolyn Ann J.
Parks Howard by deed recorded in Boo], 3772, Page 520 in said Registry; thence with the
easterly and southerly property lines of the Howard property five (5) calls and distances
as follows: (1) S 08-50-49 W 516.69 feet to an existing iron pipe; (2) N 82-01-16 W
634.19 feet to a walnut tree; (3) S 10-11-20 W 690.65 feet to an existing iron pipe; (4) N
57-42-13 W 439.94 feet to an existing iron pipe; and (5) S 86-01-53 W ( and continuing
with a portion of the southerly property line of the property conveyed to the Town of
Huntersville by deed recorded in Book 17421, Page 933 in said Registry) 425.52 feet to
an existing iron rod marking the southeasterly comer of the property conveyed to ('nary T.
Roach by deed recorded in Book 13238, Page 627 in said Registry; thence with the
southerly property line of the said Roach property two (2) calls and distances as follows:
(1) S 86-22-28 W 280.20 to an existing iron rod and (2) N 8947-05 W. 371.37 feet to a
point located in the easterly margin of the right-of-way of Old Statesville Road; thence
with the easterly margin of said right of-way S 03-50-31 E 955.19 feet to a point; thence
leaving the easterly margin of said right-of-way and with the northerly property line of
the property conveyed to Citifinacial Mortgage Company by deed recorded in Book
16641, Page 424 in said Registry; thence with the northerly property line of said
Citifinancial Mortgage Company property S 87-55-24 E 509.57 feet to an existing iron
rod marking the northeasterly corner of said Citifrnancial Mortgage Company property;
thence with the easterly property line of said Citifinancial Mortgage Company property S
02-0846 W 110.02 feet to an existing iron rod marking a common comer of the said
Citifinancial Mortgage property and the property conveyed to Barbara A- Burleson by
deed recorded in Book 5343, Page 372 in said Registry, thence with the easterly and a
portion of the northerly property line of said Barbara A. Burleson property three (3) calls
and distances as follows: (1) S 03-00-01 W 486.76 feet to an existing iron pipe; (2) S 84-
54-09 E 937.25 feet to an existing nail (at base of existing iron pipe) and (3) S 04=06-12
W 314.54 to an existing iron pipe, marking the southeasterly comer of the Barbara A.
Burleson property and being located in the northerly property line of the property
conveyed to Carla (sic) Holbrook by deed recorded in Book 9286, Page 560 in said
Registry, thence with a portion of the northerly property line of the Carla (sic) Holbrook
property S 88-00-29 E 609.39 feet to an existing iron rod marking a common comer of
the Carla (sic) Holbrook property and the property conveyed to Bowman Development
Group, Inc, by deed recorded in Book 10760, Page 216 in said Registry; thence with the
northerly property line of said Bowman Development Group, Inc. property S. a8-00-29 E
138.64 feet to a point marking the common comer of the Bowman Development Group,
Inc. property and the property conveyed to Ella H. Goodnight by deed recorded in Book
9865, Page 613 in said Registry; thence with a portion of the northerly and westerly
property lines of the Ella Ii Goodnight property three (3) calls and distances as follows:
(1) S 88-00-29 E 559.76 feet to a point; (2) N 13-09-53 E 302.60 feet to apoint; and (3) S
51-10-38 E 436.20 feet to a point marking a common comer of the ilia H. Goodnight
property and the property conveyed to Bowman Development Group, Inc. by deed
recorded in Book 9863, Page 622 in said Registry; thence Adth the northerly property line
of said Bowman Development Group, Inc, property S 51-10-38 E 439.84 feet to the
Beginning point; and containing a total of 186.2066 acres all as shown on survey
prepared for AAC Real Estate Services dated September 29, 2004 by C. Clark Neilson,
NCPLS reference to which survey is hereby made.
SAVE AND EXCEPT from the above-described property the following parcel of land:
BEGINNING at a point located in the easterly margin of the right of way of Old
Statesville Road, said Beginning point marking the northwesterly comer of the 186.2066
acre parcel described above and running thence from said Beginning point with the
easterly margin of said right of way S 03-50-31 E 440.00 feet to a point; thence leaving
the easterly margin of said right of way N 86-09-36 E 90.07 feet to a point; thence N 03-
50-24 W 120.00 feet to a point; thence S 89-47-19 E 505.89 feet to a point; thence N. 00-
46-25 W 329.05 feet to an existing iron rod located in the southerly property line of the
property conveyed to Gary T. Roach by deed recorded in Book 13238 page 627 in the
Mecklenburg County Public Registry; thence with said southerly property line two (2)
calls and distances as follows: (1) S 86-22-28 W 241.88 feet to an existing iron rod; and
(2) N 89-47-05 W 371.37 feet to the Beginning point and being identified as
Mecklenburg County tax parcels 019-111-30 and 01.9-121-94 all as shown on survey
prepared for ACC Real Estate Seririced dated September 29, 2004 by C: Clarke Nielson,
N.C.P.L.S. reference to which is hereby made and being the same properties conveyed to
Robert B. Bowman and Pamela H. Bowman and Bowman Development Group, Inc. by
deeds recorded in Book 9239, Page 472 and Book 10760, Page 216 (Tract IV)
respectively in said Registry.
EXHIBIT A-i
TAX PARCEL IDENTIFIER NUMBERS
TAX PARCEL NUMBERS
019-111-08
019-111-19
019-111-21
019-111-22
019-111-23
019-111-24
019-11125
019-1I1-2b
019-111-27
019-111-29
019-111-34
019-121-25
019-121-2b
019-121-27
019-121-28
019-121-29
019-321-09
019-321-10
019-321-11
019-321-12
019-321-14
EXHIBIT B
SCHEDULE OF OWNERSHIP
OWNER TAX VESTING DEED
PARCEL
ROBERT B. BOWMAN 019-111-21 8726-575
019-111-27 8811-993
019-111-29 8956-769
019-111-34 9926-374
019-111-08 1.0760-212
019-321-09 8768-108
019-321-12 9311-926
BOWMAN DEVELOPMENT GROUP, INC. 019-121-25 10760-216
019-121-28 10760-216
ELLA H. GOODNIGHT 019-111-22 8811-973
019-121-26 9239-469
JOSEPHINE H. HILL (widow) 019-111-26 8811-989
019-121-29 9239-466
CARA E. HOLBROOK (unmarried) 019-121-27 9239-463
019-111-23 8811-977
ELIZABETH S. HOLBROOK (widow) 019-111-25 8811-985
019-321-14 9311-929
019-321-10 8768-105
019-321-11 9311-929
ROBERT BRUCE BOWMAN; DONALD K. 019-111-19 9239460
HOLBROOK, unmarried; GERALDINE G. SEABOCH 019-111-24 8811-981
aka JERALDINE G. SEABOCH; MILLARD L.
GOODNIGHT; RONALD H. HILL; KENNETH W.
HILL; ROY HARRIS BADGETT and SHIRLEY
GRACE HOLBROOK, each having a 1/8'6 interest as
devisees under the Will of PATTY H. KEEPERS (with
Robert Bruce Bowman receiving his 1/8 b share as devisee
under Will of Pamela Holbrook Bowman, one of the eight
devisees under the Patty H. Keepers' Will).
Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated March , 2006
from Robert B. Bowman, et al, Grantor
to Bryton Investment, LLC, Grantee
(SEAL)
D ld K. Holbrook by David M.
Robinson, Attorney-In-Fact
(SEAL)
chard T. Seaboch by David M. Robinson,
Attorney-In-Fact.
.? U--- -(SEAL)
G dine G. Seaboch, aba Jeraldine
G.Seaboch by David M. Robinson, Attorney-In-Fact
&O'd 0i 4
CUr (SEAL)
enneth W. Hill by David M- Robinson,
Attorney-In-Fact
A (SEAL)
E' ' Hill by David M Robinson, in?Attorney-
In-Fact
i
(SEAL)
irley Grace Ho rook by David M. Robinson,
Attorney-In-Fact / n ]
(. ?0 ???
STATE OF 1%011
COUNTY OF
U?- c?
(SEAL)
MiUard L. Goodnight by David 14. Robinson,
A orne -In Fact
(SEAL)
catrice K. Goodnight by David M Robinson,
Attorney-In-Fact
(y? -- (SEAL)
R 661d H. Hill by David M. Robinson, Attorney-
In-Fact
,?j 1? " -
Gt (SEAL)
A A. Kill by David M. Robinson, Attorney-In-
Fact f`
(SEAL)
oy Hams Badgett by David M. Robinson,
Atinrncy-Ina?cZt
(SEAL)
yle S. Badgett by David M. Robinson,
Attorney-In-Fact
I, the undersigned, a Notary Public, do hereby certify that David M. Robinson, Attorney-in-
Fact for Donald K. Holbrook, Millard L. Goodnight, Beatrice K. Goodnight, Geraldine G. Seaboch
aka, Jeraldine G. Seaboch, Richard T. Seaboch, Ronald H. Hill, Amy A. Hill, Kenneth W. Hill,
Eileen HiII, Roy Harris Badgett, Gayle S. Badgett, and Shirley Grace Holbrook personally appeared
before me this day, and being by me duly sworn, says that he/she executed the foregoing instrument
for and on behalf of Donald K Holbrook, Millard L. Goodnight, Beatrice K Goodnight, Geraldine
G. Seaboch aka, Jeraldine G. Seaboch, Richard T. Seaboch, Ronald H. Hill, Amy A, Hill, Kenneth
W. Hill, Eileen Hill, Roy Hams Badgett, Gayle S. Badgett, and Shirley Grace Holbrook and that
their authority to execute and acknowledge said instrument is recorded in the Office of the Register
of Deeds for Mecklenburg County, North Carolina, and that this instrument was executed under and
by virtue of the authority given by said instrument granting him/her power of attorney; that the said
David M. Robinson acknowledged the due execution of the foregoing instrument for the purpose
therein expressed for and on behalf of the said Donald TC Holbrook, Millard L. Goodnight, Beatrice
K. Goodnigbt, Geraldine G. Seaboch aka, Jeraldine G. Seaboch, Richard T. Seaboch, Ronald.H. Hill,
Amy A. Hill, Kenneth W. Hill, Eileen Hill, RoyHanis Badgett, Gayle S, Badgett, and Shirley Grace
Holbrook
S my hand and notarial seal, this If7 - day of March, 2006.
,/Notary Public
My commission expires: 9E
??•p u e ?i G:'?
Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated Marchal , 2006
from Robert B. Bowman, et awl Grantor
to Bryton Investinent, LLC, Grantee
(SEAL)
obert B. Bo man, aka Robert Bruce Bowman1
STATE OF NORTH CAROLINA, COUNTY OF MECKLENBURG
I, the undersigned, a Notary Public of the County and State aforesaid, certify that Robert
B. Bowman, aka Robert Bruce Bowman, Grantor, personally came before me this day and
acknowledged the execution of the foregoing instrument.
WTTNESSED my hand and official stamp or seal, this ? day of March, 2006.
My Commission Expires:
r
Notary Public
z
:AVBL?r
Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated MarchA 1, 2006
from Robert B. Bowman, et al Grantor
to Bryton Investment, LLC, Grantee
(SEAL)
Linda Mc 'U Bowman
STATE OF NORTH CAROLINA, COUNTY OF MECKLENBURG
i, the undersigned, a Notary Public of the County and State aforesaid, certify that Linda
McMrllan Bowman, Grantor', personally came before me this day and aclmowledged the
execution of the foregoing instrument.
WITNESSED my hand and official stamp or seal, this _C day of March, 2006.
Expires: J/G5-M
-q n1 - w
"tNiM1NN??1
Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated Martha 1, 2006
from Robert B. Bowman, et al Grantor
to Bryton Investment, LLC, Grantee
BOWMAN DEVELOPMENT GROUP, INC.
By.
Robe B. Bowman, President
STATE OF NORTH CAROLINA, COUNTY OF MECKLENBURG
I, the undersigned, a Notary Public of the County and State aforesaid, certify that Robert
B. Bowman personally came before me this day and acknowledged that he is President of
Bowman Development Group, Inc., a North Carolina corporation and that he as President, being
authorized to do so, executed the foregoing on behalf of the corporation.
WITNESSED ray hand and official stamp or seal, this 17 day of March; 2006.
My Commission Expires:Z
Notary Public
00- 43
ctteII
Ci
ie

Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated March a(, 2006
from Robert B. Bowman, et al, Grantor
to Bryton Investment, LLC, Grantee
_ _(SEAL)
E ' th S. Holbrook
STATE OF NORTH CAROLINA, COUNTY OF MECKLENBURG
1, the undersigned, a Notary Public of the County and State aforesaid, certify irat
Elizabeth S. Holbrook, Grantor, personally came before me this day and acknowledged the
execution of the foregoing instrument.
WITNESSED my hand and official stamp or seal, this _7-,D day of March, 2006.
My Commission Expires: ZS
Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated Marcha t, 2006
from Robert B. Bowman, et as Grantor
to Bryton Investment, LLC, Grantee
y' EA)
Elith S. Holbrook ?l
STATE OF NORTH CAROLINA, COUNTY OF MECKLENBURG
I, the undersigned, a Notary Public of the County and State aforesaid, certify that
Elizabeth S. Holbrook, Grantor, personally came before me this day and acknowledged the
execution of the foregoing instrument.
WITNESSED my hand and official stamp or seal, this Zb__ day of March, 2006.
My Commission Expires: /o17
SO
[:tL N
Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated March M , 2006
from Robert B. Bowman, et aL Grantor
to Bryton Investment, LLC, Grantee
0_ (SEAL)
Ella H. Goodnight
STATE OF NORTH CAROLINA, COUNTY OF MEC"tCLENBURG
I, the undersigned, a Notary Public of the County and State aforesaid, certify that Ella H.
Goodnight, Grantor, personally came before me this day and acknowledged the execution of the
foregoing instrument
WITNESSED my hand and official stamp or seal, this1 _ day of March, 2006.
My CGrnilliS vIl i xpuc5: 10, c I 0 it
cps- fER?""iJ
Pik O b ?:?
Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated March 21, 2006
from Robert B. Bowman, et awl Grantor
to Bryton Investment, LLC, Grantee
CaA,,t_ ? -(SEAL)
Cara E. Holbrook
STATE OF NORTH CAROLINA, COUNTY OF
Ci 1:,,[. 11 v VS
Y, the undersigned, a Notary Public of the County and State aforesaid, certify that Cara
E. Holbrook, Grantor, personally carne before me this day and acknowledged the execution of
the foregoing instrument.
WITNESSED my hand and official stamp or seal, this c:Z 0_ day of March, 2006.
My Commission Expires: `7-1(n , A D 10
Notary
vgAlNpy "
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Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated Marchp 1, 2006
from Robert B. Bowman, et al, Grantor
to Bryton Investment, LLC, Grantee
?''`? (SEAL)
Kenneth W. Hill, Executor and Trustee for the
Estate of M. Woodrow Hill
Orl k vLt-1
STATE OF NORTH CAROLINA, COUNTY OF
I, the undersigned, a Notary Public of the County and State aforesaid, certify that Kennet:
W. Hill, Executor and Trustee for the Estate of M. Woodrow Hill Grantor, personally came
before me this day and acknowledged the execution of the foregoing instrument_
WITNESSED my hand and official stamp or seal, this 1-7 day of March, 2006.
My Commission Expires: 7 - 13- 09
C? Gt/yv?a/tl?c
Notary Public
e 0 ..-
??,L. HUBB ?9
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Signature and acknowledgment page attached to and forming a part of
North Carolina Warranty Deed dated March 21, 2006
from Robert B. Bowman, et al. Grantor
to Bryton Investment, LLC, Grantee
l f? %F? Q•?y (SEAL)
Jose?hine Ii. Hill
STATE OF NORTH CAROLINA, COUNTY OF 11N
C? "/
I, the undersigned, a Notary Public of the County and State aforesaid, certify that
Josephine K Hill , Grantor, personally came before me this day and acknowledged the execution
of the foregoing instrument.
WITNESSED my hand and official stamp or seal, this day of March, 2006.
My commission Expires: 7 -l3 --Ooi
S GirnAJ?t d? C?4? r ?;' 0,R),
Notary Public

JUDITH A. GIBSON
REGISTER OF DEEDS, MECKLENBURG
COUNTY & COURTS OFFICE BUILDING
720 EAST FOURTH STREET
CHARLOTTE, NC 28202
PLEASE RETAIN YELLOW TRAILER PAGE
It is part of the recorded document, and must be submitted with original for re-recording
and/or cancetfation.
vlntx'lhF1*HSH'lv?1lKYtlM9!!!?'ll4Ytfire?.tsH Yl1tM?H'}?Y'[tfTkl'R/1rtRtMrtT11kRR?'lttk?tfl'1MfN?HI-et/i? MYIf ftkMftH4Y kt
Filed For Registration:
Book
Document No.:
NC REAL ESTATE EXCISE TAX:
Recorder:
031221200610:21 AM
RE 20171 Page: 574-593
2006053423
DEED 20 PGS $68.00
$13,563.00
KAMIL COOPER
2006053423
DWQ USL' ONLY
Date Received Fee Paid Permit Number

Applicable Rules: ? Coastal SW - 1995 ? Coastal SW - 2008 ? Ph II - Post Construction
(select all that apply) ? Non-Coastal SW- HQW /ORW Waters ? Universal Stormwater Management Plan
I ? Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
Hambright Road Extension - Stormwater Management Plans
2. Location of Project (street address):
Intersection of Hambright Road and S. Old Statesville Road - Hambright Road is extending to Everette Keith
Rd.
City:Huntersville County:Mecklenburg Zip:28078
3. Directions to project (from nearest major intersection):
From I-77N: Take existing 19A onto NC Hwy 115 N. Turn right at NC 115 N/Old Statesville Road and
follow
this road to intersection with existing Hambright Road.
4. Latitude:35° 22' 39.4" N Longitude:80° 49'59.9" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New []Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: []Not Started []Partially Completed* ? Completed* *Provide a designer's
certification
Specify the type of project (check one):
[]Low Density ®High Density []Drains to an Off site Stormwater System []Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DWQ requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
?CAMA Major OSed imentation /Erosion Control: 23 ac of Disturbed Area
?NPDES Industrial Stormwater 0404/401 Permit: Proposed Impacts Fill 0.172 acre of wetland and
impact 38151f (3971f perennial) of unnamed stream to Cane Creek.
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit
Number, issue date and the type of each permit:Erosion Control Permit Project Name and #: Hambrigh
Road Extension - Rough Grading Reference # MECKL-2008-060 401 Permit Proiect Name and #: Bri
Town Center, Huntersville DWO #: 07-0191 Dated March 1. 2007.
Form SWU-101 Version 07Jun2010 Page 1 of 6
III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/ Organization: Paul L. Herndon
Signing Official & Title:Vice President Bryton Corporate Center LP
b.Contact information for person listed in item 1a above:
Street Address:3700 Arco Corporate Drive, Suite 350
City:Charlotte State:NC Zip:28273
Mailing Address (if applicable):See above
City:--- State:--- Zip:---
Phone: (704 ) 294-4000 Fax: (704 ) 295-4059
Email:
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
? Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
? Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
? Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organizati
Signing Official & Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State:
Mailing Address (if applicable):
Zip:
City: State: Zip:
Phone: ( ) Fax: ( )
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person /Organization:
Signing Official & Title:
b.Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
Form SVIU-101 Version 07Jun2010 Page 2 of 6
4. Local jurisdiction for building permits: Mecklenburg County - Code Enforcement Department
Point of Contact:
Phone #: (704 ) 336-3829
IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
There will be two wet detention ponds that will treat the runoff from the proposed Hambright Road
extension.
The two storm drainage outfalls will discharge into a respoective wet detention pond
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
? Approval of a Site Specific Development Plan or PUD Approval Date:
? Valid Building Permit Issued Date:
? Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
? Coastal SW -1995 ? Ph II - Post Construction
3. Stormwater runoff from this project drains to the Yadkin River basin.
4. Total Property Area: 16.97 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) -Total Surface Water Area (6) =Total Project
Area': 16.97 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non-coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 55.2 %
9. How many drainage areas does the project have?2 (For high density, count 1 foreach proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each
area provided in the same format as below.
Basin In oirmation Drazna eArea Drainage Area _ Drainage Area Draina e Area
Receiving Stream Name Cane Creek Cane Creek
Stream ass
Stream Index Number * 12-46-1-9 1 - -1-
Tota Drainage Area (s 7 397267
On-site Drainage Area (s 111078 7 7
-site Drainage Area (s
Proposed Impervious Area**
(sf) 74052 7 557
Impervious Area** (total) 7 69
Im envious **Surface Area
On-site Buildings/Lots (s f) Drainage Area _ Drainage Area _ Drainage Area -Drainage Area
On-site Streets s 67903 7
On-site Parking (s
-
-
On-site Sidewalks (
sfF 6149- 7
Other on-site s
Future s
Off-site s
Existing BUA*** (s
-
T5
taTTsfF1 74052 7 557
Stream Class and index Number can be determined at:
Form SWU-101 Version 07Jun2010 Page 3 of 6
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
***Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
11. How was the off-site impervious area listed above determined? Provide documentation. Since these ponds
are designed to one treat the proposed roadway, there is no off-site impervious area included in these
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B . 0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from htp:;%pczYta_tl-c(i-enr.or fWeb,,,!?,-f ws/su;'??nlp_rnanuah
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality
(DWQ). A complete package includes all of the items listed below. A detailed application instruction sheet
and BMP checklists are available from hittp:;' /-port_abnc±: ennorb; /weh;`tivgi-N l'sa,/stat_esv,, for.rns_c?o s_. The
complete application package should be submitted to the appropriate DWQ Office. (The appropriate office
may be found by locating project on the interactive online map at
http: % /portal.ncd-enr.org / we.3 /wc. /ws/su /maps.)
Please indicate that the following required information have been provided by initialing in the space
provided for each item. All original documents MUST be signed and initialed in blue ink. Download the latest
versions for each submitted application package from
http:i /Aorta.1.ncuenr.org/web/w(;/ws/su/state-,y%'/forms--docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. K g r
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants N/A
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to K 1E-F
http://www.envhelp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment /management for K KT
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the _
receiving stream drains to class SA waters within Y2 mile of the site boundary, include the Y2
mile radius on the map.
7. Sealed, signed and dated calculations. K
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including: K 'r
a. Development /Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
Form SWU-101 Version 07Jun2010 Page 4 of 6
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: See attached Page No:
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H. 1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch.asp
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built-upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
1i-t ? // rtal.ncdenr_gr??_web/??Q ws/ su/statE r/ c?rrr: ?docs. Download the latest versions for each
submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Matthew Edwards, P.E.
Consulting Firm: Kimley-Horn and Associates, Inc.
Mailing Address:1919 South Blvd, Suite 100
City:Charlotte State:NC Zip:28203
Phone: (704 ) 954-7493 Fax: (704 ) 409-1810
Email:[e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) certif that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy
of the lease agreement or pending property sales contract has been provided with the submittal, which indicates
the party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version 07Jun2010 Page 5 of 6
As the legal property owner I acknowledge, understand, and agree by my signature below, that if my
designated agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or
defaults on their lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater
permit reverts back to me, the property owner. As the property owner, it is my responsibility to notify DWQ
immediately and submit a completed Name/Ownership Change Form within 30 days; otherwise I will be
operating a stormwater treatment facility without a valid permit. I understand that the operation of a
stormwater treatment facility without a valid permit is a violation of NC General Statue 143-215.1 and may
result in appropriate enforcement action including the assessment of civil penalties of up to $25,000 per day,
pursuant to NCGS 143-215.§.
Si
before me thi/s$d y
a stormwater permit. Witness my hand and official seal,
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Paul L. Herndon
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000, SL 2006-246 (Ph. II - Post Construction) or SL 2008-211.
Signature: Date:
Date:
of Goa -i, County of
My commission
personally appeared
n of the application for
1, , a Notary Public for the State of , County of
do hereby certify that
before me this day of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
Form SWU-101 Version 07Jun2010 Page 6 of 6
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t
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Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page I of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 7 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5 feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment Removal
Bottom Ele
0 Permanent Pool Elevation 815
l
810 Z_
----------- Sediment Removal Elevation 808 ------ -Vol-
-ume-
809 --------------------------- ------
-
-
Bottom Elevation 807 1-ft
Storage Sedimei
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Hambright Road Extension - Stormwater Management Plans
BMP drainage area number:I
Print name:Paul L. Herndon
Title:Vice President, Bryton Corporate Center LP
Address:3700 Arco Corporate Drive, Suite 350 Charlotte, NC 28273
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold anid a resident of the subdivision has been named the president.
I, 3 a , a Notary Public for the State of
ha , County of ??? , do hereby certify that
P_•r,r? personally appeared before me this
day of u? ,,P411U , and acknowledge the due execution of the
ing w,t det;mtwu ba?*Irrijlintenpce requirements. Witness my hand and official
seal,
ANGELA R COOK
NOTARY PUBLIC
Cabarrus County, North Carolina
My Commission Expires Nl?y 29, 2011
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4
Date:
,. ,..W.t??? .....a.
i
JJDD
R",MRIGHT ROAD EXTENSION
HUNTERSVILLE, NORTH CAROLINA
GEOTECH ICAL REPORT - ROADWAY INVENTORY
ECS Project No. 08-4673
October 3, 2007
AI)
_J'. .
ECS CAROLINAS, LI,P
Geotechnical - Construction Materials - Environmental
STATE PROJECT NO.: N/A
COUNTY: MECKLENBURG
DESCRIPTION: Hambright Road Extension
SUBJECT: Geotechnical Report - Roadway Inventory
ECS Carolinas, LLP (ECS) has completed work for the Hambright Road extension project in
Mecklenburg County, North Carolina. The work was performed in general accordance with our
proposal dated June 8, 2007. This report presents the field data and findings of the geotechnicai
investigation. Construction will take place over approximately 0.7 miles.
Proiect Description:
The proposed project will consist of the construction of an extension to Hambright Road in
Mecklenburg County. The roadway will extend between Old Statesville Road and Everette Keith
Road. The roadway will be approximately 35 feet wide and will require maximum cut and fill
depths less than 10 feet.
8702 Red Oak Boulevard. Suite A, Charlotte, North Carolina 28217.704-525-5152 - Fax: [phone] - www.ecslimited.com
ECS Project No. 08-4673
Geotechnical Report - Roadway Inventory
Page 2
Scope of lnvestigafion:
Field Testing: A geotechnical investigation was conducted during June, 2007 utilizing a CME 550
drill machine. Standard Penetration Tests were performed at selected locations, and additional
borings were advanced using continuous flight augers. Soil samples were obtained for visual
classification in the field and representative samples were analyzed by our laboratory.
The following survey lines were investigated:
Line
Station
-HAMEXT-
10+00 to 47+62
Laboratory Testing: Laboratory testing was performed on representative split-barrel samples to aid in
the assessment of AASHTO soil classification and to refine data for evaluation of engineering
properties. The laboratory testing consisted of natural moisture content determinations, Atterberg
Limits tests, and grain size analysis with hydrometer. The laboratory tests performed were in general
accordance with AASHTO and NCDOT specifications. The results of the laboratory tests are included
in Appendix A.
ECS Project No. 48-4673
Geoteehnical Report - Roadway Inventory
Page 3
Areas of Special Geotechnical Interest:
Soft Foundation Soil: None of the borings encountered soft soils. However, areas of alluvial
deposits may be present within and along the drainage features crossing the project centerline. The
locations and type of material are listed below:
Line Station Material
-HAMEXT- 40+25 to 40+75 ' Alluvium
Highly Plastic Soils: Soils with a PI greater than 25 were not encountered within the project limits.
Groundwater: Groundwater was not encountered within 6 feet of proposed grade.
Crystalline Rock: Crystalline rock was not encountered within 6 feet of proposed grade.
Physio€?raphy and Geoloey:
Regional. Geoloy: The project site is. located in the Charlotte Belt of the Piedmont Physiographic
Province of North Carolina. According to the 1985 Geologic Map of North Carolina, the site is located
in an area consisting of foliated to massive quartz diorite. The overlying soils are the residual product
of the physical and chemical weathering of the underlying bedrock.
ECS project No. 08-4673
Geotechnical Report - Roadway Inventory
Page 4
Subsurface Conditions: The generalized subsurface conditions, as indicated by our borings, are
described below. The enclosed profiles and cross-sections are a generalized interpretation of soil
conditions between borings and should not be considered accurate other than at the boring locations.
Subsurface conditions between boring locations or elsewhere on the site may vary, and subsurface
anomalies may exist which were not detected.
The project extends across rolling topography, with a stream located around Station 34+00.
Currently, the project alignment is moderately wooded with isolated, grass-covered areas.
Residual CLAY and SILT (A-7-5, A-5, and A-4) are present throughout the length of the project,
with some residual SAND (A-2-4) present in the lower subsurface profile just east of the stream.
Consistencies of the CLAY and SILT predominantly range from medium stiff to stiff. The SAND
was generally dense and very dense. The CLAY and SILT natural moisture ranges between 7 and
32%.
Weathered rock or crystalline rock was encountered in borings located at and between Station 27+00
and Station 37+00 and at Station 41+00. The rock classifies as granodiorite and occurs greater than
10 feet below proposed grades.
Groundwater was encountered at Station 29+00 at an elevation of 749 feet and at Station 33+00 at an
elevation of 727 feet. Groundwater is likely influenced by the presence of the stream at Station
34+00.
BCS Project No. 08-4673
Geotechnkal Report - Roadway Inventory
Page 5
Closure:
ECS Carolinas, LLP appreciates the opportunity to be of servicelo, American Asset Corporation on this
project Should you have any questions concerning this report, please feel free to contact the
undersigned.
Respectfully submitted,
ECS CAROLINAS, LLP
?-- ei?a
E.
a4ne°m'eaaay
?g0a4'{ Cry a????9
osl ••? ASgo
R ' tered North Carolina No. $493 SEAL
C- I
'
184,(-).3
4
is,
°?o P?• H0? `e
Enclosures aB®Q?11g6e8,11,0
SUBMITTED TO: American Asset Corporation
ATTENTION: Mr. Barry James
SUBMITTED BY: ECS Carolinas, LLP
DATE: October 2, 2007
STATE PROJECT NO.: N/A
COUNTY: MECKLENBURG
DESCRIPTION: Hambright Road Extension
SUBJECT: Geotechnical Report - Roadway Inventory
TABLE OF CONTENTS
Geotechnical Report - Roadway Inventory
11. Inventory Drawings For:
1. NCDOT Division of Highways Geotechnical Unit Soil and Rock Legend, Tenns,
Symbols, and Abbreviations
2. Plan Sheets with Boring Locations
3. Profile (AASHTO/ASTM Laboratory Test Results)
¦
S'tormwater Management Calculations
Hambright Road Extension
Roadway Project
b?
St P 2,c,
?Ci0
WRA ua n
Prepared for:
American Asset Corporation
3700 Arco Corporate Drive
Suite 350
Charlotte, NC 28273
© Kimley-Horn and Associates, Inc. 2010
? ? ? Kimley-Horn
_ and Associates, Inc.
This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific
purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and
adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.
HAMBRIGHT ROAD EXTENSION
ROADWAY PROJECT
TROUTMAN, NORTH CAROLINA
STORMWATER MANAGEMENT
CALCULATIONS
Prepared for:
American Asset Corporation
3700 Arco Corporate Drive
Suite 350
Charlotte, NC 28273
Prepared by:
Kimley-Horn and Associates, Inc.
1919 South Boulevard, Suite 100
Charlotte, North Carolina 28203
September 2010
KHA Ref: 015272027
•
i
i
i
r
TABLE OF CONTENTS
•
i OVERVIEW
i SITE MAPS
• SITE VICINITY MAP
SCS SOIL SURVEY
i FLOOD INSURANCE RATE MAP USGS QUADRANGLE
•
. WATERSHED MAPS
i PRE-DEVELOPMENT DA MAP - WET DETENTION POND I
i POST-DEVELOPMENT DA MAP - WET DETENTION POND 1
i PRE-DEVELOPMENT DA MAP - WET DETENTION POND 2
i POST-DEVELOPMENT DA MAP - WET DETENTION POND 2
i
i WATER QUALITY
WET POND CALCULATIONS
i
i VOLUME AND SURFACE AREA CALCULATIONS
i ANTI-FLOTATION CALCULATIONS
i RIP RAP CALCULATIONS
•
• WET DETENTION BASIN SUPPLEMENT FORMS
i WATER QUANTITY
i CURVE NUMBER CALCULATIONS
i TIME OF CONCENTRATION CALCULATIONS
i HYDROCAD HYDROLOGY REPORTS
•
WET DETENTION POND 1
i WET DETENTION POND 2
i
i STORMWATER MANAGEMENT CALCULATIONS i
i Hambright Road Extension, Huntersville, North Carolina
-
OVERVIEW
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STORMWA TER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina

Background
OVERVIEW
This report contains the approach and results of a stormwater analysis conducted for the
Hambright Road Extension Roadway Project. The proposed site is located in Huntersville, North
Carolina north of Alexanderana Road and between NC-115 and Everette Keith Road (see Site
Location Map). The roadway improvements primarily involve extending Hambright Road from
its current terminus at NC-115 eastward for approximately 3800 feet to Everette Keith Road as a
four-lane, median-divided facility. These stormwater improvements also include two stormwater
detention ponds.
Existing Conditions
The existing site consists primarily of undeveloped land covered with dense vegetation and
matures trees. The topography ranges in elevation from 740 ft to 840 ft across the site. The
existing erosion control measures will remain in place during the road construction. The soil
types throughout the project limits are mostly sandy clay loams (CeB2 and CeD2).
Floodplain/Floodway
The proposed site does not lie within a 100-year floodway boundary as determined by FIRM
Map# 3710455900J, Panel 4559 (see Figure).
Water Quality
Water quality treatment by means of permanent Best Management Practices (BMP's) will be
provided using two wet detention basins as treatment. The ponds are designed to treat the first
inch of runoff per the North Carolina Division of Water Quality (NCDWQ) Stormwater Best
Management Practices Manual and will draw down over a period of two to five days. Wet
Detention Basin 1 and 2 are designed to provide a minimum 90% average annual removal of
Total Suspended Solids (TSS). Both ponds are designed to treat the runoff from the roadway.
Water Quantity
The proposed wet detention basins have been designed to address the water quantity
requirements to match pre- and post-development peak runoff rates for the 1-year, 24-hour storm
events per the NCDWQ BAP Manual. These ponds will also control the peak runoff rates for the
10-year, 24-hour stone event. The 25-year, 24-hour storm event was checked for 6" of freeboard
at the top of bank.
STORMWA TER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina
Results
Pre-Dev Flow Post-Dev Flow
(1-yr, 24-hr storm, (1-yr, 24-hr storm,
CFS CFS
Wet Pond
1 6.39 5.26
Wet Pond
2 1.67 1.31
Conclusion
The proposed wet detention basins were designed using methods prescribed by the
aforementioned resources. HydroCAD software was utilized to evaluate the pre-development
and post-development flow rates. HydroCAD utilizes TR-55 methods of calculating times of
concentration (based on sheet, shallow concentrated, and channelized flows) and SCS curve
number method of generating hydrographs (results are provided in Appendix C). Based on the
analyses provided herein, the proposed system will be adequate to address the stormwater
requirements of the North Carolina Department of Environment and Natural Resources, Division
of Water Quality.
SY ORMWATER MANAGEMENT CALCULATIONS
Hanzbright Road Extension, Huntersville, North Carolina
SITE VICINITY MAP
STORMWA TER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina

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STORMWA TER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina

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STORMWATER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina
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WET POND CALCULATIONS
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/®/? Kimley-Horn
? _ I ,, and Associates, Inc.
Project Information
WET DETENTION BASIN 1
Project Name: Hambright Road Extension
KHA Project #: 018426000
Designed by: KRT Date: 8/9/2010
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 1
Drainage Area (DA) = 2.55 Acres
Impervious Area (IA) = 1.70 Acres
Percent Impervious (1) = 67.0 %
Required Surface Area
Permanent Pool Depth: 3.00 ft
SA/DA = 3.85 (90% TSS Removal via Pond)
Min Req'd Surface Area = 4277 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 + .009 (1) = 0.65 in/in
Storage Volume Required = 6,044 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 819.00 ft
Top of Pond Elevation = 819.00 ft
Temporary Pool Elevation = 816.10 ft 11,814
Forebay Weir = 815.00 ft
Shelf Beginning Elevation = 815.50 ft
Permanent Pool Elevation = 815.00 ft 9,115
Shelf Ending Elevation = 814.50 ft
Bottom Elevation = 807.00 ft
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool =
Area @ Top of Permanent Pool =
Volume of Temporary Storage =
11,814 sf (Elevation = 816.10)
9,115 sf (Elevation = 815.00 )
11,511 cf
Side Slopes of Pond = 3 :1
Side Slopes of Shelf = 10 :1
Side Slopes of Pond (below shelf) = 3 : 1
Is Permanent Pool Surface Area Sufficient (yes/no)?
Volume of Storage Provided 11,511 cf
Total Volume Sufficient (yes/no)? Yes
Orifice Size = 1.50 inches
Drawdown Time = 3.83 days
Yes ( 9115 > 4277 ) sf
WET DETENTION BASIN 1
Project Information
Project Name: Hambright Road Extension
KHA Project #: 018426000
Designed by: KRT Date: _
Revised by: Date: _
Revised by: Date:
Site Information
8/9/2010
Sub Area Location: Drainage Area 1
Drainage Area (DA) = 2.6 Acres
Impervious Area (IA) = 1.7 Acres
Percent Impervious (1) = 67.0 % (Drainage Area)
Orifice Sizing
Q2 Days = 0.0666 cfs
Q5 Days = 0.0266 cfs
Orifice Size = 1.50 in
Q orifice = 0.035 cfs
Drawdown Time = 3.83 days
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
less than 5 days (yes/no) ? Yes
greater than 2 days (yes/no) ? Yes
Orifice Equation: Q=cAgd(2gh)
Q2CQ < Q5
c=0.6
Ag= Area of Pipe = n/4D2
g = gravity = 32.2 ft/s2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
i
pP- M " Kimley-Horn
¦. ® and Associates, Inc.
Project Information
WET DETENTION BASIN 2
Project Name: Hambright Wet Pond Design
KHA Project #: 015272019
Designed by: KRT Date: 9/9/2010
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 2
Drainage Area (DA) = 9.12 Acres
Impervious Area (IA) = 6.28 Acres
Percent Impervious (1) = 69.0 %
Required Surface Area
Permanent Pool Depth: 3.78 ft
SA/DA = 3.43 (90% TSS Removal via Pond)
Min Req'd Surface Area = 13626 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 +.009 (1) = 0.67 in/in
Storage Volume Required = 22214 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 741.00 ft
Top of Pond Elevation = 741.00 ft
Temporary Pool Elevation = 738.40 ft 19,246
Forebay Weir = 737.00 ft
Shelf Beginning Elevation = 737.50 ft
Permanent Pool Elevation = 737.00 ft 14,738
Shelf Ending Elevation = 736.50 ft
Bottom Elevation = 728.00 ft
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 19246 sf (Elevation = 738.40)
Area @ Top of Permanent Pool = 14738 sf (Elevation = 737.00 )
Volume of Temporary Storage = 23789 cf
Side Slopes of Pond = 3 : 1
Side Slopes of Shelf = 10 : 1
Side Slopes of Pond (below shelf) = 2.5 : 1
Is Permanent Pool Surface Area Sufficient (yes/no) ? Yes ( 14738 > 13626) sf
Volume of Storage Provided 23789 cf
Total Volume Sufficient (yes/no)? Yes
Orifice Size = 1.50 inches
Drawdown Time = 3.4 days
WET DETENTION BASIN 2
Project Information
Project Name: Hambright Wet Pond Design
KHA Project #: 015272019
Designed by: KRT Date: _
Revised by: Date: _
Revised by: Date:
Site Information
9/9/2010
Sub Area Location: Drainage Area 2
Drainage Area (DA) = 9.1 Acres
Impervious Area (IA) = 6.3 Acres
Percent Impervious (1) = 69.0 % (Drainage Area)
Orifice Sizing
Q2 Days = 0.1377 cfs
Q5 Days = 0.0551 cfs
Orifice Size = 1.50 in
Q orifice = 0.039 cfs
Drawdown Time = 3.4 days
less than 5 days (yes/no) ? Yes
greater than 2 days (yes/no) ? Yes
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
Orifice Equation: Q=cAgd(2gh)
Q2< Q< Q5
c = 0.6
A9= Area of Pipe = n/4D2
g = gravity = 32.2 ft/s2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
VOLUME AND SURFACE AREA
CALCULATIONS
STORMWA TER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina
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ANTI-FLOATATION DEVICE
CALCULATIONS
STORMWA TER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina
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RIP RAP CALCULATIONS
STORMWATER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina
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Hambright Road Extension - Stormwater Management Plans Kimle -Horn and Associates, Inc.
Huntersville, North Carolina Date: 9/15/2010
KHA Project #: 015272019 Prepared by: KRT
Checked by:
RIP RAP APRON CALCULATIONS
Per NCDENR Design Manual
Structure: Apron 1
Pipe Diameter (in): 18
Slope (%): 3.08 0.0308
Manning (n): 0.011
Radius (in): 9
Pipe Area (sf): 1.77
Wetted
Perimeter Flow Area Hydraulic Flow Velocity
Depth Theta (ft) (sf) Radius Flow (GPD (CFS (fps)
Flowing Full: 18.0 6.283 4.712 1.767 0.375 14,118,753 21.85 12.36
10-year flow: 13.36 4.153 3.115 1.406 0.452 12,717,931 19.68 13.99
Discharge (Q10) = 19.68
Pipe Diameter (in) = 18
d50 = 0.9 Figure 8.06a
Design Conditions = Assume Minimum Tailwater
Width at Pipe Outlet'Do' (ft) = 4.5
Length of Apron 'La' (ft) = 15 Figure 8.06a
Width at End of Apron 'W' (ft) = 19.5
Min. Stone Depth (in) = 24.3
Stone Class = Class B
RIP RAP APRON CALCULATIONS
Per NCDENR Design Manual
Structure: Apron 2
Pipe Diameter (in): 18
Slope (%): 2.63 0.0263
Manning (n): 0.011
Radius (in): 9
Pipe Area (sf): 1.77
Wetted
Perimeter Flow Area Hydraulic Flow Velocity
Depth Theta (ft) (sf) Radius Flow GPD) (CFS (fps)
Flowing Full: 18.0 6.283 4.712 1.767 0.375 13,046,645 20.19 11.42
10-year flow from ICPR: 7.12 2.721 2.041 0.650 0.319 4,307,496 6.67 10.25
Discharge (010) = 6.67
Pipe Diameter (in) = 18
d50 = 0.9 Figure 8.062
Design Conditions = Assume Minimum Tailwater
Width at Pipe Outlet'Do' (ft) = 4.5
Length of Apron 'La' (ft) = 10 Figure 8.06a
Width at End of Apron 'W' (ft) = 14.5
Min. Stone Depth (in) = 24.3
Stone Class = Class B
WET DETENTION BASIN
SUPPLEMENT FORMS
STORMWATER MANAGEMENT CALCULATIONS
Hambright Road Extension, Hamtersville, North Carolina
Permit
(to be provided by DWQ)
OF WA7F9
r`1T O`er pG
NCDENR a
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Hambright Road Extension - Stormwater Management Plans
Contact person Matt Edwards, PE
Phone number 704-954-7493
Date 9/17/2010
Drainage area number 1
11. DESIGN INFORMATION
Site Characteristics
Drainage area 111,078 ft2
Impervious area, post-development 74,052 ft2
% impervious 66.67%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
6,044 ft3 OK
11,511 rya
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: /-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of t Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
• Elevation of the top of the additional volume
- Form SW401-Wet Detention Basin-Rev.8-9/17/09
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.6 in
0.46 (unitless)
0.72 (unitless)
0.12 in/hr OK
6.39 ft3/sec
6.00 ft3/sec
-0.39 ft3/sec
816.10 fmsl
815.00 fmsl
815.00 fmsl
815.50 fmsl
814.50 fmsl Data not needed for calculation option #1, but OK if provided.
808.00 fmsl
807.00 fmsl Data not needed for calculation option #1, but OK 9 provided.
1.00 ft
N (Y or N)
fmsl
Parts I. & II. Design Summary, Page 1 of 2
Permit N
(to be provided by DWQ)
II. DESIGN' INFORMATION
Surface Areas
Area, temporary pool 11,814 ft2
Area REQUIRED, permanent pool 4,277 ft2
SAIDA ratio 3.85 (unitless)
Area PROVIDED, permanent pool, Apermywi 9,115 ft2 OK
Area, bottom of 10ft vegetated shelf, Abo, she@ 5,297 ft2
Area, sediment cleanout, top elevation (bottom of pond), Aboryond 1,026 ft2
•
Volumes
Volume, temporary pool 11,511 ft3 OK
Volume, permanent pool, Vpenrwl 27,410 ft'
Volume, forebay (sum of forebays if more than one forebay) 5,515 ft3
Forebay % of permanent pool volume 20.1% % OK
SA/DA Table Data
Design TSS removal 90%
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 3.85 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, VP,.-P.l 27,410 ft'
Area provided, permanent pool, Ape pm 9,115 ft2
Average depth calculated 3.00 ft OK
Average depth used in SAIDA, dav, (Round to nearest 0.5ft) 3.0 ft OK
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, Apen-pool 9,115 ftz
Area, bottom of 1 Oft vegetated shelf, Aba Shea 5,297 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot-,«d 1,026 ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 6.50 ft
Average depth calculated 3.00 ft OK
Average depth used in SA/DA, dav, (Round to nearest 0.5ft) 3.0 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 1.50 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 0.35 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (C.) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 6.39 ft3/sec
Post-development 1-yr, 24-hr peak flow 6.00 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.04 ft3/sec
Storage volume drawdown time 3.83 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 2.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.5 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies is: Emergency Pipe
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)

Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Paget Plan
Initial Sheet No.
G-- A
"
'
or larger) of the entire site showing:
1. Plans (1
- 50
G-3 Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
W7T 5 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
G 6 Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
G - Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
G-3 on the plans prior to use as a wet detention basin.
?_ a I G S 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
KIT ,1
G 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
?/ -t-
l? 1 GQ ICS 7. The supporting calculations.
r1JUA 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
?JcA UALu 9. A copy of the deed restrictions (if required).
VI d UCLIILA? 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit No
(to be provided by DWQ)
OF WA7F9
AIEW
o? pG
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Hambright Road Extension - Stormwater Management Plans
Contact person Matt Edwards, PE
Phone number 704-954-7493
Date 9/17/2010
Drainage area number 2
tl. DESIGN INFORMATION
Site Characteristics
Drainage area 397,267 ft2
Impervious area, post-development 273,557 ft2
% impervious 68.86%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
22,214 ft3 OK
23,789 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.6 in
0.40 (unitless)
0.80 (unitless)
0.12 in/hr OK
1.67 ft3/sec
25.80 ft3/sec
24.13 ft3/sec
738.40 fmsl
737.00 fmsl
737.00 fmsl
737.50 fmsl
736.50 fmsl Data not needed for calculation option #1, but OK 'If provided.
729.00 fmsl
728.00 fmsl Data not needed for calculation option #1, but OK 'if provided.
1.00 It
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. 8 It. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
II. '.DESIGN INFORMATION
Surf ace Areas
Area, temporary pool 19,246 ft2
Area REQUIRED, permanent pool 13,626 ft2
SA/DA ratio 3.43 (unitless)
Area PROVIDED, permanent pool, Ape pwi 14,738 ft2 OK
Area, bottom of 1 Oft vegetated shelf, Abo Shen 9,023 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abotyood 1,752 ft2
Volumes
Volume, temporary pool
Volume, permanent pool, Vpevnyooi
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vpemyool
Area provided, permanent pool, Apemyool
Average depth calculated
Average depth used in SA/DA, day, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Apemyool
Area, bottom of 1 Oft vegetated shelf, Aboi Shea
Area, sediment cleanout, top elevation (bottom of pond), Abrn and
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, dav, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.B-9/17/09
23,789 ft3 OK
55,734 ft3
11,869 ft3
21.3% % OK
90 %
N (Y or N)
Y (Y or N)
3.43 (unitless)
Y (Y or N)
55,734 ft3
14,738 ft2
3.78 ft OK
4.0 ft OK
N (Y or N)
14,738 ftz
9,023 ft2
1,752 ft2
7.50 ft
3.78 ft OK
4.0 It OK
Y (Y or N)
1.50 in
in2
0.60 (unitless)
0.45 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
1.67 ft3/sec
25.80 ft3/sec
0.04 ft3/sec
3.40 days OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
4 :1 OK
3.2 :1 OK
Y (Y or N) OK
1.0 ft OK
Y (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
24 HOUR EMERGENCY PUMP
Parts I. & II. Design Summary, Page 2 of 2
Permit No
(to be provided by DWQ)
!IL REQUlRED'ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
initial Sheet No.
G- A
h
i
"
'
ow
ng:
or larger) of the entire site s
1. Plans (1
50
Ci-3 Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
V-T y 5 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
6-6 Outlet structure with trash rack or similar,
G Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
C-0
3. Section view of the wet detention basin (1" = 20' or larger) showing:
G - 9 Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
t-
K ?- t G - 2 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
C- ,3 on the plans prior to use as a wet detention basin.
A 16 5 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
2?T G 4 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
?/
l? ?? GC1 S 7. The supporting calculations.
Y1J ducU 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
K L-r & _vdUJ 9. A copy of the deed restrictions (if required).
K V-7 t1d UQLLd 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
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CURVE NUMBER
CALCULATIONS
STORMWATER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina
® Kimley-Horn
Illigh- and Associates, inc.
Pre vs. Post Runoff Analysis
Composite Curve Number (CN)
Project Information
Project Name: Hambright Road Extension Storm Drainage
KHA Project #: 015272019
Designed by: KRT Date: 9/10/2010
Revised by: Date:
Revised by: Date:

Drainage Area
Name
Drainage
Location
Cover/Soil Name
(Type)

Cover Description'
Hydrologic Soil
Group

Curve # (CN)"

Area (ac)
Product of
CN x area Composite
Curve Number
(CN)
PRE-DEVELOPMENT
DA-1 OUTFALL 1 Vance Meadow, Fair Condition C 79 4.86 364 79
Cecil Meadow, Fair Condition B 69 3.40 235 69
Cecil Woods, Fair Condition B 60 1.32 79 60
Vance Woods, Fair Condition B 73 1.45 106 73
11.03 804 72.9 ,

DA-2
OUTFALL 2 Vance. Wilkes,
Monacan Woods
Good Condition
C
70
2.95
207
70
2.95 207 70.0
Total Pre-development Area = 13.98
POST DEVELOPMENT
DA-1 POND 1 Cecil Impervious B 98 1.70 167 98
Cecil Open Space - Good Condition B 61 0.85 52 61
I I 2.55 218.45 85.67- ;
DA-1 UND) OUTFALL 1 Cecil Open Space - Good Condition B 61 1.80 110 61
Vance Open Space - Good Condition C 74 0.90 67 74
Cecil Impervious B 79 0.14 11 79
Vance Meadow, Fair Condition C 79 3.96 313 79
Cecil Meadow, Fair Condition B 69 0.75 52 69
Vance Woods, Fair Condition C 73 1.45 106 73
9.00 657.90 73.10

DA-2
POND 2 Vance, Wilkes,
Monacan
Impervious
C
98
3.52
345
98
Cecil Impervious B 98 2.76 270 98
Vance, Wilkes,
Monacan
Open Space - Good Condition
C
74
2.53
187
74
Cecil Open Space - Good Condition B 61 D.31 19 61
J 9.12 821.57 90.08
DA-2 (UND) OUTFALL 2 Monacan, Vance Open Space - Good Condition C 74 0.65 48 74
0.65 48.10 74.00
Total Post-development Area= 21.32
Cover Descriptions per TR-55 Manual
From TR-55 Manual, Table 2-2 a & c
KACSE_LDEV\015272 AAC\019 Hambright Road Extension\03_CALCULATIONS\Wet Pond Design\Stormwater Calculations_2010-08-17.xls 1 of 1
TIME OF CONCENTRATION
CALCULATIONS
STORMWATER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina
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HYDROCAD HYDROLOGY REPORT
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STORMWA TER MANAGEMENT CALCULATIONS
Hambright Road Extension, Huntersville, North Carolina
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1S
Pre-Dev DA-1
2S
Post De DA-1
4P
Hambright Wet Pond 1
(3S
Post-De UND DA-1
5P
Outfall 1
Subcat Reach Pon Link
Pond 1 Type 1124-hr 9 yr, 24 hour Rainfall=2.58"
Prepared by Kimsey-Horn and Associates, Inc. Printed 9/16/2010
HydroCADO 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre-Dev DA-1
Runoff = 6.39 cfs @ 12.16 hrs, Volume= 0.558 af, Depth> 0.61"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr, 24 hour Rainfall=2.58"
Area (ac) CN Description
11.030 73
11.030 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.6 Direct Entry, from Spreadsheet
Subcatchment 1S: Pre-Dev DA-1
Hydrograph
--- ---- --
Runoff

w
2
U-
1

Type -1J- 24-h r--1--Yr--
24 hoOr
Rainfa11=2:58"
__ ------ I RLtn6ff Area=-11
Rulrioff Volumert0.6580
RUnbff-Depth>0 6V'--
U=20 6 min
--.----.----- --- - ----
CN=73
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
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Pond 1 Type ll 24-hr 1 yr, 24 hour Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/16/2010
HydroCAD® 9.00 s/n 05123 02009 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post Dev DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.00 cfs @ 11.96 hrs, Volume= 0.278 af, Depth> 1.31"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr, 24 hour Rainfall=2.58"
Area (ac) CN Description
2.550 86
2.550 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, from Spreadsheet
Subcatchment 2S: Post Dev DA-1
Hydrograph
6-
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Runoff
-? ? 6.00 cfs --?---•-----•----?----•-- - -'.
Type 1:24-hr 1 yr
2 - hatlr
Rai',nf ill=2:58"
? - -Runoff area=2.?5? ac
Runoff VoWnie"0.278 of
-- -- --- --- -- ---- - -- --
yas Runoff Depth>131"
?'C?5t0 ?11
--`-----`-----?----'-----'-----'----'---- - --- - -- - ash --- - -- --- --- ----- ----- ---------- ---- --- - ----- -----

CN=86
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
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Pond 1 Type 1124-hr 1 yr, 24 hour Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/16/2010
HydroCAD@ 9.00 s/n 05123 02009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: Post-Dev UND DA-1
Runoff = 5.21 cfs @ 12.16 hrs, Volume= 0.455 af, Depth> 0.61"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr, 24 hour Rainfall=2.58"
Area (ac) CN Description
9.000 73
9.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
20.6 Direct Entry, from Spreadsheet
Subcatchment 3S: Post-Dev UND DA-1
Hydrograph
3 --- ------------
3
LL
-------------
1
' 0 Runoff
Yp, I ?4?hr 1-1'r
24 h'oor
---, Rai,nfarl-=2:?56?Ru6off Area=9.000 ac
Rur?off .
' VOtOrri&0-.45v_-af-
Runbff Napth>0 61"
CN=7
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
J
• Pond 1 Type 1124-hr 1 yr, 24 hour Rainfall=2.58"
• Prepared by Kimley-Horn and Associates, Inc. Printed 9/16/2010
• HydroCAD® 9.00 s/n 05123 02009 HydroCAD Software Solutions LLC Page 5
• Summary for Pond 4P: Hambright Wet Pond 1
• Inflow Area = 2.550 ac, 0.00% Impervious, Inflow Depth > 1.31" for 1 yr, 24 hour event
• Inflow = 6.00 cfs @ 11.96 hrs, Volume= 0.278 of
• Outflow = 0.06 cfs @ 24.00 hrs, Volume= 0.055 af, Atten= 99%, Lag= 722.5 min
Primary = 0.06 cfs @ 24.00 hrs, Volume= 0.055 of
• Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of
• Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
• Peak Elev= 815.97'@24.00 hrs Surf.Area= 11,253 sf Storage= 9,707 cf
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• Plug-Flow detention time= 390.2 min calculated for 0.055 of (20% of inflow)
Center-of-Mass det. time= 252.6 min ( 1,080.1 - 827.6)
•
• Volume Invert Avail.Storage Storage Description
#1 815.00' 50,947 cf Custom Stage Data (Prismatic) Listed below (Recalc)
•
• Elevation Surf.Area Inc.Store Cum.Store
• (feet) (sq-ft) (cubic-feet) (cubic-feet)
815.00 6,910 0 0
• 815.50 11,052 4,491 4,491
• 816.00 11,267 5,580 10,070
817.00 12,994 12,131 22,201
• 818.00 14,359 13,677 35,877
• 819.00 15,781 15,070 50,947
• Device Routing Invert Outlet Devices
• #1 Primary 807.00' 18.0" Round Culvert
L= 65.0' RCP, square edge headwall, Ke= 0.500
• Outlet Invert= 805.00' S= 0.0308'/' Cc= 0.900
• n= 0.011 Concrete pipe, straight & clean
#2 Device 1 815.00' 1.5" Vert. Orifice/Grate C= 0.600
• #3 Device 1 816.10' 42.0" W x 6.0" H Vert. Orifice/Grate C= 0.600
• #4 Device 1 818.00' 14.0' long x 0.5' breadth Top of Grate
Head (feet) 0.20 0.40 0.60 0.80 1.00
• Coef. (English) 2.80 2.92 3.08 3.30 3.32
• #5 Secondary 818.00' 15.0' long x 45.0' breadth Emergency Spillway
• Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
•
Primary OutFlow Max=0.06 cfs @ 24.00 hrs HW=815.97' (Free Discharge)
• t-1=Culvert (Passes 0.06 cfs of 24.39 cfs potential flow)
• 2=Orifice/Grate (Orifice Controls 0.06 cfs @ 4.58 fps)
• 3=Orifice/Grate ( Controls 0.00 cfs)
14=Top of Grate ( Controls 0.00 cfs)
•
• Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=815.00' (Free Discharge)
5=Emergency Spillway (Controls 0.00 cfs)
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Pond 1 Type lI 24-hr 1 yr, 24 hour Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/16/2010
HydroCAD® 9.00 s/n 05123 02009 HydroCAD Software Solutions LLC Page 6
Pond 4P: Hambright Wet Pond 1
Hydrograph
N
V
3
0
LL

---- - - ---- ---- ----- ---- --- ---
6-
5-
- --- --- ---- ----
4
3-
2-
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
El Outflow
;Inflow Ar6'a=2:550 ac
Peak-L EIev=81'5.97
-- Storage=9,7;07_-cf---
0.06 cfs
® Inflow
D Primary
® Secondary

Pond 1 Type 1124-hr 1 yr, 24 hour Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/16/2010
HydroCAD® 9.00 s/n 05123 02009 HydroCAD Software Solutions LLC Page 7
Stage-Discharge for Pond 4P: Hambright Wet Pond 1
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
815.00 0.00 0.00 0.00
815.05 0.00 0.00 0.00
815.10 0.01 0.01 0.00
815.15 0.02 0.02 0.00
815.20 0.02 0.02 0.00
815.25 0.03 0.03 0.00
815.30 0.03 0.03 0.00
815.35 0.03 0.03 0.00
815.40 0.03 0.03 0.00
815.45 0.04 0.04 0.00
815.50 0.04 0.04 0.00
815.55 0.04 0.04 0.00
815.60 0.04 0.04 0.00
815.65 0.05 0.05 0.00
815.70 0.05 0.05 0.00
815.75 0.05 0.05 0.00
815.80 0.05 0.05 0.00
815.85 0.05 0.05 0.00
815.90 0.05 0.05 0.00
815.95 0.06 0.06 0.00
816.00 0.06 0.06 0.00
816.05 0.06 0.06 0.00
816.10 0.06 0.06 0.00
816.15 0.19 0.19 0.00
816.20 0.42 0.42 0.00
816.25 0.72 0.72 0.00
816.30 1.07 1.07 0.00
816.35 1.47 1.47 0.00
816.40 1.91 1.91 0.00
816.45 2.40 2.40 0.00
816.50 2.91 2.91 0.00
816.55 3.46 3.46 0.00
816.60 4.05 4.05 0.00
816.65 4.53 4.53 0.00
816.70 4.94 4.94 0.00
816.75 5.31 5.31 0.00
816.80 5.65 5.65 0.00
816.85 5.97 5.97 0.00
816.90 6.27 6.27 0.00
816.95 6.56 6.56 0.00
817.00 6.83 6.83 0.00
817.05 7.09 7.09 0.00
817.10 7.35 7.35 0.00
817.15 7.59 7.59 0.00
817.20 7.83 7.83 0.00
817.25 8.06 8.06 0.00
817.30 8.28 8.28 0.00
817.35 8.49 8.49 0.00
817.40 8.70 8.70 0.00
817.45 8.91 8.91 0.00
817.50 9.11 9.11 0.00
817.55 9.31 9.31 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
817.60 9.50 9.50 0.00
817.65 9.69 9.69 0.00
817.70 9.87 9.87 0.00
817.75 10.05 10.05 0.00
817.80 10.23 10.23 0.00
817.85 10.41 10.41 0.00
817.90 10.58 10.58 0.00
817.95 10.75 10.75 0.00
818.00 10.91 10.91 0.00
818.05 11.97 11.52 0.45
818.10 13.75 12.48 1.27
818.15 16.01 13.68 2.34
818.20 18.66 15.06 3.60
818.25 21.70 16.66 5.03
818.30 25.07 18.44 6.63
818.35 28.76 20.39 8.37
818.40 32.75 22.51 10.25
818.45 37.05 24.82 12.23
818.50 41.63 27.31 14.32
818.55 44.48 27.96 16.52
818.60 46.85 28.03 18.82
818.65 49.20 28.09 21.11
818.70 51.61 28.16 23.46
818.75 54.09 28.22 25.87
818.80 56.62 28.28 28.34
818.85 59.35 28.35 31.00
818.90 62.16 28.41 33.75
818.95 65.04 28.48 36.56
819.00 67.99 28.54 39.45
w
•
•
Pond 1 Type 1124-hr 1 yr, 24 hour Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/16/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 8
Summary for Pond 5P: Outfall 1
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 11.550 ac, 0.00% Impervious, Inflow Depth > 0.53" for 1 yr, 24 hour event
Inflow = 5.26 cfs @ 12.16 hrs, Volume= 0.510 of
Primary = 5.26 cfs @ 12.16 hrs, Volume= 0.510 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.05 hrs
Pond 5P: Outfall 1
Hydrograph

5-
4-
w I

3-
o

2

® Inflow
0 Primary
I016uvrea11.550--a
i- i, , ;r_ i. . iii ",
1 2 3 4 5 6 7 8 9 10 11 .. 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
1S
Pre Dev DA-2
2S
Post Dev A-2
4P
(3S)
Post D UND DA-2
5P
Hambright Pond 2
Outfall 2
Subcat Reach on Lin k
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Pond 2 Type 11 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/20/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre Dev DA-2
Runoff = 1.67 cfs @ 12.07 hrs, Volume= 0.121 af, Depth= 0.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-27.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Area (ac) CN Description
2.950 70
2.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.1 Direct Entry, From Spreadsheet
Subcatchment 1S: Pre Dev DA-2
Hydrograph

1
3 a
0

(Type II 24-hr 1 yr
24 h 1 s'tdrm
Rainfall=2.58"
ROnoff Area=2;950: a_ G
unoff V61 me 0.1;21 of
Runoff Depth=0.49"
Tc:i13l rMIl
iCN=70
r?r}?iz?z ??r.a?,res'r.rnrrr-r?1 .?. ..
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
Time (hours)
0 Runoff
Pond 2 Type 11 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/20/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post Dev DA-2
(49] Hint: Tc<2dt may require smaller dt
Runoff = 25.80 cfs @ 11.96 hrs, Volume= 1.218 af, Depth= 1.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-27.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Area (ac) CN Description
9.120 90
9.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From Spreadsheet
Subcatchment 2S: Post Dev DA-2
Hydrograph
noff
28-
-- - ---------- ----- -- -------------- - ---- ---- -----
,- 60 cfs
25.
26
---
--- --- --- -- -Ype- -24- - -y-
-' -r
24-
22- ! j 1 1 S to r
20- - - - - - - --- - - - - - ----,-- -----,---- ---- Rainfall=2:58'7---
18- - -IR Wnaff Area=910a
---------------------------------------- - ---- --------- ----------
-------------------- ----------------
w 16 ---- ---- ---RtnOff:Vol-urhe"T21-$-af-
3 14
--- --- -- ---- - ----
Runoff Depth-l -60"
LL 12-
10
- --- --- ---
8= ;?- CN=90
---------- ----- - -- ---------- ---------
6 - --- --- --- --- ---
4
- -- .. ----
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
Time (hours)
Pond 2 Type 1124-hr 9 yr, 24 hr storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/20/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: Post Dev UND DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.14 cfs @ 12.00 hrs, Volume= 0.012 af, Depth= 0.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-27.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Area (ac) CN Description
0.650 61
0.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From Spreadsheet
Subcatchment 3S: Post Dev UND DA -2
Hydrograph
0.15-
- ----`----`----`---`---`---`----`----`----`---:- 0.14 cfs' ---`----'---'- ? - - -- - - - - -
0.14_ --- ---' --- ----;Type-11--24=ht -yr
0.13- "
- - ---- --------------
------------
0.12
:
--- ---- ---- -- ---
0.11-' Rainfiali-2.58'
0.1 - - - - - - - - - - ----?R6n6ff-A'rd.'a-,A:660' Tat---
0.09=
- - - - - - - ---- - - - trna? Q terne -0
0.08, a#
0.07 -
LL
: Runo'f Debth: 2!
-------
--- ---- --- --- --- ----
0.06-
---------- - - -- ---- --- ----
0.05,:-
--- -------------------- -- -- --- --- ---
--
CN=f 1
0.04 _
0.03= "
0.02 -
- - - - - - - - - - - - - - - - - -
0.01- "
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
Time (hours)
r
Pond 2 Type 1l 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/20/2010
HydroCAD® 9.00 s/n 05123 02009 HydroCAD Software Solutions LLC Page 5
St
Inflow Area = 9.120 ac,
Inflow = 25.80 cfs @
Outflow = 1.29 cfs @
Primary = 1.29 cfs @
Secondary = 0.00 cfs @
immary for Pond 4P: Hambright Pond 2
0.00% Impervious, Inflow Depth = 1.60" for 1 yr, 24 hr storm event
11.96 hrs, Volume= 1.218 of
13.02 hrs, Volume= 0.606 af, Atten= 95%, Lag= 64.0 min
13.02 hrs, Volume= 0.606 of
0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.05 hrs
Peak Elev= 738.78'@ 13.02 hrs Surf.Area= 20,006 sf Storage= 32,139 cf
Plug-Flow detention time= 311.8 min calculated for 0.606 of (50% of inflow)
Center-of-Mass det. time= 196.7 min ( 1,008.2 - 811.5 )
Volume Invert Avail.Storage Storage Description
#1 737.00' 81,41 2 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
737.00 14,738 0 0
737.50 17,529 8,067 8,067
738.00 18,477 9,002 17,068
739.00 20,429 19,453 36,521
740.00 22,431 21,430 57,951
741.00 24,490 23,461 81,412
Device Routing Invert Outlet Devices
#1 Primary 737.00' 18.0" Round Culvert
L= 38.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 736.00' S= 0.02637' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 737.00' 1.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 738.50' 30.0" W x 6.0" H Vert. Orifice/Grate C=0.600
#4 Device 1 740.25' 14.0' long x 0.5' breadth Top of Grate
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#5 Secondary 740.25' 60.0' long x 25.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.29 cfs @ 13.02 hrs HW=738.78' (Free Discharge)
L1=Culvert (Passes 1.29 cfs of 8.65 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.32 fps)
3=Orifice/Grate (Orifice Controls 1.21 cfs @ 1.71 fps)
14=Top of Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=737.00' (Free Discharge)
L5=Emergency Spillway ( Controls 0.00 cfs)
Pond 2 Type // 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/20/2010
HydroCADO 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 6
Pond 4P: Hambright Pond 2
Hydrograph
® Inflow
'---- -- ---- - - - ---- --- --------------- --- - - - - - - - - ----
.? ? utflow
?O
- - - - --- - - - - - /? ?
17 -420 ale -- O Primary
It1flOV1/ if1'rGa n
28- ®Secondary
26 - , Peak !Eleu=738.78'
24= -
------------ -
Storage-32,139 f-
22=
20
18-
16-
--------------------------
14-
o -- - ---- --- --
LL 12-
10-
--------------- ---------
8_
6-
1.29 cfs /
4- . % L 1.29 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
Time (hours)
i
i
Pond 2 Type ll 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/20/2010
HydroCADO 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 7
Stage-Discharge for Pond 4P: Hambright Pond 2
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
737.00 0.00 0.00 0.00
737.05 0.00 0.00 0.00
737.10 0.01 0.01 0.00
737.15 0.02 0.02 0.00
737.20 0.02 0.02 0.00
737.25 0.03 0.03 0.00
737.30 0.03 0.03 0.00
737.35 0.03 0.03 0.00
737.40 0.03 0.03 0.00
737.45 0.04 0.04 0.00
737.50 0.04 0.04 0.00
737.55 0.04 0.04 0.00
737.60 0.04 0.04 0.00
737.65 0.05 0.05 0.00
737.70 0.05 0.05 0.00
737.75 0.05 0.05 0.00
737.80 0.05 0.05 0.00
737.85 0.05 0.05 0.00
737.90 0.05 0.05 0.00
737.95 0.06 0.06 0.00
738.00 0.06 0.06 0.00
738.05 0.06 0.06 0.00
738.10 0.06 0.06 0.00
738.15 0.06 0.06 0.00
738.20 0.06 0.06 0.00
738.25 0.06 0.06 0.00
738.30 0.07 0.07 0.00
738.35 0.07 0.07 0.00
738.40 0.07 0.07 0.00
738.45 0.07 0.07 0.00
738.50 0.07 0.07 0.00
738.55 0.16 0.16 0.00
738.60 0.33 0.33 0.00
738.65 0.54 0.54 0.00
738.70 0.79 0.79 0.00
738.75 1.08 1.08 0.00
738.80 1.40 1.40 0.00
738.85 1.74 1.74 0.00
738.90 2.11 2.11 0.00
738.95 2.50 2.50 0.00
739.00 2.92 2.92 0.00
739.05 3.27 3.27 0.00
739.10 3.56 3.56 0.00
739.15 3.82 3.82 0.00
739.20 4.07 4.07 0.00
739.25 4.30 4.30 0.00
739.30 4.51 4.51 0.00
739.35 4.72 4.72 0.00
739.40 4.91 4.91 0.00
739.45 5.10 5.10 0.00
739.50 5.28 5.28 0.00
739.55 5.45 5.45 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
739.60 5.62 5.62 0.00
739.65 5.79 5.79 0.00
739.70 5.95 5.95 0.00
739.75 6.10 6.10 0.00
739.80 6.25 6.25 0.00
739.85 6.40 6.40 0.00
739.90 6.54 6.54 0.00
739.95 6.68 6.68 0.00
740.00 6.82 6.82 0.00
740.05 6.95 6.95 0.00
740.10 7.09 7.09 0.00
740.15 7.22 7.22 0.00
740.20 7.34 7.34 0.00
740.25 7.47 7.47 0.00
740.30 9.83 8.03 1.80
740.35 14.04 8.95 5.08
740.40 19.45 10.11 9.34
740.45 25.84 11.46 14.38
740.50 33.15 13.02 20.14
740.55 40.76 14.24 26.52
740.60 47.85 14.36 33.48
740.65 55.47 14.49 40.98
740.70 63.52 14.61 48.90
740.75 72.01 14.74 57.28
740.80 80.94 14.86 66.08
740.85 90.27 14.98 75.29
740.90 99.53 15.10 84.42
740.95 109.04 15.22 93.82
741.00 118.81 15.34 103.47
Pond 2 Type 11 24-hr 1 yr, 24 hr storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 9/20/2010
HydroCADO 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 8
Summary for Pond 5P: Outfall 2
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 9.770 ac, 0.00% Impervious, Inflow Depth > 0.76" for 1 yr, 24 hr storm event
Inflow = 1.31 cfs @ 13.01 hrs, Volume= 0.618 of
Primary = 1.31 cfs @ 13.01 hrs, Volume= 0.618 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-27.00 hrs, dt= 0.05 hrs
Pond 5P: Outfall 2
Hydrograph
® Inflow
O Primary
w
3
0
LL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
Time (hours)