19960172 Ver 1_Complete File_19970609

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1 / D/AT/E:
l/i V S ?Q 1 CEO (.?! ?f\(// Pp? v e vi to et)
TO: SUBJECT:
ec A- ?4

zw J
Te??sf j,- /,h
From:
M^STATf
North Carolina Department of Environment
z'fit-
Health, and Natural Resources eq printed on Recycled ftper
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT 4
F &,A l
Action Id. 199707174 County Cabarrus ?LSyl?? ?J
Notification of Unauthorized Activity/Permit Noncompliance s?F'Ibes
Responsible Party Interstate Combined Ventures. Inc. - Mr. Dale Gentle
Address Smith Tower. Suite 420, 5555 Highway 29 North
Harrisburg. NC 28075
Telephone No.
Size and Location of project (water body, road name/number, town, etc.)_
Kines Grant Boulevard & 1-85 intersection site 1 just downstream from previously permitted area
Descripticn of Unauthorized Activity/Permit Noncompliance:
Channelized and widened approximately 500 linear feet of an unnamed tributary to the Rocky River from the
permitted area to just above the confluence with the Rocky River _
Indicate which of the following apply:
_X Unauthorized Activity River & Harbor Act, Section 10 (33 USC 403)
Noncompliance with Permit Clean Water Act, Section 301 (33 USC 131 1)
Unless you have a Department of the Army permit for the above-described activity, it is a violation of federal
law as specified above. You have agreed to do no further work in waters or wetlands without the required
Department of the Army permit. Any further unauthorized work in waters or wetlands will be considered an
intentional violation of federal law.
If you do no further work in waters or wetlands, and perform'the remedial action requested below, the Corps of
Engineers will take no further action in this matter. If you continue to work in waters and wetlands without the
required authorization, and/or fail to perform the requested remedial action, the Corps will take further
administrative action, and may request U.S. Attorney to file suit against you. If you need further information
about the Corps of Engineers regulatory program, please contact
Steve Chapin at [phone]
Remedial Action Requested
_Apply for an after-the-fact permit for the above described unauthorized work With the permit a.pplication-
mitigation 121an will be submitted which will offset the adverse impacts that occurred on the channel
Your signature acknowledges receipt of this notification.
Property Owner/Responsible Party Signature
Project Manager Signature
Date August 8. 1997
WETLAND DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF
THIS FORM.
cc: NCDEHNR; ESI

State of North Carolina
Department of Environment, FTYWA
IT
ink
Health and Natural Resources 1 • •
Division of Water Quality
Ja mes B. Hunt,G ove m or C) E
Jonathan B. Howes, Secretary
HNF1
A. Preston Howard, Jr., P.E., Director
June 9, 1997
Cabarrus County
DWQ Project # 960172
CERTIFIED MAIL, RETURN RECEIPT REQUESTED
Mr. Dale Gentle
Interstate Combined Ventures, Inc.
Smith Tower, Suite 420
5555 Highway 29 North
Harrisburg, NC 28075
Re: Notice of 401Water Quality Certification Violation
Kings Grant Business Park, Cabarrus County
Dear Mr. Gentle:
On January 21, 1997 you were issued General Water Quality Certification No. 2671
authorizing 1.4 acres of impacts to waters and wetlands for a proposed commercial development
located off Kings Grant Boulevard near Interstate 85 in Cabarrus County. The project involves
the placement of an existing stream channel into 809 feet of box culvert and the filling of adjacent
wetlands. The certification included the specific conditions that required a compensatory
mitigation plan, a stormwater management plan, and that deed restrictions or conservation
easement be placed on the remaining wetlands to prevent future wetland fill. As specifically noted
in our approval letter, any changes in your project that would impact wetlands requires
notification to this office and may involve additional authorization.
As part of an ongoing compliance monitoring and enforcement program for 401 Water
Quality Certifications Pete Colwell and myself made a compliance inspection of the work
progress on the Kings Grant project. We found that much of the area for the proposed culvert
had been excavated parallel to the existing creek channel. We also found that the remaining
portion of the creek channel (some 500 feet) had been widened and channelized down to the
Rocky River. With no apparent sedimentation controls in place, we also observed and
photographed a turbidity plume entering the Rocky River. No authorization was given in the 401
Water Quality Certification for the additional widening and channelization of the creek.
The Division requests that you CEASE AND DESIST any further unauthorized activities
in waters or wetlands of the State. Continuation of the unauthorized activities may result in civil
penalties or other legal action against you. In order to resolve this matter you are requested to
Environmental Sciences Branch • 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post consumer paper
respond to this letter within 10 days with an explanation of the additional stream impacts, the lack
of sedimentation controls, and your intentions and actions to resolve this matter and abate
continuing violations. Restoration of the unauthorized stream channelization or mitigation may be
required to offset the additional impacts. An on site meeting with you or your representative and
the USACOE will likely be needed to resolve these issues. By copy of this letter the Division is
requesting that the USACOE also review this project and place any pending applications for this
project on administrative hold until this violation is resolved.
Your cooperation in complying with the conditions of your 401 Water Quality
Certification is appreciated. Should you have any questions concerning this matter please feel free
to contact me or Pete Colwell at [phone].
4 S' cerel
J hn R. Dorney
ater Quality Cert' 1 tion Program
cc: Todd St. John, DWQ Mooresville Regional Office
USACOE Asheville Field Office
Pete Colwell, DWQ Central Office
Jerry McCrain, ESI
File
Kingsgrnt.vio
ENVIRONMENTAL SERVICES, INC.
1100 WAKE FOREST ROAD, SUITE 200
RALEIGH, NORTH CAROLINA 27604
[phone] FAX [phone]
27 June 1997
41161
Mr. John Dorney ?41
Division of Water Quality, DEHNR? ?? J
4401 Reedy Creek Road 4z
Raleigh, North Carolina 27607 ?'?
Re: 401 Water Quality Certification Violation
Weddington Road (Kings Grant), Cabarrus County
Dear John:
On behalf of Landex, Inc., Environmental Services, Inc. (ESI) is responding to the Division of Water
Quality (DWQ) 401 Water Quality Certification violation (Cease and Desist) notice of 09 June as
stipulated in the notice.
Landex received your certified letter which contained the violation notice on 17 June. As of 17
June, violation activities which had been occurring in the unnamed tributary of the Rocky River
adjacent to Kings Grant Boulevard had ceased. In addition, the matting and seeding of creek slopes
and unvegetated areas adjacent to the stream had been completed.
A meeting of representatives of DWQ, ESI, and Landex, Inc. was held on 25 June at the Raleigh
office of DWQ to discuss the unauthorized stream impacts and lack of sedimentation controls which
precipitated the issuance of the 401 Water Quality violation. Appropriate actions to rectify the
unauthorized stream impacts were identified and agreed upon by the representatives. These required
actions are as follows:
An application for an after-the-fact permit with appropriate documentation will be
submitted to DWQ by Landex, Inc. or a Landex, Inc. representative.
2. A rock-check-dam will immediately be installed within the stream channel down
stream of the impact area to retard sediment entering the Rocky River. The rock-
check-dam is to remain in place until all adjacent site grading activities have been
completed.
3. Develop, submit for approval, and implement a stream mitigation plan which will
stabilize the current creek banks and enhance aquatic life within the impacted section
of the stream.
As of the date of this letter, Landex, Inc. has begun implementation of these activities by having a
MEMO
DATE:
6-lslg7
TO: " `d 4k1#7 fd'l ?01&1 SUBJECT:
q? el?k,15 6-ra m f l.?( t7aeec45 6o,
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From:
. ? .r+. STATE q,
North Carolina Department of Environmer'
III,?
?. Health, and Natural Resources g? PrIn,edonR
DIVISION' OF WATER QUALITY
WATER QUALITY SECTION
401 COMPLIANCE MONITORING
FORM
DWQ Investigator: _JOAU ?U? -?eColw?l? DWQ # f0171
Date : 61YI11 Time: E? o 30 " Regional Office: R0 County: 646avv'u5
Project Name: Ki075 ?-v'a,vt i4ledali'ti1fa.1 Road
Permittee: Tm ie1, 5fp fe COvn G'-em ¢,`lPs
Location of Project: 0(f ftl,AYs GV44-1 ? Ale/ of f 85
Type of Development Authorized: rif o 16a aiGerame ?(1?eve1,j, r,en
Type of Permit / Water Quality Certification: 1Vw 26- / Z6 71
Type of Impact: a(,re5 of Wef(ut/ (i It akJ Ct4 Ued" OOF?
Of 51v'eaW C 4atiti" 1
Wetland Type and DWQ Rating: M W F / 6-y
Nearest Stream: uwuv? e? 7?, ? fo Roety /P'?vev Basin/Su b.: 0 36'711 y
Distance of Wetland Impact from Nearest S
rface Water: _ X00{f
Specific 401 Conditions: Pi jjGI4 4'p? u
1,01.1,4 Sc°ti ? ?? ?Gr/
?J? /T /' % ? ! ?-/l'1 ? s f d!/'!rti ltic7 ?P?i" l?9G??' -lt?lCr? G (6IGyi PCo? 1/`P,S !G",? li'pvl
o n ?e i" a? n; ti7 we 411 tds 1 ' "oi,ei,-m 61 ? e 1 i /l
Is project in compliance with all conditions: ' Y
Comments / Description: _r-00 n,) G AojjeeLj
Gtu?j peg/''of40 exlS?i? GNanoiel ("o? i4e
f'VW fhe, eti) of q.6,e ej?&Io5d ccfIvepf -?o tGe /Foil?y
also beeN e?ayh.ef iLed a Gta "1, E4 ev? 70 ZiU(7, /v6' ie-,e /k-,e, f CULL7v,,
v,),a6Et I Gof 0f -ft4r&d,-41 eC1 f,e r,149 -fbe 1?ac ,Icy A-i eP-
Is there a violation of the 401 Certification authorization ? fl s
If so complete the enforcement section on the back of this form and forward copy to
the Central / Regional Office.
Signature: Date

DWQ 17196
ENFORCEMENT
1. Is there a previous history of 404 / 401 activity on the property?
If so, give any details:
Nature of !Violation (fill, excavation, etc.): UL4- aU f (A i za, f ; o vi ex ca Vu ti o m o QX i 5
C1611iti-el aw) " 5-di&b4-e L' Go4t4"k'61-5 Acres:
Wetland Rating (if possible): E?
Significant uses impacted: Idr6 i ai ?tL fiiy la ?iv4, s i ti /`oc??y ,V,-
Were downstream uses impacted? Ke5
Could-the impacts have been avoided or significantly minimized? _ Lei Pd°o
Could the activity have been authorized? NO c? 5 dc' P,
Is restoration or mitigation appropriate for the unavoidable impacts? ?es
Staff Recommendations for Future Action: T193
e4Dl 4e
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
LT.9XA
[****J F1
January 21, 1997
Cabarrus County
DWQ Project # 960172
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS
Mr. Dale Gentle, V. President
Interstate Combined Ventures, Inc.
Smith Tower, Suite 420
5555 Highway 29 North
Harrisburg, NC 28075
Dear Mr. Gentle:
You have our approval to place fill material in 1.4 acres of wetlands or waters for the purpose of
developing a commercial area and road crossings at I-85 and King's Grant Blvd., as you described in your
application dated 15 February 1996 and letter from Mr. McCrain dated 16 January 1997. After reviewing your
application, we have decided that this fill is covered by General Water Quality Certification Number 2671.
This certification allows you to use Nationwide Permit Number 26 when it is issued by the Corps of
Engineers.
This approval is only valid for the purpose and design that you described in your application except as
modified below. If you change your project, you must notify us and you may be required to send us a new
application. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H.0506 (h) (6) and (7). For this approval to be
valid, you must follow the conditions listed in the attached certification and any additional conditions listed
below. Restoration or creation of wetlands shall be required. A draft mitigation plan shall be sent to DWQ
for written approval by 1 April 1997. A stormwater management plan shall also be developed and submitted
at the same time. A deed restriction or conservation easement shall be added to the remaining wetlands on this
site to prevent future wetland fill. In addition, you should get any other federal, state or local permits before
you go ahead with your project including (but not limited to) Sediment and Erosion Control, Coastal
Stormwater, Non-Discharge and Water Supply Watershed regulations. This approval will expire when the
accompanying 404 or CAMA permit expires unless otherwise specified in the General Certification.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing.
You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written
Division of Water Quality • Environmental Sciences Branch
Environmental Sciences Branch, 4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
Page 2
DWQ Project #960172
petition which conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 276 1 1-7447. This certification and its conditions
are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone John Dorney at 919-733-1786.
Sincerely,
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Asheville Field Office
Mooresville DWQ Regional Office
ivix- 7t?ti`L°1Crnay
Central Files
Jerry McCrain; Environmental Services
Pto c?-'l-?cl ?
n Howard, Jr. P.E
960172.1tr
r
MEMORANDUM PRINT NAMES : 1-`
Reviewer : It {yh
TO: JOHN DORNEY WQ SUPV.: Rex 6?
ENVIRONMENTAL SCIENCES BRANCH DATE: 3 i3 (,
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
*'*EACH ITEM MUST BE ANSWERED (USE N/A FOR NOT APPLICABLE) ***
PERMIT YR: 96 PERMIT NO: 0000172 COUNTY: CABARRUS
APPLICANT NAME: INTERSTATE COMBINED VENTURES
PROJECT TYPE: ROAD CROSSING PERMIT TYPE: NW26
I_OE #: DOT #:
RCD_FROM _CDA: APP DATE_FRM_CDA: 02/19/96
REG OFFICE : ARO RECEIVED
RIVER-AND-SUB-BASIN-#: 030711 STR INDEX N0: 13-17
MAN 1 51996
STREAM CLASS : C ENVIRONNENTAL SCIENCES
WL_IMPACT? : D N WI,_TYPE: WL_REQUESTED: l.q r4ro6 , I WL_ACR_EST? : ON
WL SCORE (#) : Cut?a4 - 42 65?1- S ¢r WATER IMPACTED BY FILL?: 6Y /N
(see m,1,10 ) 69 n
MITIGATION?: ©/N ( m4e) MITIGATION-TYPE: ?o .56
*
MITIGATION_SIZE:4'wkvlk, DID YOU REQUEST MORE INFO?: Y/®
IS WETLAND RATING SHEET ATTACHED?: Y N
HAVE PROJECT CHANGES/CONDITIONS BEEN DISCUSSED WITH APPLICANT?: ©/N
RECOMMENDATION (Circle One): ISSUE ISSUE/COND DENY
COMMENTS : he- 4X,`C44f grUA&Ad a '0eoo 1 16 i thme- sedf;qms 04
lu Wed fl ..q Cul???. An, ?fy rC;/l y.'?ua•?li
,50 f&P a aye, lac.. 1 he re. 4?r(,.? we l?« s w,"Il COW l e,)y
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Z 6y#qm 4J hvc(i,,ta wAsid 'tooar5 t4,
[ZA, dec. Per `las ho C..,reai '044S ( ih P4,4
f?t' s wed- 44J. (over)
c: Regional Office
Central Files
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area- rha ?c, tic. uP/a of s rnftr' "e rsec 444O.WIP-)
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Project names-'4e"Jl*.omAl'"V,,VlUeJI <'hO'tljer Nearest road ?'•ws G?r.,l? B/??,
County rf-e bg s Wetland arecu?- acres Wetland Nvidrh see m?P feet
Name of evaluator j JOh+ Date 3 i3 9G
Wetland type (select one)*
2 Bottomland hardwood forest ? Fine savanna ? Bog forest
? Headwater forest ? Freshwater marsh ? Bog/fen
? Swamp forest ? Estuarine fringe forest ? Seep
? Wet flat ? Ephemeral wetland ? Other
? Pocosin ? Carolina Bay
*The rating system cannot be applied to salt or brackish marshes or stream channels
I? weight
Water storage x 4.00
Bank/Shoreline stabilization x 4.00 Wetland Score
Pollutant removal x 5.00
Wildlife habitat 4 x 2.00
s
Aquatic life value x 4.00 = -?
Recreation/Education
G * Add 1 point if in sensitive watershed and > 10% nonpoint disturbance within 1 /2 mile upstream, upslope, or radius
Wetland area . acres We
evaluator 0.7S
Wetland type (select one)*
L7 4at.tomland hardwood forest ? Pine savanna ? Bog forest
Headwater forest l1 ? Freshwater marsh ? Bog/fen
? Swamp forest ? Estuarine fringe forest ? Seep -€
? Wet flat ? Ephemeral wetland ? Other
G Pocosin t; ? Carolina Bay
*The rating system cannot be applied to salt or brackish ma_Tshes or stream channels
weight ;
Water storage x 4.00
Wetland Score S
2, z z
Q Bank/Shoreline stabilization x 4.00
Pollutant removal x 5.00
Wildlife habitat x 2.00 = >T'
Aquatic life value x 4.00 =
Recreation/Education x 1.00
* Add 1 point if in sensitive watershed and > 10% nonpoint disturbance wither 1 /2 mile upstream, upslope, or radius
Project name -Ly'--Sf4k- Lo`k"IftE V6YW-"5 / - 00INearest road
r
Project name -K'+l"'OE-LOMP04-
County C-alnW 5
Name of evaluator
d area 'PLI41 acres Wetland wid
Job Date -Z
weight
R Water storage x 4.00 = :>yw >
::ry`

/n1

Bank/Shoreline stabilization -3

x

4.00 = ..
,
` •.';: ?; ;
Wetland Score
Pollutant removal 3 x 5.00

Wildlife habitat x 2.00 ?* .,

Aquatic life value 2 x 4.00 = `\;.u'

Recreation/Education x 1.00
/
* Add 1 point if in sensitive watershed and > 10% no
npoint
disturbance within 1 /2 mile upstream, upslope, or radius

KINGS
GRANT
Y Mr. John Dorney
Lanclex hic.
Smith Tower, Suite 420
5555 Highway 29
Harrisburg, NC 28075
December 17, 1996
/?c??'?ti? J996
North Carolina Department of Environment, Health, and Natural Resources
4401 Reedy Creek Road
Raleigh, NC 27626-0535
RE: WQC Project #960172
Dear Mr. Dorney:
The City of Concord has entered into a contract to purchase the property that is the subject
of our request for a 401 Water Quality Certification. Water Quality Certification is one of
several activities with regard to the property for which the City will assume responsibility.
I would ask that you allow the City additional time to engage Environmental Services, Inc.
to prepare the response you requested. I anticipate that the City will act quickly to resolve
this matter.
Sincerely,

Dale Gentle
Vice President
cc: Jerry McCrain, Environmental Services, Inc.
DEG/me
10ephone: [phone]
Facsimile: [phone]
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
174J??A
A
C) F= F=1
December 11, 1996
Mr. Dale Gentle, V.P.
Interstate Combined Ventures, Inc.
Smith Tower Suite 420
Hwy 29 North
Harrisburg, NC 28075
Dear Mr. Gentle:
WQC Project #960172
Cabarrus County
.t.
On 15 February 1996, you requested a 401 Water Quality Certification from the
Division of Water Quality for your project (roadway improvements and commercial fill)
located near I-85 and US 29 in Cabarrus County. We wrote to you on 19 July 1996
discussing concerns that we have regarding the design of the project and placing it on hold
until those concerns are addressed. As of today, we have not received a response to our
earlier letter. Unless we receive a response from you by 23 December 1996, we will
consider that you have withdrawn this application and are not interested in pursuing the
project at this time.
Please call me at 919-733-1786 if you have any questions or would like'to discuss this
matter.
Sincerel
j ?.
R. Dorney
r Quality C c tion Program
cc: Mooresville DWQ Regional Office .
Wilmington District Corps of Engineers
Central Files
Jerry McCrain; Environmental Services, Inc.
960172.clr
Division of Water Quality • Environmental. Sciences Branch.
4401 Reedy Creek Rd., Raleigh, NC 27626-0535 - Telephone [phone] • FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
Mr. Dale Gentle, Executive Vice President
Interstate Combined Ventures, Inc.
Smith Tower
Suite 420
Hwy. 29 North
Harrisburg, N.C. 28075
Dear Mr. Gentle:
Re: Application for Water Quality Certification
Roadway improvements
Cabarrus County
DEM #960172
A IFA
3"'4'
T4 rid ;oy
00"% 00"% 00000ft X
AM L
[D F= F1
June 19, 1996
This letter is a follow up to the meeting DEM held with your Jerry McCrain and Diclde
Harmon for Environmental Services, Inc. As your consultants have discussed with you, a
stormwater/wetland mitigation plan will be needed before we can complete actions to
approve your wetland fill. From my discussions with Mr. Harmon, I understand that these
plans will be developed soon. We will promptly review them after receipt.
Please call me at 919-733-1786 if you have any questions.
cc: Mooresville DEM Regional Office
Central Files
John Dorney
Asheville field Office Corps of Engineers
Sincerely,
Jo n R. Dorney
Division of Environmental Management - Environmental Sciences Branch
4401 Reedy Creek Rd., Raleigh, NC 27626-0535 - Telephone [phone] - FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
NCWRr,HCP,FALLS LAKE TEL:[phone]
A
North Carolina Wildlife Resources
commission
Habitat Conservation Program
P O Box 118
Northside NC 27364
Fax Cover Sheet
DATE: March 19, 1996 TIME:
TO: John Domey
DEM Water Quality Section
FROM: Owen F. Anderson
Piedmont Region Coordinator
RE: Combined Ventures Inc
CC:
PHONE:
FAX:
PHONE:
FAX:
Mar 19'96 8:39 No.002 P.01

919-77&1785
919-528-9886
919-528-9839
Number of pages Including cover sheet: [ 2 ]
Message
I will not be able to attend the meeting this morning on this 401 application. Visited the area but ratty not
have been at the correct location. Sec attached mop.
This area Is rapidly becoming urbanized; therefore, all wetlands are Important in protecting water quality.
We are especially concerned about the remaining watland acres and request that they be protected by toed
restrictions to prevent future wetland dostruction.
I have attached a map wbere I made a site visit. On future applications it would be helpful for appiienut to
include some existing landmarks since the roads do not have road sips
Thanks
Owen
NCWRC,HCP,FALLS LAKE TEL:[phone] Mar 19'96 8:39 No.002 P.02
ENVIRONMENTAL SERVICES, INC. `4? ?Q1.
,
1100 WAKE FOREST ROAD, SUITE 200 '.Or T' <i
RALEIGH, NORTH CAROLINA 276042 I
[phone] FAX [phone]
January 16, 1997
Mr. John Dorney
Division of Water Quality, DEHNR
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Re: Weddington Road improvements (former Kings Grant lands) - 401 Water Quality
Certification. WQC Project #960172
Dear John:
Environmental Services, Inc. (ESI) has received a contract from the City of Concord to proceed with
mitigation as a condition of 401 Water Quality Certification for the above referenced project. As you
are aware, the original Nationwide Permit and 401 request for this work was initially requested by
Interstate Combined Ventures for the Kings Grant project. However, the City of Concord has
assumed responsibility for completing the mitigation.
Mitigation will include placement of a sediment basin below Kings Grant Blvd./Weddington Road
and the restoration/creation of wetlands (a minimum of two additional acres) in upper reaches of the
Rocky River floodplain. EST will develop plans for the basin, and perform baseline DRAINMOD
modeling to determine what areas of the floodplain can become jurisdictional wetlands through
blockage of ditches. Our work will begin immediately. We will be happy to provide you with a copy
of our studies upon completion of the work and review of the results by our client.
I hope this commitment to proceed with mitigation will be sufficient to allow your office to
immediately release the 401 Certification for this project (to be conditioned as stipulated above).
Please call me if you have any questions.
Sincerely,
ENVIRONMENTAL SERVICES, INC.
Jerry McCrain, Ph.D., CEP
Vice President
cc: Tim Lowder, City of Concord
Dale Gentle, Interstate Combined Ventures
01/16/1997 12:08
n
919-B33-0078
ENVIRONMENTAL SERV
ENVIRONMENTAL SERVICES, INC.
1100 Wake Forest Road, Suite 200
Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone]
TO: J a? w Zrtity IS?e -e lboaPb
FROM: J eYyyl /? ?Cyar+TOTAL PAGES: Z
TELEFAX NO.: 3 3 ??SI
DATE: f
PROJECT NO.:
PAGE 01
MESSAGE: o P f fro C, o 4 f
G-kr/ vo c - T e &.r 4,L-,(// Pr or rif le" 1f of
If you have had dfficul& in receiving this fax message, please call [phone] and request
to speak to the person listed below.
CONTACT
01/16/1997 12:08 919-833-0078 ENVIRONMENTAL SERV PAGE 02
1
Etw[RQN>vI13N n SERVICES INC,
110D WAKE FOREST ROAD, SUrM 200
RALEIGH, NORTH CAROLINA 27604
(919) 113MU FAX [phone]
lanuary 16, 19,97
Mr. John Dorney
Division of Water Quality, DEHNR
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Re: Weddington Road improvements (former Kings Grant lands) - 401 Water Quality
Certification. WQC Project #960172
Dear John:
Environmental Services, Inc. (ESI) has received a contrast from the City of Concord to proceed with
mitigation as a condition of 401 Water Quality Certification for the above referenced project. As you
are aware, the original Nationwide Permit and 401 request for this work was initially requested by
Interstate Combined Ventures for the Kings Grant project. However, the City of Concord has
assumed responsibility for completing the mitigation.
Mitigation will include placement ofa sediment basin below Kings Grant Blvd./Weddington Road
and the restoration/creation of wetlands (a minimum of two additional acres) in upper reaches of the
Rocky River floodplain. ESI will develop plans for the basin, and perform baseline DRAINMOD
modeling to determine what areas of the floodplain can become jurisdictional wetlands through
blockage of ditches. Our work will begin imomediately. We will be happy to provide you with a copy
of our studies upon completion of the work and review of the results by our client.
I hope this commitment to proceed with mitigation will be sufficient to allow your office to
immediately release the 401 Certification for this project (to be conditioned as stipulated above).
Please call me if you have any questions.
Sincerely,
ENVIRONMENTAL SERVICES, INC.
I
?5? r Af ` w
Jerry McCrain, PhD., CEP
Vice President
cc: Tim Lowder, City of Concord
Dale Gentle, Interstate Combined Ventures

09?,,? ?,7y&> ?•ns?o? le?f QQo,w
i

a. Qa?

--- - --- ---- --
Ako
ENVIRONMENTAL SERVICES, INC
1100 WAKE FOREST ROAD, SUITE 200
RALEIGH. NORTH CAROLINA 27604
(919) 833-(V-,4 FAX [phone]
February 15, 1996
k..
Mr. Steve Chapin
U.S. Army Corps of Engineers
Regulatory Field Office
Grove Arcade Building, Room 75
37 Battery Park Avenue
Asheville, North Carolina 28801-2714
Re: Roadway improvements, Interstate Combined Ventures, Inc.
Cabarrus County, N.C.
Dear Steve:
Fc'?' 1
Interstate Combined Ventures, Inc. owns commercial property located between I-85 and US 29 in
southwestern, Cabarrus County, N.C. (Figure 1). Currently, the company proposes site-specific
culvert placement and intersection improvements in order to accommodate future roadway access
to areas immediately adjacent to 1-85 above the upper Rocky River floodplain (Figure 2). These
improvements will allow for construction of an access road (Gateway Court) into properties
bordering Kings Grant Blvd. and provide for fixture connection of Weddington Road (Sheet S1,
attached).
Proposed improvements will involve crossing of a headwater tributary to the Rocky River. This
action will require extension of an existinC7 culvert under Kings Grant Blvd. for a distance of
approximately 809 feet (Sheet S1 and S2, attached). Rip rap revetment will be placed at the lower
discharge point of the 9' X 8' double barrel concrete box culvert to prevent erosion and scouring of
channel embankments (Sheet S1 and S2, attached). Roadway placement will effectively isolate a
small headwater pocket (0.41 acre) between Kings Grant Blvd. and proposed Gateway Court. which
will be filled (Figure 3). Finally, lower reaches of the Gateway Court roadway will involve
encroachment within 0.15 acre of floodplain fringe. A total of 1.40 acres of headwater
wetlands/surface waters will be affected by this action.
Environmental Services, Inc. (ESI) delineated wetlands on the subject property in 1995. A signed
plat of this delineation is provided with this application. Recent coordination with your of!-ice has
determined that potential impacts associated with proposed improvements will occur within
headwater systems subject to Nationwide Permit 926 (NWP #26) 33 CFR 330.5 Appendix A & I3)
review. A Pre-discharge Notification (PD's) application package requesting issuance of NWP #26
for 1.4 acres of impacts is hereby submitted for your approval. A copy of this application package
has also been submitted to the N.C. Division of Environmental Management for review and issuance
of 401 Water Quality Certification.
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ENVIRONMENTAL SERVICES, INC. 12)
1100 WAKE FOREST ROAD, SUITE 200
RALEIGH, NORTH CAROLINA 27604 [phone] FAX [phone]

February 15, 1996
Mr. Steve Chapin
U.S. Army Corps of Engineers
Regulatory Field Office
Grove Arcade Building, Room 75
37 Battery Park Avenue
Asheville, North Carolina 28801-2714
Re: Roadway improvements, Interstate Combined Ventures, Inc.
Cabarrus County, N.C.
Dear Steve:
1J I U i

Interstate Combined Ventures, Inc. owns commercial property located between I-85 and US 29 in
southwestern, Cabarrus County, N.C. (Figure 1). Currently, the company proposes site-specific
culvert placement and intersection improvements in order to accommodate future roadway access
to areas immediately adjacent to I-85 above the upper Rocky River floodplain (Figure 2). These
improvements will allow for construction of an access road (Gateway Court) into properties
bordering Kings Grant Blvd. and provide for future connection of Weddington Road (Sheet S I,
attached).
Proposed improvements will involve crossing of a headwater tributary to the Rocky River. This
action will require extension of an existing culvert under Kings Grant Blvd. for a distance of
approximately 809 feet (Sheet Sl and S2, attached). Rip rap revetment will be placed at the lower
discharge point of the 9'X 8' double barrel concrete box culvert to prevent erosion and scouring of
channel embankments (Sheet Sl and S2, attached). Roadway placement will effectively isolate a
small headwater pocket (0.41 acre) between Kings Grant Blvd. and proposed Gateway Court, which
will be filled (Figure 3). Finally, lower reaches of the Gateway Court roadway will involve
encroachment within 0.15 acre of floodplain fringe. A total of 1.40 acres of headwater
wetlands/surface waters will be affected by this action.
Environmental Services, Inc. (ESI) delineated wetlands on the subject property in 1995. A signed
plat of this delineation is provided with this application. Recent coordination with your office has
determined that potential impacts associated with proposed improvements will occur within
headwater systems subject to Nationwide Permit #26 (NWP #26; 33 CFR 330.5 Appendix A & B)
review. A Pre-discharge Notification (PDN) application package requesting issuance of NWP #26
for 1.4 acres of impacts is hereby submitted for your approval. A copy of this application package
has also been submitted to the N.C. Division of Environmental Management for review and issuance
of 401 Water Quality Certification.
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RECEIVED ENVIRONMENTAL SERVICES, INC.
JUN 2 71991• 1100 WAKE FOREST ROAD, SUITE 200
RALEIGH, NORTH CAROLINA 27604
EwaoN &NIALSc1ENCES
[phone] FAX [phone]
27 .tune 1997
Mr. John Dorney
Division of Water Quality, DEHNR
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Re: 401 Water Quality Certification Violation
Weddington Road (Kings Grant), Cabarrus County
Dear John:
On behalf of Landex, Inc., Environmental Services, Inc. (ESI) is responding to the Division of Water
Quality (DWQ) 401 Water Quality Certification violation (Cease and Desist) notice of 09 June as
stipulated in the notice.
Landex received your certified letter which contained the violation notice on 17 June. As of 17
June, violation activities which had been occurring in the unnamed tributary of the Rocky River
adjacent to Kings Grant Boulevard had ceased. In addition, the matting and seeding of creek slopes
and unvegetated areas adjacent to the stream had been completed.
A meeting of representatives of DWQ, ESI, and Landex, Inc. was held on 25 June at the Raleigh
office of DWQ to discuss the unauthorized stream impacts and lack of sedimentation controls which
precipitated the issuance of the 401 Water Quality violation. Appropriate actions to rectify the
unauthorized stream impacts were identified and agreed upon by the representatives. These required
actions are as follows:
1. An application for an after-the-fact permit with appropriate documentation will be
submitted to DWQ by Landex, Inc. or a Landex, Inc. representative.
2. A rock-check-dam will immediately be installed within the stream channel down
stream of the impact area to retard sediment entering the Rocky River. The rock-
check-dam is to remain in place until all adjacent site grading activities have been
completed.
3. Develop, submit for approval, and implement a stream mitigation plan which will
stabilize the current creek banks and enhance aquatic life within the impacted section
of the stream.
As of the date of this letter, Landex, Inc. has begun implementation of these activities by having a
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REcovEU
,SUN 2 71991.
EMaON 411 kSCIENCES
27 June 1997
Mr. John Dorney
ENVIRONMENTAL SERVICES, INC.
1100 WAKE FOREST ROAD, SUITE 200
RALEIGH, NORTH CAROLINA 27604
[phone] FAX [phone]
Division of Water Quality, DEHNR
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Re: 401 Water Quality Certification Violation
Weddington Road (Kings Grant), Cabarrus County
Dear John:
On behalf of Landex, Inc., Environmental Services, Inc. (ESI) is responding to the Division of Water
Quality (DWQ) 401 Water Quality Certification violation (Cease and Desist) notice of 09 June as
stipulated in the notice.
Landex received your certified letter which contained the violation notice on 17 June. As of 17
June, violation activities which had been occurring in the unnamed tributary of the Rocky River
adjacent to Kings Grant Boulevard had ceased. In addition, the matting and seeding of creek slopes
and unvegetated areas adjacent to the stream had been completed.
A meeting of representatives of DWQ, ESI, and Landex, Inc. was held on 25 June at the Raleigh
office of DWQ to discuss the unauthorized stream impacts and lack of sedimentation controls which
precipitated the issuance of the 401 Water Quality violation. Appropriate actions to rectify the
unauthorized stream impacts were identified and agreed upon by the representatives. These required
actions are as follows:
An application for an after-the-fact permit with appropriate documentation will be
submitted to DWQ by Landex, Inc. or a Landex, Inc. representative.
2. A rock-check-dam will immediately be installed within the stream channel down
stream of the impact area to retard sediment entering the Rocky River. The rock-
check-dam is to remain in place until all adjacent site grading activities have been
completed.
Develop, submit for approval, and implement a stream mitigation plan which will
stabilize the current creek banks and enhance aquatic life within the impacted section
of the stream.
As of the date of this letter, Landex, Inc. has begun implementation of these activities by having a
ENVIRONMENTAL SERVICES, INC.
Mr. John Dorney
27 June 1997
Page 2
rock-check-dam installed within the creek channel between the Rocky River and the impacted
section of the stream. Compliance with all required actions to rectify the violation will occur in a
timely manner.
It is the intent of Landex, Inc. to maintain the water quality of streams which occur within the project
boundaries and comply with the conditions of the 401 Water Quality Certification. If you have
questions concerning this matter please contact me at [phone] or Keith Dacus of Landex, Inc.
at [phone].
Sincerely,
ENVIRONMENTAL SERVIC S, INC.
17
mac' e? ???^{)-v'
Richard G. Harmon, PWS
Senior Scientist
cc: Steve Chapin, USACOE Asheville Field Office
Pete Colwell, DWQ Raleigh Office
Keith Dacus, Landex, Inc.
Dale Gentle, Landex, Inc.
Tim Lowder, City of Concord
Todd St. John, DWQ Mooresville Office
Al t2 T lea
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ENVIRONMENTAL SERVICES, INC.
1100 WAKE FOREST ROAD, SUITE 200
RALEIGH, NORTH CAROLINA 27604
[phone] FAX [phone]
April 9, 1997
Mr. John Dorney
Division of Water Quality
DEHNR
4401 Reedy Creek Road
Raleigh, North Carolina 26707
Re: Weddington Road Conceptual Mitigation Plan
Dear John:
Environmental Services, Inc. is pleased to provide you with a conceptual mitigation plan for the
above referenced project. Please note that our mitigation plan in the first part of the document deals
primarily with wetlands and the encompassed stormwater detention basin for this area. A total of 3.2
acres (2.9 acres of created bottomland hardwood wetlands and 0.3 acre of emergent marsh in the
detention basin) will be created; another 5.9 acres of existing wetlands within the upper reaches of
the Rocky River floodplain will be incorporated into our mitigation proposal. A second stormwater
basin is proposed north of Weddington Road and is discussed in the Eddy Engineering document in
the appendix.
I hope you will find this information to be helpful in your evaluation of the project, and that our
mitigation objectives meet the mandates of the conditional 401 Water Quality Certification issued in
February, 1997. We welcome your comments on this conceptual plan. Final planning and
implementation will be contingent upon acceptance of our proposal by your agency.
Please call me or Richard Harmon if you have any questions.
Sincerely,
ENVIRONMENTAL SERVICES, INC.
JJJ /?JJ/.,
fff ' Jerry McCrain, Ph.D., CEP
Vice President
i
i
i
CONCEPTUAL WETLAND MITIGATION AND
STORMWATER PLAN FOR WEDDINGTON ROAD
CABARRUS COUNTY, NORTH CAROLINA
ESI Project ER97-001
Prepared for:
City of Concord
66 Union Street South
Concord, NC 28025
and
Interstate Combined Ventures
Smith Tower, Suite 420
5555 Highway 29
Harrisburg, NC 28075
Prepared by:
ENVIRONMENTAL SERVICES, INC.
1100 Wake Forest Road, Suite 200
Raleigh, North Carolina 27604
Tel [phone] Fax [phone]
April 1997
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TABLE OF CONTENTS
Page
INTRODUCTION ...............................................1
RATIONALE .................................................1
AFFECTED ENVIRONMENT .......................................3
IV. MITIGATION AND STORMWATER SITES ............................. 5
Project Overview ......................................... 5
Existing Conditions ........................................ 5
Physiography, Tophography, and Land Use .................. 5
Soils .............................................7
Plant Communities ................................... 7
Existing Hydrology .................................. 10
Wetlands ........................................10
VI. MITIGATION PLAN ............................................ 13
Wetland Restoration Modeling ............................... 13
Hydrologoical Modeling ............................... 13
Surface Water Model ........................... 13
Groundwater Model ............................ 13
DRAINMOD Pre-restoration ....................... 14
Reference Forest Ecosystem Modelling .................... 15
Wetland Creation/Restoration Methodology ...................... 16
Hydrology ........................................ 16
HEC-1 Results ................................ 19
DRAINMOD Results post-restoration ................ 19
Plant Community Restoration .......................... 20
Planting Plan ................................. 21
Planting Program .............................. 23
VII. SUMMARY .................................................24
VIII. REFERENCES ................................................25
APPENDIX
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LIST OF FIGURES
Page
Figure 1. Location Map ........................................... 2
Figure 2. Site Location and Topography ............................... . 6
Figure 3. Hydric Soils ............................................ . 8
Figure 4. Existing Plant Community .................................. . 9
Figure 5. Surface Water Flow ...................................... 11
Figure 6. Jurisdictional Wetlands .................................... 12
Figure 7. Proposed Alteration Plan ................................... 17
Figure 8. Typical Control Structures .................................. 18
Figure 9. Planting Plan ........................................... 22
LIST OF TABLES
Page
Table 1. Wetland Impact - Types and Acreage ........................... 3
Table 2. Results of Preliminary DRAINMOD Modelling of Pre-restoration
Conditions .............................................15
Table 3. Results of Preliminary DRAINMOD Modelling of Post-restoration
Conditions .............................................20
Table 4. Target Species for Wetland Community Restoration ................ 21

CONCEPTUAL WETLAND MITIGATION AND STORMWATER PLAN
WEDDINGTON ROAD
' CABARRUS COUNTY, NORTH CAROLINA
1. INTRODUCTION
' Interstate Combined Ventures, in conjunction with the City of Concord, propose to construct
a new access roadway parallel to Interstate Highway 85 south of Rocky River (Figure 1). The
' new roadway, Weddington Road, will extend from Speedway Boulevard to north of Rocky
River, terminating at Belk Road. The first segment of Weddington Road will extend from
Speedway Blvd to just south of Rocky River. The proposed roadway is planned to open in late
' 1998 and will be incorporated into the City of Concord-Cabarrus County Thoroughfare Plan,
and will provide a necessary connector through a rapidly developing urban area.
' II. RATIONALE
' The Section 404 permit application for Weddington Road was submitted on February 15, 1996
and a permit verification letter was issued March 21, 1996. Approval of 401 Water Quality
' Certification was granted by the North Carolina Department of Environment, Health and
Natural Resources' Division of Water Quality (DWQ) on January 21, 1997 for placement of
' 1.4 acres of fill material in wetlands or waters for the purpose of developing a commercial area
and road crossings at 1-85 and King's Grant Boulevard (DWQ Project #960172). Restoration
or creation of wetlands, and development of a stormwater management plan were conditions
required under this certification. A conceptual wetland mitigation and stormwater plan has
been developed in accordance with these conditions and is described in the present report.
' This report examines the wetland mitigation and stormwater management strategy for dealing
with anticipated wetland losses and increased stormwater runoff associated with the
' development of Weddington Road. The information contained herein is intended to supplement
and support Interstate Combine Ventures/City of Concord's Section 404 permit and for 401
Water Quality Certification. The conceptual mitigation plan outlines a method to replace
wetland functions associated with the loss of 1.4 acres (ac) (0.6 hectares [ha]) of wetlands
associated with development of Weddington Road, and to simultaneously accommodate
' stormwater runoff. Detailed mitigation and stormwater plans will be developed pending
Division of Water Quality review of conceptual plans and receipt of detailed topographic
mapping of the mitigation area.

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I Environmental Weddington Road Storm Water
Services, Inc. Wetland Mitigation Project: ER97001
Cabarrus County, North Carolina Date: April 1997
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III. AFFECTED ENVIRONMENT
' Jurisdictional wetlands within a study area incorporating the proposed Weddington Road
corridor were delineated by Environmental Services, Inc. (ESI) and were verified in April and
' October 1995 by representatives from the COE and N.C. Division of Water Quality (DWQ).
The entire study area was walked and all systems were evaluated as to jurisdictional status.
The COE requires the presence of three parameters (hydrophytic vegetation, hydric soils, and
' evidence of hydrology) in support of a jurisdictional determination (DOA 1987). Wetland
impacts were calculated based on field evaluation and review of proposed construction plans.

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Wetlands within the proposed Weddington Road corridor were found to be palustrine in nature,
as defined by Cowardin et aL (1979). Wetland systems vary in vegetation composition
depending upon hydrologic regime and site-specific disturbances. Approximately 1.4 ac (0.6
ha) of wetlands will be impacted by the construction (U.S. COE Permit 199600742). Wetland
types and associated acreage within the construction limits are listed in Table 1.
Table 1. Wetland Impact - types & acreage.

Segment Palustrine forested
broad-leaved deciduous
(PFO1 C) Open Water
(POW) TOTAL
ac
(ha in parenthesis)
Rocky River 0.2 0.0 0.2 (0.1)
Unnamed Tributaries 0.4 0.8 1.2 (0.5)
PROJECT TOTALS 0.6 0.8 1.4(0.6)
' Although no quantitative methodology was employed to determine values of affected systems,
general wetland functions were evaluated based on best professional judgement using
' parameters described in hydrogeomorphic (HGM) functional assessment technology (Brinson
1993). The following two types have been identified:
' Palustrine forested, broad-leaved deciduous, seasonally flooded (PF01 C) - Impacted
headwater forested wetlands are concentrated within the floodplain fringe of Rocky
River and an unnamed tributary to Rocky River. Approximately 0.6 ac (0.2 ha) of
headwater wetlands will be impacted at the stream crossing by project construction of
Weddington Road. Soil types occurring in these systems consist primarily of Chewacla
' loams (F/uvaquentic Dystrochrepts). These soils are somewhat poorly drained and
characteristically found on floodplains along major streams and minor creeks within the
' region. Characteristic canopy species include sweet gum (Liquidambar styracif/ua), red
maple (Acerrubrum), eastern cottonwood (Popu/us de/toides), tulip poplar (Liriodendron

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' tulipifera), river birch (Betula nigra), American sycamore (Platanus occidentalis) and
American elm (Ulmus americana). Understory species include canopy species along
' with slippery elm (Ulmus rubra), ironwood (Carpinus caroliniana), and black willow
(Safix nigra). Groundcover is usually sparse, consisting of pockets of royal fern
' (Osmunda regafis) and false nettle (Boehmeria cylindrica) around canopy gaps.
The hydrologic pathway for this community in Piedmont regions is primarily seasonal
t flooding from upland runoff, topographical seeps and, to a lesser extent, adjacent
stream channel flow. Due to their landscape position, these communities act as major
' receptors of upland runoff and are therefore functionally valuable ecosystems (Cooper
et al. 1986). Important biogeochemical functions performed by floodplains which
dissect urban regions include removal of elements and compounds, retention of
' particulates, and nutrient cycling (Brinson et af. 1995). However, the ability of these
communities to remove and transform excess nutrient loads may have been jeopardized
by long-term land use practices and channelization. These systems also act as buffers
' during times of flooding, reducing runoff rates and allowing for absorption and
infiltration (high value for flood-flow alteration).
' Palustrine open water (POW) - Approximately 0.8 ac. (0.3 ha) of open water areas will
be impacted by Weddington Road. Open water systems include a channelized stream
' area of an unnamed tributary of Rocky River. The channelization and down cutting of
the stream has reduced the function of adjacent wetland areas.
The mitigation strategy proposed herein provides for compensation of these impacts.

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IV. MITIGATION AND STORMWATER SITES
' Project Overview
A 9.0 ac (3.6 ha) portion of the Rocky River floodplain adjacent to proposed Weddington Road
t has been selected as mitigation for 1.4 ac. (0.6 ha) of jurisdictional impacts associated with
construction of the road. This site is part of the upper floodplain reach of the Rocky River and
is defined by the floodway of the Rocky River to the north and channelized tributaries on the

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western and eastern boundaries (Figure 2). Upland terraces are along the tributaries with
jurisdictional wetlands located in the middle. An earthen berm will be constructed to extend
around the upper reaches of the floodplain near the juncture of Weddington Road and Kings
Grant Boulevard creating a 9.0 ac (3.6 ha) basin. Uplands within the basin will be graded to
the adjacent wetland elevation. Elevations will be determined during the topographic mapping
phase of the project. Water control structures within the basin will allow the berm to function
as a natural levee by attenuating stormwater runoff associated with development of adjacent
areas. Site alterations will afford the opportunity to create or restore additional wetlands
within the floodplain while simultaneously attenuating stormwater runoff from adjacent areas.
A wet detention basin is proposed to treat stormwater runoff associated with future planned
development between Weddington Road and Interstate 85. This site is located within an
upland terrace above the floodplain and adjacent to the west side of Weddington Road (Figure
2). Supporting documentation is presented in Appendix A. The remainder of the present
document focuses on the conceptual wetland mitigation and stormwater plan for the 9.0 ac
(3.6 ha) site located between Weddington Road and the Rocky River.
Existing Conditions
The mitigation site was visited in April 1996 and February 1997 to evaluate existing
conditions, to confirm Natural Resource Conservation Service (NRCS) soil mapping, and to
collect data allowing preliminary modeling of site hydrology.
Physiography. Topography. Geology, and Land Use
The Weddington Road Mitigation Site is located in southwestern Cabarrus County,
approximately 1000 feet (ft) (305 meters [m]) east of the Speedway Boulevard Interchange
at Interstate 85 and adjacent to the proposed Weddington Road. The site consists of
approximately 9.0 ac. (3.6 ha) of disturbed floodplain forest adjacent to Rocky River. It
appears that most of the site has been affected by stream channelization, sewer line
installation, and surrounding urbanization.
The subject property is located in the Charlotte Belt of the Piedmont physiographic province
of North Carolina (DNR 1985). Topographically, the Piedmont is characterized by rolling hills
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well dissected by stream valleys, with relief increasing westward. The streams generally form
dendritic drainage patterns indicating limited structural control on drainage. The Piedmont is
underlain by a series of igneous and metamorphic rocks. The composition varies from mafic
to felsic (silica-poor to silica-rich). The origins of the facies range from plutonic intrusives,
metamorphosed plutonic intrusives, to metamorphosed volcanic sedimentary rocks. The
Charlotte Belt is composed of igneous and metamorphic rocks covered by regolith consisting
of weathered in place residium and soil. Based on the geologic map of North Carolina, bedrock
at the Site is metamorphosed quartz diorite rock described as foliated to massive (DNR 1985).
The landscape is characterized by low floodplain, with steep ridges, and relic stream channels.
Elevations in the immediate area of the site range from 650 ft. (198 m) above mean sea level
(MSL) along upland ridges to 580 ft. (177 m) MSL along Rocky River (Figure 2).
Soils
The entire site has been mapped by the Natural Resource Conservation Service (NRCS) as
Chewacla series (USDA 1988) which is characterized as sandy loam of moderate permeability.
Chewacla soils are non-hydric soils that can have hydric inclusions. In an undrained condition,
the seasonal high water table varies from 0.5 ft (0.2 m) to 1.5 ft (0.5 m) below soil surface.
Hydric soil boundaries on the site were delineated in March 1995 by ESI personnel. Figure 3
depicts the hydric/nonhydric soil boundaries identified on the site.
The channelization of perennial streams adjacent to the site and construction of new roads
have altered the site's hydrologic regime. As a result, secondary indicators of hydrology
(gleyed colors, concretions, etc.) in the upper soil horizons appear to be limited.
Plant Communities
The site is characterized by floodplain, mesic, and cut-over forest adjacent to Rocky River
(Figure 4). The soil and landform gradient suggest that natural forest communities which
existed prior to disturbances included mesic and wetland forest species. The floodplain
forested community comprises approximately 5.8 ac. (2.3 ha) of the total 9.0 ac. (3.6 ha)
mitigation area. The floodplain forest is located at the base of an upland slope and receives
upland runoff. The floodplain forest is predominantly jurisdictional wetland. Characteristic
species of the floodplain forest community are cottonwood, American elm, American
sycamore, tulip poplar, red maple, and sweet gum.
The mesic forest community comprises approximately 1.8 ac (0.7 ha) and the cut-over area
represents approximately 1.4 ac (0.6 ha) of the total 9.0 ac (3.6 ha) mitigation area. Mesic
forest occurs on a slightly higher elevational gradient and does not support jurisdictional
wetlands. Characteristic species of the mesic forest community are swamp chestnut oak
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(Quercus michauxii), white oak (Q. alba), tulip poplar, sweet gum, and mockernut hickory
(Carya alba). The cut-over area appears to have supported a mesic hardwood community and
' is now in the process of natural regeneration of historic cover.
' Existing Hydrology
Two channelized tributaries are present adjacent to the site. The northern tributary is a
perennial stream ranging from 5 to 10 ft (1.5 to 3.0 m) wide at bank top and is incised from
' 3 to 5 ft (1.0 to 1.5 m). The southern tributary is also a perennial stream with a bank width
ranging from 1.5 to 5.0 ft (0.5 to 1.5 m), and a depth ranging from 0.5 to 1.5 ft (0.2 to 0.5
' m). Hydrology at the site is controlled by the spatial proximity and morphology of the
channelized unnamed tributary of Rocky River along the northwest boundary and upland runoff
from adjacent upland slopes. Surface water runoff at the site flows northeast toward Rocky
River (Figure 5).
Several gullies are present within the non-jurisdictional sections of the site. These gullies are
' located on spacings averaging 125 ft (38 m) apart, and are situated perpendicular to the
adjacent tributaries. These gullies range in depth from 6 to 39 in (15 to 99 cm), and are
' exhibit evidence of past scouring activity; the gullies are presently partially vegetated. The
western section of the site was recently clear cut. Central and eastern sections of the site
remain forested; however, these areas were impacted by tropical storms which passed through
' the area in 1995 and 1996. At the time of the site visits, there was no evidence of forest
regeneration. Evidence of beaver activity was present on the site.
' Water that does not runoff and enter the Rocky River infiltrates the soils and becomes part of
the groundwater system, where hydrology is controlled by the interaction of soils, bedrock,
and vegetation. Bedrock underlying the site is comprised of igneous and metamorphic rocks
covered by regolith consisting of weathered-in-place regolith. A thin veneer of alluvium has
been deposited on stream floodplains. The regolith varies in thickness from less than 1.0 ft
' to greater than 30 ft (0.3-9.1 m). Groundwater within the regolith moves through substrate
pores from topographic high points to lower gradients following slope contours. Below the
regolith, groundwater flows through fractures in unweathered bedrock along joints and faults.
Wetlands
' In March 1995, ESI requested verification of the jurisdictional delineation of the site from the
COE. Mr. Steve Chapin, COE Asheville field office, verified the delineation by ESI (Figure 6).

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V. MITIGATION PLAN
Wetland Restoration Modeling
A number of preliminary mitigation design studies have been utilized for creation/restoration
planning on the site. These include surface and groundwater hydrologic modeling, and
Reference Forest Ecosystem (RFE) characterizations (EPA 1990).
Hydrological Modeling
Data indicate that storm water runoff will be a major hydrological input into this system.
Therefore it was determined that use of a surface water model would need to be coupled with
groundwater modeling in order to confidently forecast the probabilities of achieving the
wetland hydrology criteria after implementation of restoration measures. A flood hydrograph
model, HEC-1 (DOA 1993a), was the most appropriate tool for addressing surface water
concerns.
Surface Water Model
The HEC-1 model is designed to simulate the surface runoff response of a water body from
' precipitation by expressing the basin as an interconnected system of hydrologic and hydraulic
components. Each component specifies a particular characteristic through a mathematical
relationship which describes the associated physical process. HEC-1 was only utilized to
predict post-project hydrological conditions at the site. Complete results are included in
Appendix A.

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Groundwater Model
Groundwater modeling was also conducted in conjunction with HEC-1 work in order to predict
pre- and post-project wetland conditions. The groundwater modeling software selected as
most appropriate for simulating shallow subsurface conditions and groundwater behavior was
DRAINMOD. This model was developed by Dr. R.W. Skaggs of North Carolina State University
(NCSU). The model was originally developed to simulate the performance of agricultural
drainage and water table control systems on sites with shallow water table conditions.
DRAINMOD was subsequently modified for application to wetland studies by adding a counter
that accumulated the number of times that the water table rose above a specified depth and
remained there for a given duration during the growing season. The model results can then be
analyzed to determine if wetland criteria are satisfied during the growing season, on average,
more than half of the years modeled (usually 30 years).
DRAINMOD predicts water balances in the soil-water regime at the midpoint between two
drains of equal elevation. The model is capable of calculating hourly values for water table
depth, surface runoff, subsurface drainage, infiltration, and actual evapotranspiration over long
13

' periods of climatological data. The reliability of DRAINMOD has been tested for a wide range
of soil, crop, and climatological conditions. Results of tests in North Carolina (Skaggs, 1982),
' Ohio (Skaggs et a/., 1981), Louisiana (Gayle et a/., 1985; Fouss et a/., 1987), Michigan
(Belcher and Merva, 1987), and Belgium (Susanto et a/., 1987) indicate that the model can be
' used to reliably predict water table elevations and drain flow rates. DRAINMOD has been used
to evaluate wetland hydrology by Skaggs et a/. (1993).
' DRAINMOD Pre-restoration
The hydrology of various soil-water conditions applicable to the study site was simulated using
DRAINMOD. The simulation evaluated Chewacla soil, which is a sandy clay loam that was
demonstrated to contain extensive hydric inclusions on-site. Soil input parameters for
DRAINMOD were calculated by the NRCS model, DMSOIL (Baumer and Rice 1988), using soil
' texture data from samples collected on site. Soil hydraulic conductivity values used in these
preliminary DRAINMOD simulations were from estimated values from DMSOIL. A depth of 10
ft (306 cm) was selected as the depth to an impermeable layer. The depth of depressional
' storage used in the initial DRAINMOD simulations was 2 in (5 cm). The wetland hydrology
criteria used in the simulation was saturation within 12 in (30 cm) of the surface for 26 days
' (12.5 percent of the growing season; set as March 21 to October 15). Drainage on-site is
controlled by the Rocky River, two unnamed tributary streams, and a series of drainage
features (gullies/ditches) which drain the western portion of the site into the channelized
stream. Field observations determined that these gulleys are on average 125 ft (38 m) apart
and range in depth of up to 39 in (100 cm). Tributary streams and drainage features were
' treated as ditches for the modeling purposes to determine the current radius of drainage
influence. Simulations were conducted for time periods from 1950 to 1986 using
climatological records for Charlotte, North Carolina for those years.
The pre-restoration DRAINMOD simulations indicate that lands with elevation greater than
583 feet will not meet wetland hydrology criteria of saturation within 12 in (30 cm) of the
' surface for at least 26 days, for 19 of the 37 years simulated at an average spacing of 223
ft (68 m) from the existing streams and drainage features (Table 2). However, due to the
' geometry of the streams and drainage ditches on site, there is considerable overlap of zones
of influence associated with the drainage features. The area which is free of over lapping
influences roughly corresponds with the identified wetland area on-site (approximately 5.8 ac
[2.3 hal), which occupies a topographic depression.
' The results of the DRAINMOD simulations indicate that without some means of reducing
runoff and increasing infiltration (i.e. grading, retention structure, etc.), the two non-
jurisdictional areas of site cannot be expected to achieve jurisdictional wetland status.
u
14

n
I I
Table 2. Results of Preliminary DRAINMOD Modeling of Pre-restoration Conditions,
Weddington Road Project, Cabarrus County, North Carolina.

Ditch Depth
Ditch Spacing Years of Climatological
Record Used Number of Years
Wetland Hydrology
Criteria Achieved
2:40 cm (2:15 in) 38 m 1125 ft) 1950 -1986 0 of 37
25 cm (10 in) 38 m (125 ft) 1950 -1986 5 of 37
15 cm (6 in) 38 m 0 25 ft) 1950 -1986 8 of 37
15 cm (6 in) 43 m 041 ft) 1950 -1986 8 of 37
15 cm (6 in) 48 m 0 57 ft) 1950 -1986 8 of 37
15 cm (6 in) 53 m (174 ft) 1950 -1986 8 of 37
15 cm (6 in) 58 m 0 90 ft) 1950 -1986 9 of 37
15 cm (6 in) 63 m (207 ft) 1950 -1986 10 of 37
15 cm (6 in) 68 m (223 ft) 1950 -1986 11 of 37
UNAINIVIULI treats aii open cnannei drainage features as a ditch
Reference Forest Ecosystem Modelinq
In order to restore or create a forested wetland for mitigation purposes, a reference community
endpoint needs to be established. According to Mitigation Site Type Classification (MIST)
guidelines (EPA 1990), the area of proposed restoration should attempt to emulate a Reference
Forest Ecosystem (RFE) in soils, hydrology, and vegetation. RFEs are composed of relatively
undisturbed woodlands on/near the mitigation site which support soil, landform, and
hydrological characteristics that restoration activities are attempting to emulate. Although
selection of the RFEs is determined by soil, hydrologic, and landform parameters, there is much
variation within local forested areas that may not be represented in the sample plots. Nearly
all potential RFE sites selected for this study have been impacted in the past by anthropogenic
disturbances, and the species composition of the plots should be considered as a minimum
starting point in restoration procedures. Therefore, RFE information, when incorporated into
a community restoration plan, should be modified based on community information obtained
from other available resources. Reference forest data utilized in restoration planning have been
modified, where appropriate, to emulate steady state community structure as described in
Classification of the Natural Communities of North Carolina (Schafale and Weakley 1990).
During 1995 ESI conducted several RFE studies within Piedmont floodplains of the Cabarrus-
Mecklenburg County area. (ESI 1995a, 1995b). Specifically, the study areas were located
within the floodplain of Long Creek, southwest of Beatties Ford Road and the floodplain of
Little Sugar Creek, north of NC 51. Both study areas were located in Mecklenburg County
adjacent to channelized streams with additional impacts from sewer line installation. The
study areas have similar landscape position and soils as the proposed Weddington Road
15

mitigation site. Results of these studies indicated that regional floodplain forest canopies are
dominated by tulip poplar, river birch, sweet gum, and red maple. To a lesser extent, a
' mixture of American sycamore, eastern cottonwood, black gum (Nyssa sy/vatica), willow oak
(Quercus phe/%s), and green ash (Fraxinus pennsy/vanica) are also found. Disturbance seems
' to increase the occurrence of tulip poplar.
Based on available information, other potential members of the floodplain forest community
' may include cherrybark oak (Quercus pagoda), swamp chestnut oak (Q. michauxii), overcup
oak (Q. /yrata) and American elm (U/mus americana) (Schafale and Weakley 1990).
' Wetland Creation/Restoration Methodology

I

n

Hydrology
The mitigation site floodplain has been influenced by numerous anthropogenic activities within
the recent past such as the construction of Speedway Boulevard immediately to the south and
the channelization of adjacent tributaries. These activities have reduced hydrological and
biochemical functions of the floodplain. Restoration and enhancement of these floodplain
functions will be provided by hydrological inputs in the form of stormwater flow from nearby
road and strip mall development, and grading upland areas to the approximate elevations of
existing wetlands within the mitigation site. Re-contouring/grading the site will remove spoil
piles and establish three forebays to capture and mitigate stormwater flow (Figure 7). Inflow
from stormwater culverts will be directed onto the site as sheet flow via level spreaders (Figure
8). As the spreaders reach capacity, water will discharge onto adjacent terraces, thereby
uniformly saturating or inundating these areas. In addition, water control structures with a
permanent pool, (Figure 8) and an earthen berm will be employed to increase and control
hydroperiod.
The permanent pool will be approximately 0.3 ac (0.1 ha) in area and 3 ft (0.9 m) deep.
Location of the pool will be within an excavated upland area in the northern section of site.
The function of the pool will be to meet stormwater requirements.
The earthen berm will be approximately 1360 ft (415 m) in length and average 4 ft (1.2 m) in
height. The berm will extend from the existing natural ridge slope in the southeast corner of
the site, northwest along the site periphery to the proposed revetment associated with the
Weddington Road culvert. The function of the berm will approximate that of a natural levee
by delaying the recession of stormwater runoff back into adjacent tributaries. Construction
of the berm may impact approximately 0.4 ac (0.2 ha) (600 by 30 ft [183 by 0.9 m]) of
wetlands. However, proposed site modifications will allow for a 9.0 ac (3.9 ha) stormwater
16

i
i
PRIMARY i
SPIL
XC
UPLAND
582
x
x
ROPOSED A
REVETMEN WE PILL
EMBANK NT SECONDARY
W/0 AC ESS SPILLWAY
E BANKMENT LEGEND
EX AVATED W ACC
UPLAN AREA MANHOLE MH
• 60
OPE FLOODWAY
634 OLIN
x x 6? / FOREBAY OF
s3s
x
6 s64 ?. (649 MAP SOURCE
?x 1
CITY OF CONCORD
?
\2023/
! pi x GIS DEPARTMENT
4
200 0 200 400 600
SCALE: 1 IN. = 200 FT. Environmental Services, Inc. WeddIngton Road Proposed
Raleigh, North Carolina King's Grant Alteration Plan
Cebarrus Co., NC
EDDY ENGINEERING, P.C. Project 97016 April 1997 Figure 7
PU IIO( EI'.;67 ILUfJLII. ML' .17561 19191 Sib V4' h'AC 19191 SIB-Ih7;

FLOOD POOL DMA CREST
(MIN. 12' FOR "NT.
F SEE DE AIL MIN ELSEWHERE
DEf POOL / GRAVEL SURF.)
NORMAL POOL /
EL 583.5 FT
= OUTLET
PROTECTION
Ixv
ANCHOR BLOCK
EMBANKMENT SECTION
NOT TO SCALE
OUTLET
PROTECTION SEDIMENT
STORAGE
A ?
SEEPAGE
PROTECTION
PREFABRICATED
SLUICE GATE AND OPERATOR
PRECAST MANHOLE F
BELOW NORMAL
POOL WATER INLETS
ANCHOR BLOCK
TYPICAL SECTION
INTERNAL WEIR RISER
NOT TO SCALE
PREFABRICATED
SLUICE GATE AND OPERATOR
LEVEL
LOW WEIR SPREADER
LIP
LEVEL
SPREADER
SWALE WETLAND
AREA
SEDIMENT FOREBAY AND LEVEL SPREADER
TYPICAL SECTION
NOT TO SCALE
MUD VALVES
W/ STD 2" DIA OPERATOR
BELOW NORMAL -
POOL WATER INLETS
ANCHOR BLOCK -
TYPICAL SECTION
MULTIPLE VALVE RISER
NOT TO SCALE
Environmental Services, Inc. Neddington Road
Raleigh, North Carolina King's Grant
Cabcrrus Co., NC
EDDY ENGINEERING, P.C.
-^.t:1 7 ;UitlC;tti' .:;nI E;::ir rII r, Project 97016
MANHOLE COVER
' W/ HINGED ALUM. HATCH
INTERNAL WEIR
'N/ FLASH BOARD
OUTLET
PIPE
MANHOLE COVER
W/ HINGED ALUM. HATCH
.CAST MANHOLE RISER
SADDLE
FLANGE (TYP)
OUTLET
PIPE
Typical Control
Structures
April 1997 Figure 8

I

u

n
retention basin providing for creation/restoration of approximately 3.2 ac (1.3 ha) of wetlands.
Site modifications will provide enhanced function of existing wetlands and improve stormwater
runoff retention. In addition, qualitative evaluations indicate that significant attenuation of
high flood peaks may be achieved by the proposed site modifications.
HEC-1 Results
HEC-1 simulations assumed that the drainage basin for the mitigation site consisted of 30 ac
(12.1 ha). It was assumed that the proposed road and adjacent commercial development
would have a post development rational runoff coefficient of 0.70. The rational runoff
coefficient is consistent with urban development and was used to estimate flood peaks for
emergency spillway design. The site was modeled for a 1 inch (in) (2.54 centimeter [cm])
rainfall event. The volume of runoff (1 in over 30 ac [2.54 over 12.1 ha]) is estimated to
produce a potential flood rise of 4.2 in (10.7 cm) within the bermed area. Therefore, the
results demonstrate two important points: 1) the retention system meets state stormwater
guidelines by retaining the first inch of rainfall for 2-5 days; and 2) decreased runoff caused
by the berm results in increased infiltration, thereby increasing periods of shallow groundwater
saturation sufficient to meet wetland hydrology criteria (See DRAINMOD Results).
DRAINMOD Results: Post-restoration
Preliminary DRAINMOD simulations were conducted of expected conditions on the subject
property following alteration by grading the site, plugging the gulleys, and redirecting the
surface drainage to maximize on-site retention time. The wetland hydrology criteria used in
the simulation was saturation within 30 cm (12 in) of the surface for 26 days (12.5 percent
of the growing season; set as March 21 to October 15). Simulations were conducted for time
periods from 1950 to 1986 using climatological records for Charlotte, North Carolina for those
years. As with the pre-restoration simulations, part of the goal was to determine the minimum
radius of influence of the drainage features (the unnamed tributary streams) allowing wetland
hydrology. Ditch spacings were assumed until DRAINMOD outputs indicated that the
hydrology criteria would be met at least every other year. DRAINMOD must assume some
form of drainage at some distance for modeling purposes. Therefore, for this study, ditches
filled to within 6 in. of the surface at the peripheral ends of the site were modeled for post-
restoration conditions. DRAINMOD cannot model above ground structures, however the slope
seepage variable in the model was modified to compensate for the effect of the proposed
berm. Based upon the expected post-restoration conditions, areas graded down within the
retention structure are expected to meet wetland hydrology up to a maximum 30 of 37 years
with an average duration of shallow saturation of approximately 42 days (as shown in Table
3). Based upon these simulations, it is reasonable to expect that the site will meet
jurisdictional wetland hydrology criteria following alteration.
19
u

r

F1

Table 3. Results of Preliminary DRAINMOD Modeling of Post-restoration Conditions, Weddington Road
Project, Cabarrus County, North Carolina.

Ditch Depth
Ditch Spacing Years of Climatological
Record Used Number of Years
Wetland Hydrology
Criteria Achieved
2:40 cm (t15 in) 38 m (125 ft) 1950 -1986 0 of 37
25 cm (10 in) 38 m (125 ft) 1950 -1986 10 of 37
15 cm (6 in) 38 m (125 ft) 1950 -1986 23 of 37
15 cm (6 in) 53 m (174 ft) 1950 -1986 24 of 37
15 cm (6 in )2 68 m (223 ft) 1950 -1986 24 of 37
15 cm (6 in )2 100 m (328 ft) 1950 -1986 30 of 37
UNAINMUU treats all open channel drainage teatures as a ditch
Anticipated conditions following site grading and construction activities
Plant Community Restoration
Restoration of wetland forested communities will provide habitat for area wildlife and allow
for development and expansion of characteristic wetland dependent species across the
landscape. Ecotonal changes between community types developed through a landscape
approach to community restoration contribute to area diversity and provide secondary benefits,
such as enhanced feeding and nesting opportunities for mammals, birds, amphibians, and other
wildlife.
RFE data and on-site observations, coupled with experience in forest ecosystem classification
and a review of the available literature, were used to develop the primary plant community
associations that will be promoted during community restoration activities.
Creation/restoration of approximately 2.9 ac (1.2 ha) of hardwood forest wetlands within cut-
over and mesic forest (upland) areas adjacent to the channelized tributaries and the creation
of 0.3 ac (0.1 ha) of emergent marsh in the stormwater retention basin is proposed within the
site. In addition, enhancement of approximately 5.8 ac (2.3 ha) of existing hardwood forest
wetlands through supplemental planting of mast producing species is planned. The forest
community is targeted to support river birch, overcup oak, swamp chestnut oak, cherrybark
oak, green ash, and tulip poplar. The marsh is targeted to support cow-lily (Nuphar /uteum),
duck potato (Sagittaria /atifo/ia), and bulrush (Scirpus va/idus). Opportunistic species which
typically dominate disturbed wet floodplain forests and emergent marshes have been excluded
from initial community restoration efforts. Opportunistic species include loblolly pine (Pinus
taeda), sweet gum, red maple, and cattail (Typha spp.). In addition, American sycamore has
been excluded due to perceived low ecosystem value indicated by various natural resource
personnel. Efforts to inhibit early site domination by opportunistic species may be required
20

n

n

during the first several years of tree and marsh growth to encourage diversity. However, these
species should also be considered important components of steady-state wetland communities
where species diversity has not been jeopardized.
The following planting plan serves as the blueprint for community restoration. The anticipated
results are expected to reflect potential vegetative conditions which may be achieved after
steady-state conditions prevail over time.
Planting Plan
A planting plan is proposed for the mitigation area to reestablish wetland community patterns
across the landscape (Figure 9). The plan consists of: 1) acquisition of available wetland
species; 2) implementation of proposed surface topography improvements; and 3) planting of
selected species on site. The COE Compensatory Hardwood Mitigation Guidelines (DOA
1993b), Flood Tolerances in Plants (Whitlow and Harris 1979), and Classifications of the
Natural Communities of North Carolina (Schafale and Weakley 1990) were utilized in
developing this plan.
The species selected for planting will be dependent upon the availability of local seedling
sources at the time of planting. Target planting species are depicted in Table 4.
Table 4. Target species for wetland community restoration.
Community Species Recommended for Planting
Wet Hardwood Forest 1. Swamp Chestnut Oak (Quercus michauxiil
2. Cherrybark Oak (Q. pagoda)
3. Willow Oak (Q. phellos)
4. Overcup Oak (Q. lyrata)
5. Tulip poplar (Liriodendron tulipifera)
6. Green Ash (Fraxinus pennsylvanica)
7. American Elm (Ulmus americana)
8. Carolina Ash (Fraxinus caroliniana)
9. River Birch (Betula nigra)
Emergent Marsh 1. Sweet Flag (Acorus calumus)
2. Cow-Lily (Nuphar luteum)
3. Reed Canary Grass (Phalaris arundinacea)
4. Duck Potato (Sagittaria latifolia)
5. Bulrush (Scirous validus)
21

i
MITIGATION SITE BOUNDARY
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Planting Program
Within the wet hardwood forest creation/restoration areas, bare root seedlings of tree species
' will be planted on 8-foot (2.4 m) centers (680 trees/acre). Certain characteristic canopy trees
such as sweet gum, red maple, and loblolly pine have not been incorporated into this plan
' because these species are expected to colonize the site through natural recruitment. No
groundcover or understory elements are proposed for planting; these species are expected to
colonize the site through natural recruitment from adjacent bottomland forest areas and stream
' banks. Within the existing wet forest community, the community structure and diversity will
be enhanced through supplemental plantings of hard mast species from Table 4.
' Emergent marsh will be created within the stormwater retention pond by planting
tubers/rhizomes of selected herbaceous species on 3-ft (1.0-m) centers (10,890 stems/acre).
' The species chosen for planting were selected for their stabilizing effect during initial marsh
development; additional species diversity is expected to increase through natural recruitment.
' Planting will be performed between December 1 and March 15 to allow plants to stabilize
during the dormant period and set root during the spring season. Removal or control of
' competing nuisance vegetation will be implemented as necessary to ensure adequate survival
of target wetland plants.

23

n

V. SUMMARY
As planned, Weddington Road will provide improved traffic flow in southern Cabarrus County.
Approximately 1.4 ac (0.6 ha) of headwater wetlands and surface waters may be impacted
by the project. Mitigation for wetlands impacted by the project is proposed within a site
adjacent to the impacts.
The proposed conceptual mitigation strategy consists of creating/restoring approximately 3.2
ac (1.3 ha) of uplands by grading to the level of existing wetlands elevations on-site. Wet
hardwood forest will be created/restored on 2.9 ac (1.2 ha). Emergent marsh will be created
in a 0.3 ac (0.1 ha) stormwater retention basin. An additional 5.8 ac (2.3 ha) of existing wet
hardwood forest will be enhanced through supplemental plantings and hydrologic
manipulations.
The wetland hydroperiod for the entire mitigation site will be augmented through the use of
stormwater, which will be retained on-site via an earthen berm designed to simulate a natural
floodplain levee. Within the levee, water control structures will be employed to delay the
recession of stormwater runoff back into Rocky River tributaries, thus extending the period of
water storage and deposition of sediments within the floodplain. At the same time, these
control structures can be used to increase discharges into tributaries during major storm events
in an effort to reduce long term ponding.
In summary, the proposed conceptual mitigation and stormwater plan provides for
creation/restoration of approximately 3.2 ac (1.3 ha) and enhancement of approximately 5.8
ac (2.3 ha) of wetlands contiguous to existing wetlands of the Rocky River floodplain.
Restoration of hydrodynamic and biogeochemical processes in floodplain wetlands should
result in improvements to water quality inputs into receiving waters. In addition, the presence
of restored natural communities will provide wildlife habitat of greater area-wide function than
the impacted floodplain system along the Weddington Road corridor. Based on the proposed
mitigation strategy, hydrogeological modeling results, and current research, this mitigation
project is expected to meet and exceed mitigation needs associated with the new Weddington
Road project.
24

VI. REFERENCES
Baumer, 0. and J. Rice. 1988. Methods to predict soil input data for DRAINMOD. ASAE
Paper No. 88-2564. ASAE, St. Joseph, MI 49085.
Belcher, H.W. and G.E. Merva. 1987. Results of DRAINMOD verification study for
Zeigenfuss, soil and Michigan climate. ASAE Paper No. 87-2554. ASAE, St. Joseph,
MI 49085.
' Brinson, M.M. 1993. A Hydrogeomorphic Classification for Wetlands. Wetlands Research
Program Technical Report WRP-DE-4. U.S. Army Corps of Engineers Waterways
Research Experiment Station. Vicksburg, MS.
' Brinson, M.M., F.R. Hauer, L.C. Lee, W.L. Nutter, R.D. Smith, and D. Whigham. 1995.
Guidebook for Application of Hydrogeomorphic Assessments to Riverine Wetlands.
' U.S. Army Corps of Engineers Waterways Experiment Station. Vicksburg, MS.
' Cooper, H. H., Jr., J. D. Bredehoft, and I. S. Papadopoulos. 1967. Response of a finite-
diameter well to an instantaneous charge of water. Water Resources Research, 3, pp
263-269.
' Cowardin, L.M., V. Carter, F. C. Golet, and E. T. Laroe. 1979. Classification of Wetland and
' Deepwater Habitats of the United States. Fish and Wildlife Service, U.S. Department
of Interior.

Department of the Army (DOA). 1987. Corps of Engineers Wetland Delineation Manual.
Tech. Rpt. Y-87-1, Waterways Experiment Station, COE, Vicksburg, Mississippi.
Department of the Army (DOA). 1993a. HEC-1 Flood Hydrograph Package User's Manual.
Corps of Engineers (COE), Hydrological Engineer Center, Davis, CA.
Department of the Army (DOA). 1993b. Compensatory Hardwood Mitigation Guidelines
(12/8/93). Corps of Engineers Wilmington District.
Department of Natural Resources and Community Development (DNR). 1985. Geologic Map
of North Carolina. NC Geological Survey.
Environmental Protection Agency (EPA). 1990. Mitigation Site Type Classification (MiST): a
methodology to classify pre-project mitigation sites and develop performance standards
25

for construction and restoration of forested wetlands. EPA Workshop, August 13-15,
1989. EPA Region IV and Hardwood Research Cooperative, NCSU, Raleigh, North
' Carolina.
' Environmental Services, Inc. (ESI). 1995a; unpublished. Compensatory Mitigation Plan: Little
Sugar Creek Site; Charlotte Outer Loop, Mecklenburg County, North Carolina.
Technical Report Prepared for the N.C. Department of Transportation.
Environmental Services, Inc. (ESI). 1995b; unpublished. Compensatory Mitigation Plan: Long
' Creek Site; Charlotte Outer Loop, Mecklenburg County, North Carolina. Technical
Report Prepared for the N.C. Department of Transportation.
t Fouss, J. L., R. L. Bengtson and C. E. Carter. 1987. Simulating subsurface drainage in the
lower Mississippi Valley with DRAINMOD. Transactions of the ASAE 30(6): 1679-
1688.
' Gayle, G. R. W. Skaggs, and C. E. Carter. 1985. Evaluation of a water management model
' for a Louisiana sugar cane field. J. of Am. Soc. of Sugar Cane Technologists 4: 18-
28.
' Schafale, M.P. and A.S. Weakley. 1990. Classification of the Natural Communities of North
Carolina: Third Approximation. NC Natural Heritage Program, Division of Parks and
' Recreation, NC Department of Environment, Health, and Natural Resources, Raleigh,
NC.

Skaggs, R. W. 1982. Field evaluation of a water management simulation model. Transactions
of the ASAE 25(3): 666-674.
Skaggs, R. W., N. R. Fausey, and B. H. Nolte. 1981. Water management evaluation for North
Central Ohio. Transactions of the ASAE 24 (4): 922 - 928.
Skaggs, R.W., et a/. 1993. Methods for Evaluating Wetland Hydrology. ASAE meeting
presentation Paper No. 921590. 21 pp.
Susanto, R. H., J. Feyen, W. Dierickx, and G. Wyseure. 1987. The use of simulation models
to evaluate the performance of subsurface drainage systems. Proc. of Third
International Drainage Workshop, Ohio State Univ., pp. A67 - A76.
26

U.S. Department of Agriculture (USDA). 1988. Soil Survey of Cabarrus County, North
Carolina, USDA Soil Conservation Service.
' U.S. Department of Agriculture (USDA). 1991. HYdric Soils of the United States. In
' cooperation with the National Technical Committee for Hydric Soils, USDA Soil
Conservation Service.
' Whitlow, T.H. and R.H. Harris. 1979. Flood Tolerance in Plants: A State-Of-The-Art Review.
U.S. Army Engineer Waterways Experiment Station, Vicksburg, MS.

27
I

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I

APPENDIX A
STORMWATER MANAGEMENT AND WETLAND
FEATURES CONCEPTUAL DESIGN REPORT

STORMWATER MANAGEMENT AND WETLAND
FEATURES CONCEPTUAL DESIGN REPORT
WEDDINGTON ROAD
KING'S GRANT
CABARRUS COUNTY, NORTH CAROLINA
Prepared for:
Mr. Richard Harmon
Environmental Services, Inc.
1100 Wake Forest Road, Suite 200
Raleigh, NC 27604
March 31, 1997
Project 97016
EDDY ENGINEERING, P.C.
Post Office Box 61367
Raleigh, North Carolina 27661
[phone]
Fax [phone]
tif9iff•fff
CARO1 f?,?•,
Y ?
t $r
3iAtCV7

' TITLE PAGE
TABLE OF CONTENTS
LIST OF FIGURES
LIST OF APPENDICES
TABLE OF CONTENTS
1.0 INTRODUCTION ...................................................... - 1 -
1.l Project Description and Location . 1
1.2 Authorization ........................................................ - 1 -
' 1.3 Purpose ............................................................. -1-
1.4 Project Personnel ..................................................... - 1 -
2.0 HYDROLOGIC AND HYDRAULIC ANALYSES ............................ - 2-
2.1 Approach ........................................................... .2-
t 2.2 Rainfall and Runoff ....................................................
2.3 Site 1 - 2-
- 2-
2.3.1 Stormwater Treatment ........................................... - 3-
2.3.2 Wetland Hydrology ..............................................
2.3.3 Spillway Sizing - 3-
- 3-
2.3.4 Flood Attenuation .............................................. - 3-
2.4
2.4.1 Stormwater Treatment . - 4-
2.4.2 Spillway Sizing ................................................ - 4-
2.4.3 Flood Attenuation .............................................. - 4-

' 3.0 CONCEPTUAL DESIGNS ................................................
3.1 Site Constraints ...................................................... -5 -
- 5 -
3.2 Sitel .............................................................. .5-
' 3.2.1 Stormwater Features
.............................................
3.2.2 Wetland Features - 5 -

- 6-
3.3 Site 2 .............................................................. . 6-
4.0 LIMITATIONS ......................................................... .8-
' FIGURES
APPENDICES

LIST OF FIGURES
' 1. VICINITY MAP
2. SITE PLAN
' 3. SITE 1 PLAN
' 4. SITE 1 DETAILS
5. SITE 2 PLAN AND DETAILS

' LIST OF APPENDICES
' A. CALCULATIONS
B. HEC-1 AND SPREADSHEET PROGRAM OUTPUT

' ii

1.0 INTRODUCTION
Eddy Engineering, P.C., has completed a conceptual design study of stormwater and wetland
appurtenances for the proposed King's Grant development near Concord, NC. This report
presents the results of this study.
1.1 Project Description and Location
The proposed development site is located immediately east of the I-85/Speedway Boulevard
interchange in Cabarrus Co., NC. A site vicinity map is presented in Figure 1. A portion of the
FC&A plans indicating the proposed roadway alignments is presented in Figure 2. Development
of this site is anticipated to require the mitigation of destroyed wetlands and treatment of
stormwater runoff. Preliminary plans prepared by FC&A Consulting Engineers, indicate that
runoff from the site will be directed to two general areas on either side of an unnamed tributary
to the Rocky River. For purposes of this study, we have assumed that Weddington Road will be
constructed to approximately Sta. 25+00, 1000 feet short of the designed length.
1.2 Authorization
These services were authorized by acceptance of Eddy Engineering Proposal 033, on February 5,
1997, by Mr. Gerald R. McCrain.
1.3 Purpose
The purpose of this study is to evaluate the approximate size and type of engineering features
needed to meet stormwater and wetland mitigation requirements for the proposed development.
Final design of these features will require more detailed mapping, field location of certain site
' features, and additional analyses. Other analyses, evaluations, and site modifications may be
required to obtain the required mitigation area.
' 1.4 Project Personnel

Analyses were performed by and/or under the direction of John L. Eddy, P.E., Project Manager.
A. Scott Harrell, E.I.T, and John A.K. Tucker, P.E., provided assistance on the study.

i
' -2-
2.0 HYDROLOGIC AND HYDRAULIC ANALYSES
' The following discussion presents an overview of the hydrologic and hydraulic analyses. Details
regarding hydrologic and hydraulic analyses can be found in Appendix A of this report.
Supporting HEC-1 and spreadsheet computer output is presented in Appendix B.
' 2.1 Approach
' The proposed approach for mitigation and stormwater treatment divides the development into
two sections. For convenience, these areas will be referred to as Area 1 and Area 2. Area 1 is
the out-parcel area along Speedway Boulevard. Area 2 is the area bounded by I-85, the proposed
' Weddington Road (through Sta. 25+00) and the proposed Y- roadway as indicated on the FC&A
plans (see Figure 2).
Areas 1 and 2 can be made to drain to sites 1 and 2 as indicated approximately on Figure 2. As
described in Section 3.0, Site 1 will be a combination wetland mitigation and stormwater
' management feature. Site 2 will be exclusively a stormwater management feature. Please refer
to Section 3.0 for feature descriptions.
2.2 Rainfall and Runoff
Design rainfall was taken from the United States Weather Bureau TP-40 and National Oceanic
' and Atmospheric Administration HYDRO-35. A summary of design rainfall data is presented in
Appendix A. For these preliminary volume analyses, we assumed that all of the rainfall reaching
the ground would be translated into runoff. This is considered a reasonable approximation given
' the future high percentage of impervious area likely to exist in the watershed and the relatively
long duration of the detention within the proposed stormwater feature.

To size the outlet works, assumptions regarding the proposed development had to be made. We
assumed that the proposed development would have a post development Rational runoff
coefficient of 0.70. This Rational runoff coefficient is consistent with urban development.
Rational runoff coefficients are used to estimate flood peaks for emergency spillway design.
Coefficients were selected based on our understanding of the proposed development and
engineering experience and judgement.
2.3 Site 1
Site 1 has an approximate drainage area of 30 acres. Inflow to Site 1 currently occurs from
overland flow from the adjacent hillside and over-bank flow from the Rocky River and the two
bounding unnamed tributaries. After development, inflow will be sheet flow from the immediate
vicinity of the wetland area and from three concentrated outlets from stormwater culverts. These
outlets are indicated in Figure 3. Site 1 must treat stormwater and support wetland hydrology.

-3-
2.3.1 Stormwater Treatment
Treatment of stormwater will be accomplished by extended detention within the combination
natural and mitigated wetland area. Based on the North Carolina Department of
Environment, Health and Natural Resources Stormwater Best Management Practices (BMP)
manual, an extended detention wetland is assumed to have a Total Suspended Solids (TSS)
removal efficiency of 85 percent.
A detention time of two to five days is required to meet stormwater requirements. We
performed a detention time analysis using HEC-1. HEC-1 is the U.S. Army Corps of
Engineers Flood Hydrology Package. Our analysis indicates that a four day detention time
would require approximately 1.5 feet of weir length (HEC-1 program output is presented in
Appendix B). A larger weir length would produce a shorter detention time. Because outflow
is a linear function of weir length, the required weir length can be divided into more than one
outlet device.
2.3.2 Wetland Hydrology
To support wetland hydrology, we understand that water must be within 12 inches of the
ground surface for more than 12.5 percent of the growing season (March 15- October 15).
This should be at least 26 consecutive days preferably early in the growing season based on
discussions with ESI personnel.
We used the volume of runoff (one inch over 30 acres) to estimate a potential flood rise of
4.2 inches for Site 1 due to a one-inch rainfall (30 inch-acres/7.2 acres). Establishment of
wetland hydrology in surrounding upland areas may be difficult with this small available
flood rise. As such, excavation of surrounding upland areas to the approximate elevation of
the existing wetland line in combination with increased stormwater retention time may
enable the creation of a larger area of new wetlands.
2.3.3 Spillway Sizing
Preliminary emergency spillway size for Site 1 was computed based on safe passage of the
post development 100-year peak inflow of 170 cubic feet per second (cfs). Sizing for peak
inflow is conservative because of the large storage potential at Site 1. To pass the peak
inflow and keep spillway head to less than one foot, an emergency spillway approximately 42
feet wide is required. Restricting head over the spillway will reduce the need for outlet
protection.
2.3.4 Flood Attenuation
While not specifically analyzed in this study, a qualitative evaluation of Site 1 performance
indicates that there could be significant attenuation of high frequency flood peaks at Site 1.
17
LJ

-4-
The relatively large area of Site 1 compared to the overall watershed area results in a small
flood rise above normal pool for high frequency storms. Final design of Site 1 could take
advantage of the large surface area by providing significant flood attenuation storage. Flood
attenuation would be limited only by the potential for flood waters from the Rocky River
entering the basin and by site constraints.
2.4 Site 2

Site 2 has an approximate drainage area of 17 acres. Inflow to Site 2 currently occurs from
overland flow from the adjacent hillside. After development, inflow will be sheet flow from the
immediate vicinity of the wet detention basin and from a number of concentrated outlets from
stormwater culverts. The number and location of the concentrated outlets will depend on the
proposed development and revised roadway storm drain design.
2.4.1 Stormwater Treatment
Site 2 will treat stormwater only. Treatment of stormwater will be accomplished by extended
detention within the wet detention basin. Based on the North Carolina Department of
Environment, Health and Natural Resources Stormwater Best Management Practices (BMP)
manual, an extended detention wetland is assumed to have a Total Suspended Solids (TSS)
removal efficiency of 85 percent. A detention time of two to five days is required to meet
stormwater requirements. Please refer to Figure 5 and Section 3.0 of this report for specific
Site 2 stormwater features.
2.4.2 Spillway Sizing

We assumed that the watershed of Site 2 would have a post development SCS runoff Curve
Number of 85 based on judgment and Curve Number data presented in SCS TR-55 for urban
development. Flood routing analyses were performed using a spreadsheet computer
program. Program output is presented in Appendix B.
2.4.3 Flood Attenuation
Preliminary flood attenuation analyses indicate that the wet detention basin at Site 2 can
provide significant flood peak attenuation. Based on the spreadsheet flood routing presented
in Appendix B, up to a 45 percent reduction in the 100-year flood peak is possible.

-5-
3.0 CONCEPTUAL DESIGNS
The proposed conceptual designs described herein were developed in consultation with ESI
personnel. The stormwater from Area 1 will be treated at Site 1. Site 1 will also serve to
mitigate wetlands by increasing detention time and increasing the land area supporting wetland
function. Site 2 will treat the stormwater from Area 2. Site 2 will be a wet detention basin with
wetlands plantings, but will not be a part of the wetland mitigation plan.
3.1 Site Constraints
Site constraints included the proposed development, existing wetlands, property lines, sewer
easement, and floodway. Site constraints limit the areas available for stormwater treatment and
wetland mitigation. This is particularly true for Area 2, where the proposed stormwater feature
must be placed within otherwise developable land. The size and configuration of Site 1 is
restricted most significantly by the floodway for the Rocky River and the presence of existing
wetlands. Access to each site and forebay and room for sediment storage will also present site
constraints to be considered during final design.
3.2 Site 1
Our preliminary design for Site 1 is similar to that for an extended detention stormwater wetland.
Site 1 is an approximately 9-acre area, including existing wetlands and excavated perimeter
uplands. Major design features for Site 1 include excavated upland areas, a low dam, outlet
devices, and an emergency spillway. The approximate locations of these proposed features are
shown in Figure 3.
3.2.1 Stormwater Features
The small dam and outlet devices will detain stormwater runoff for sedimentation of
suspended particles and biological treatment of pollutants. A permanent pool would be
established around the primary spillway to meet stormwater requirements. The primary
spillway and permanent pool are located in the excavated upland area to reduce existing
wetlands impact. Usually, permanent pool area is about 15 percent of extended detention
wetland area. Because the extended detention area is large at Site 1, a permanent pool of
about 0.3 acres (3 to 5 percent of wetland area) is considered adequate to protect the outlet
device.
Two possible outlet device configurations are shown in Figure 4. Both systems will allow
adjustment of the normal pool elevation and will slowly release the detained stormwater
runoff. The first is a multiple internal valve system that employs mud valves set at different
elevations. In this system, a different valve could be opened to change the pool elevation.
The valves could also be partially opened to provide a throttling effect to alter outflow

t -6-
characteristics. The second alternative employs an internal weir and flash board system.
Flash boards could be removed or added as needed to change the normal pool level.
Different shapes cut into flash boards could be used to alter outflow characteristics. Both
' systems would be housed in a concrete riser structure that would have screened underwater
inflow to reduce the potential for beaver activity and floating debris to plug the outlet.
An appropriately-sized forebay should be located downstream of each stormwater outlet
where initial sedimentation will occur before flowing into the wetland area. Level spreader
ditches will receive water from forebay outlets and force it into sheet flow as it enters the
' wetlands areas.
3.2.2 Wetland Features
' A secondary outlet device could be provided as indicated in Figure 3 to ensure that the
' existing wetland area can drain completely. This device would be similar to the primary
outlet device. With this second outlet, the stormwater requirement of a permanent pool can
be met without permanently flooding existing wetland areas.
Excavation of the upland areas around the perimeter of Site 1 will increase the land area
made wet by this stormwater and wetland mitigation feature. Excavation of the upland area
' at the southern edge of Site 1 may create up to about 1.8 acres of mitigation wetlands.
Excavation of the upland areas near the northern edge of Site 1 my create up to about 1.1
acres of mitigation wetlands. Final available mitigation area will depend on subsurface
' features, hydrologic evaluations, actual ground contours, site constraints, and development
extent.
3.3 Site 2
Site 2 is located near Sta. 25+00 of the proposed Weddington Road. Alternative sites to the east
of the proposed Weddington Road were considered, but the necessary surface area was not
available within site constraints. The wet detention basin was designed in compliance with the
' guidelines found in the North Carolina Department of Environment, Health and Natural
Resources Stormwater Best Management Practices (BUT) manual.
The basin should be constructed as an excavated pond to place it low enough to capture runoff
from the adjacent roadway. Alteration of the proposed road storm drainage system will be
required to direct runoff to the basin.
' The spillway system will consist of a riseribarrel assembly. Site 2 will have a four-foot diameter
riser and a two-foot diameter barrel, with the riser crest at about Elevation 601 feet. A primary
orifice will be fitted into the side of the riser to establish the normal water surface elevation
(WSE) at 598 feet. The primary orifice will be adjustable so that the detention time can be
lengthened or shortened, as needed. A weir spillway is not provided because the riser barrel

-7-
system is sized to pass the 100-year runoff. A weir-type emergency spillway is impractical
because of the location of the road downstream of the basin.
' Runoff from the first inch of rainfall on Site 2 watershed will be passed through the primary
orifice over a period of 2 to 5 days. Larger storms will be passed through the top of the
riser/barrel assembly. The 100-year flood will cause the water surface to rise to about El. 603.5.

' -8-
4.0 LIMITATIONS
' This report was prepared subject to acceptance of our proposal, which includes our "Standard
Terms for Engagement." The recommendations and evaluations presented herein are based on
project information provided to us at the time of this report preparation. Assumptions regarding
subsurface conditions and configuration of existing features were necessary to prepare this report
and conceptual designs. All conclusions and recommendations should be considered
preliminary until these assumptions are verified.

FIGURES

SOL-
CernI
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A\?:? I?VII,11i:
q?l
4
I l
0 N1
Map taken from USGS 7.5-minute Quadrangle map "Harrisburg, NC."
Scale 1 " = 2000'
Environmental Services, Inc. Weddington Road
Raleigh, North Carolina King's Grant VICINITY MAP
EDDY ENGINEERING, P.C. Cabarrus Co., NC
Proj
?,x;.>r; truce nc ??e i9.yi;,M.,4, Project 97016 March 1997 Figure 1

-11? 1
To chwu m
Map taken from FC&A plans dated January, 1995.
Not to Scale
Environmental Services, Inc. Weddington Road
Raleigh, North Carolina King's Grant SITE PLAN
EDDY ENGINEERING, P. C. Cabarrus Co., NC
PO !iOA 5I :8' : ? ?? : '9N 16-160: e.AX ,ere) 5,i ??,:; Project 97016 March 1997 Figure 2
i
200 0 200 400 600
SCALE: 1 IN. = 200 FT.
Lt;(! ZIP
MANHOLE MH
FLOODWAY
FOREBAY OF
MAP SOURCE
CITY OF CONCORD
GIS DEPARTMENT
DAM CREST
FL000 POOL (MIN IT FOR MAINT.
SEE DETAIL +' MIN ELSEWHERE
OET. POOL GRAVEL SURF.)
i
NORMAL POOL /
EL. 583.8 FT - \

SEEPAGE
PROTECTION
OUTLET
PROTECTION
PREFABRICATED
SLUICE GATE AND OPERATOR
PRECAST MANHOLE RISER
BELOW NORMAL
POOL WATER INLETS
ANCHOR BLOCK
EMBANKMENT SECTION
NOT 1? SCALE
ANCHOR BLOCK
TYPICAL SECTION
INTERNAL WEIR RISER
NOT TO SCALE
PREFABRICATED
SLUICE GATE AND OPERATOR
OUTLET
PROTE_TIC'N SEDIMENT
STORAGE
LEVEL
LOW WEIR SPREADER
LIP
LEVEL
SPREADER
SWALE WETLAND
AREA
SEDIMENT FOREBAY AND LEVEL SPREADER
TYPICAL SECTION
NOT TO SCALE
MUD VALVES
W/ STD 2" DIA OPERATOR
BELOW NORMAL
POOL WATER INLETS
ANCHOR BLOCK -
TYPICAL SECTION
MULTIPLE VALVE RISER
NOT TO SCALE
Environmental Services, Inc. Weddington Road
Raleigh, North Carolina Kings Grant
EDDY ENGINEERING, P.C. Cabcrrus Co., NC
(;f: ?11i7GA. r? ,vun E,..,r9 ,la nr Project 97016
'CAST MANHOLE RISER
SADDLE
FLANGE (TYP)
OUTLET
PIPE
SITE 1 - DETAILS
March 1997 Figure 4
MANHOLE COVER
/W / HINGED ALUM. HATCH
INTERNAL WEIR
W/ FLASH BOARD
OUTLET
PIPE
MANHOLE COVER
ED ALUM. HATCH

I

EDDY ENGINEERING, P. C. Pr°jed C; ;701 & Page
BY I -W4ZZ92,C Date rZ
client ?SZ checked J,- 1xi Date
Projed N. li (Zpy + r
C 11-FO RM SICALC UM- W P D
SEDIMENT
FOREBAY
INLET WITH
RIPRAP
PROTECTION

RISER
SEE DETAIL
FLOOD POOL
DET. POOL DAM CREST
NORMAL POOL
BARREL OUTLET
WITH RIPRAP
- - PROTECTION
SEEPAGE
SECTION VIEW PROTECTION
ANTI-FLOTATION
ANCHOR
SED. STORAGE AREA
AND MAINT. BENCH
WITH ACCESS ROAD
RISER
SEDIMENT
FOREBAY
LOW WEIR -1
PLAN VIEW
FLOOD POOL
GROUND NORMAL POOL
SURFACE 10 FT, MIN.
- - - 1v 2 Fi MIN.
DH -
-_ I
TYPICAL BANK SECTION
RISER CREST
RISER
Z)RIMARY ORIFICE
SLUICE GATE
BARR
PREFAB, GATE
T? OnEP.ATOR
ED TRASH RACK
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ANCHOR BLOCK
BARREL
ANCHOR BLOCK
Environmental Services, Inc. Weddinaton Rood
RIOleigh, North Carolino ring's Grant I S;;E D -FLAN & DEi.A!LS
r* I rl-nTA*rnnTT•n n n C0''arrus Co., NC i
RISER DETAIL
NuT T,
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F-1

L
APPENDIX A
CALCULATIONS

0
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EDDY ENGINEERING, P.C. Pro'ed 27ol Pa$e t
BY ?. IC?TL>E?L Date 3'O)rZ
Client Checked ?? tnTf Date 3r-9`7
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Project Page 2
EDDY ENGINEERING, P.C.
BY S, "C6Z c`Z.L Date 3 - °7
Client ?5S Checked Date 2j -
Project Name
C.U •FORMSACALCLIN2. W PD

' Rainfall data for Concord, NC
Values are number of 1" or greater rain events.

F

year->
Month 95 94 93 92 91 90 89 88 87 86 sum ave.
1 2 1 2 1 2 1 0 1 3 0 13 1.30
2 3 1 0 1 0 2 2 0 1 0 10 1.00
3 0 4 5 2 2 1 1 1 1 1 18 1.80
4 0 1 2 2 1 0 0 0 1 1 8 0.80
5 1 1 1 1 0 3 3 0 0 0 10 1.00
6 2 4 1 3 1 1 0 1 1 0 14 1.40
7 0 2 2 0 1 1 0 0 0 1 7 0.70
8 3 2 1 1 1 0 1 4 2 2 17 1.70
9 1 1 1 1 1 0 2 2 4 0 13 1.30
10 2 2 1 2 0 5 3 1 0 2 18 1.80
11 1 0 1 4 1 1 2 2 3 0 15 1.50
12 Q Q 2 Q 1 1 2 Q Q Q Q 0.60
sum 15 19 19 18 11 16 16 12 16 7 149 14.90
Ave. 1.25 1.58 1.58 1.50 0.92 1.33 1.33 1.00 1.33 0.58 12.42 1.24
EDDY ENGINEERING, P.C.
3
' EDDY ENGINEERING, P.C. PrOjed ?2w16 Pag- 4'
BY S. Hy!q(?.C Date ?- °77
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APPENDIX B

HEC-1 AND SPREADSHEET PROGRAM OUTPUT

KING.OUT
.......................................
.,
• FLOOD HYDROGRAPH PACKAGE (HEC-1)
• SEPTEMBER 1990 '
` VERSION 4.0
• RUN DATE 03/29/1997 TIME 18:05+11
.........................................
X X XXXYX XX Xx xXX X
X X X X X XX
X X X X X
XXXXXXX Ya7CC X ID ?C X
X X X x X
X X x x X X
X X YXxYC Yx YY YYY XXX
Z:51 PAGE 1
' U.S. ARMY CORPS OF ENGINEERS
' HYDROLOGIC ENGINEERING CENTER +
• 609 SECOND STREET
• DAVIS, CALIFORNIA 95616
' [phone]
.......................................
r'i lc? Ly StS
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDS, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANCED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE. NEW FINITE DIFFERENCE ALGORITHM
1 HEC-1 INPUT PAGE 1
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
1 ID ______________________________________________________________________
2 ID KINGS GRANT SITE 1
3 ID PROJECT 97016
4 ID --------------------- - ----------------------------- - - -------------------
5 ID JOHN EDDY, P.E.
6 ID EDDY ENGINEERING, P.C.
7 ID P.O. BOX 61367
8 ID RALEIGH, NC 27661
9 ID [phone]
10 ID ____________________________________________________________________
11 ID FILE: KING.DAT
12 ID PURPOSE: DETENTION MODEL
13 ID 3-97
14 ID __________________________________________________________________
15 ID
••• FREE "•
'DIAGRAM
16 IT 60 300
17 10 0 0
18 KK R1
19 p4 SITE 1
20 RS 1 ELEV 584.13
21 SA 7.2 7.2
22 SE 583.8 588
23 SS 583.8 1.571 3.3 1.5
24 zz
1
SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLAW
••• HEC1 ERROR 4 ••• NO HYDROGRAPHS AVAILABLE TO ROUTE
V
V
18 R1
(•••I RUNOFF ALSO COMPUTED AT THIS LOCATION
1 ERRORS IN =.!Y M
................................. ......+.,••......•...•......•.....•....
• FLOOD HYDROGRAPH PACKAGE (HEC-1) • U.S. ARMY CORPS OF ENGINEERS
• SEPTEMBER 1990 • HYDROLOGIC ENGINEERING CENTER
• VERSION 4.0 • • 609 SECOND STREET
DAMS,
DATE 03/29/1997 TIME 18:05.11 • : CALIFORNIA 95616
• [phone]
......................................... .......................................
--------------------------------- --------" ---- - --- ---------------------
KINGS GRANT SITE 1

KTNG.OUT
PROJECT 97016
_ ________________________________________________________
JOHN EDDY, P.E.
EDDY ENGINEERING, P.C.
P.O. BOX 61367
RALEIGH, HC 27661
[phone]
-----------------------------------------------------
PILE: KING.DAT
PURPOSE. DETENTION MODEL
3-97
------
17 IO OUTPUT CONTROL VARIABLES
IRINT 0 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLAT SCALE
IT HYDROGRAPH TIME DATA
NMIN 60 MINUTES IN COMPUTATION INTERVAL
IRATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NO 300 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 13 0 ENDING DATE
NDTIME 1100 ENDING TIME
ICENT 19 CENTURY MARX
COMPUTATION INTERVAL 1.00 HOURS
TOTAL TIME BASE 299.00 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLAW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT

18 KE ..............
: R1
..............
SITE 1
HYDROGRAPH ROUTING DATA
20 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 584.13 INITIAL CONDITION
X .00 WORKING R AND D COEFFICIENT
21 SA AREA 7.2 7.2
22 SE ELEVATION 583.80 588.00
23 SS SPILLWAY
CREL 583.80 SPILLWAY CREST ELEVATION
SPWID 1.57 SPILLWAY WIDTH
COQW 3.30 WEIR COEFFICIENT
EXPW 1.50 EXPONENT OF HEAD
COMPUTED STORAGE-ELEVATION DATA
STORAGE .00 30 .24
ELEVATION 583.80 588 .00
COMPUTED OUTFLOW-ELEVAT ION DATA
OUTFLOW .00 .00 . O1 .06 .21 .49 . 96 1. 65 2. 62 3. 92
ELEVATION 583.80 583 .80 583. 81 583.85 583.92 584.01 584. 12 584. 27 584. 44 584. 63
OUTFLOW 5.58 7 .65 10. 18 13.22 16.81 21.00 25. 82 31. 34 37. 59 44. 62
ELEVATION 584.85 585 .10 585. 37 585.67 585.99 586.34 586. 72 587. 12 587. 55 588. 00
COMPUTED STORAGE- OUTFLOW-ELEVATION DATA
STORAGE .00 .09 . 37 .84 1.49 2.33 3. 36 4 .57 5. 97 7 .56
OUTFLOW .00 .01 . 06 .21 .49 .96 1 .65 2 .62 3 .92 5 .58
ELEVATION 583.80 583 .81 583. 85 583.92 584.01 584.12 584 .27 584 .44 584 .63 584 .85
STORAGE 9.33 11 .29 13 .44 15.77 18.29 21.00 23 .89 26 .97 30 .24
OUTFLOW 7.65 10 .18 13 .22 16.81 21.00 25.82 31 .34 37 .59 44 .62
ELEVATION 585.10 585 .37 585 .67 585.99 586.34 586.72 587 .12 587 .55 588 .00
PAGE 2
KING.OUT

J

1

PAGE 3
.......

....... ......

...... ....

.... .........

......... .........

......... ........

........ .....

..... .............
HnROGRAPH
............. ..........
AT STATION
.
. .........
R1 ....... ..... ........ ..... ......... ......... ........

DA MON
HRMN
ORD
OUTFLOW
STORAGE
STAGE
DA MON HRMN
ORD .
.......
OUTFLOW .........
STORAGE .......
STAGE .....
• DA ........
MON HRMN .....
ORD .........
OUTFLOW .........
STORAGE ........
STAGE
1 0000 1 1. 2.4 584.1 • 5 0400 101 0. .3 583.8 • 9 0800 201 0. .1 583.8
1 0100 2 1. 2.3 584.1 • 5 0500 102 0. .3 583.8 • 9 0900 202 0. .1 583.8
1 0200 3 1. 2.2 584.1 • 5 0600 103 0. .3 583.8 • 9 1000 203 0. .1 583.8
1 0300 4 1. 2.1 584.1 • 5 0700 104 0. .3 583.8 • 9 1100 204 0. .1 583.8
1 0400 5 1. 2.1 5:4.1 • 5 0800 105 0. .3 583.8 • 9 1200 205 0. .1 583.8
1 0500 6 1. 2.0 54.1 • 5 0900 106 0. .3 583.8 ` 9 1300 206 0. .1 583.8
1 0600 7 1. 2.0 584.1 • 5 1000 107 0. .3 583.8 • 9 1400 207 0. .1 583.8
1 0700 8 1. 1.9 584.1 • 5 1100 108 0. .3 583.8 9 1500 208 0. .1 583.8
1 0800 9 1. 1.8 584.1 5 1200 109 0. .3 583.8 • 9 1600 209 0. .1 583.8
1 0900 10 1. 1.8 584.0 • 5 1300 110 0. .3 583.8 • 9 1700 210 0. .1 583.8
1 1000 11 1. 1.7 584.0 • 5 1400 111 0. .3 583.8 • 9 1800 211 0. .1 583.8
1 1100 12 1. 1.7 584.0 • 5 1500 112 0. .3 583.8 ` 9 1900 212 0. .1 583.8
1 1200 13 1. 1.6 584.0 • 5 1600 113 0. .3 583.8 • 9 2000 213 0. .1 583.8
1 1300 14 1. 1.6 584.0 • 5 1700 114 0. .3 583.8 • 9 2100 214 0. .1 583.8
1 1400 15 1. 1.5 584.0 5 1800 115 0. .3 583.8 • 9 2200 215 0. .1 583.8
1 1500 16 0. 1.5 584.0 • 5 1900 116 0. .3 583.8 + 9 2300 216 0. .1 583.8
1 1600 17 0. 1.5 584.0 • 5 2000 117 0. .3 583.8 • 10 0000 217 0. .1 583.8
1 1700 18 0. 1.4 584.0 • 5 2100 118 0. .3 583.8 • 10 0100 218 0. .1 583.8
1 1800 19 0. 1.4 584.0 • 5 2200 119 0. .2 583.8 • 10 0200 219 0. .1 583.8
1 1900 20 0. 1.3 584.0 • 5 2300 120 0. .2 583.8 • 10 0300 220 0. .1 583.8
1 2000 21 0. 1.3 584.0 • 6 0000 121 0. .2 583.8 • 10 0400 221 0. .1 583.8
1 2100 22 0. 1.3 584.0 6 0100 122 0. .2 583.8 • 10 0500 222 0. .1 583.8
1 2200 23 0. 1.2 584.0 • 6 0200 123 0. .2 583.8 10 0600 223 0. .1 583.8
1 2300 24 0. 1.2 584.0 • 6 0300 124 0. .2 583.8 • 10 0700 224 0. .1 583.8
2 0000 25 0. 1.2 584.0 ` 6 0400 125 0. .2 583.8 • 10 0800 225 0. .1 563.8
2 0100 26 0. 1.2 584.0 • 6 0500 126 0. .2 583.8 • 10 0900 226 0. .1 583.8
2 0200 27 0. 1.1 584.0 • 6 0600 127 0. .2 583.8 ' 10 1000 227 0. .1 583.8
2 0300 28 0. 1.1 584.0 • 6 0700 128 0. .2 583.8 • 10 1100 228 0. .1 583.8
2 0400 29 0. 1.1 583.9 6 0800 129 0. .2 583.8 • 10 1200 229 0. .1 583.8
2 0500 30 0. 1.1 583.9 • 6 0900 130 0. .2 583.8 10 1300 230 0. .1 583.8
2 0600 31 0. 1.0 583.9 • 6 1000 131 0. .2 583.8 ` 10 1400 231 0. .1 583.8
2 0700 32 0. 1.0 583.9 • 6 1100 132 0. .2 583.8 * 10 1500 232 0. .1 583.8
2 0800 33 0. 1.0 583.9 • 6 1200 133 0. .2 583.8 • 10 1600 233 0. .1 583.8
2 0900 34 0. 1.0 583.9 ' 6 1300 134 0. .2 583.8 • 10 1700 234 0. .1 563.8
2 1000 35 0. .9 583.9 6 1400 135 0. .2 583.8 10 1800 235 0. .1 583.8
2 1100 36 0. .9 583.9 • 6 1500 136 0. .2 583.8 10 1900 236 0. .1 583.8
2 1200 37 0. .9 583-9 • 6 1600 137 0. .2 583.8 • 10 2000 237 0. .1 583.8
2 1300 38 0. .9 583.9 • 6 1700 138 0. .2 583.8 • 10 2100 238 0. .1 583.8
2 1400 39 0. .9 583.9 • 6 1800 139 0. .2 583.8 ` 10 2200 239 0. .1 583.8
2 1500 40 0. .8 583.9 • 6 1900 140 0. .2 583.8 10 2300 240 0. .1 583.8
2 1600 41 01 .8 583.9 • 6 2000 141 0. .2 583.8 • 11 0000 241 0. .1 583.8
2 1700 42 0. .8 563.9 • 6 2100 142 0. .2 583.8 • 11 0100 242 0. .1 583.8
2 1800 43 0. .8 583.9 • 6 2200 143 0. .2 583.8 ` 11 0200 243 0. .1 583.8
2 1900 44 0. .8 583.9 + 6 2300 144 0. .2 583.8 • 11 0300 244 0. .1 583.8
2 2000 45 0. .8 583.9 + 7 0000 145 0. .2 583.8 11 0400 245 0. .1 583.8
2 2100 46 0. .7 583.9 • 7 0100 146 0. .2 583.8 11 0500 246 0. .1 583.8
2 2200 47 01 .7 583.9 7 0200 147 0. .2 583.8 • 11 0600 247 0. .1 583.8
2 2300 48 0. .7 583.9 7 0300 148 0. .2 583.8 ' 11 0700 248 0. .1 583.8
3 0000 49 0. .7 583.9 7 0400 149 0. .2 583.8 • 11 0800 249 0. .1 583.8
3 0100 50 0. .7 583.9 • 7 0500 150 0. .2 583.8 • 11 0900 250 0. .1 583.8
3 0200 51 0. .7 583.9 7 0600 151 0. .2 583.8 11 1000 251 0. .1 583.8
3 0300 52 0. .7 583.9 ` 7 0700 152 0. .2 583.8 ' 11 1100 252 0. .1 583.8
3 0400 53 0. .7 583.9 ' 7 0800 153 0. .2 583.8 • 11 1200 253 0. .1 583.8
3 0500 54 0. .6 583.9 • 7 0900 154 0. .2 583.8 ` 11 1300 254 0. .1 583.8
3 0600 55 0. .6 583.9 7 1000 155 0. .2 583.8 • 11 1400 255 0. .1 583.8
3 0700 56 0. .6 583.9 • 7 1100 156 0. .2 583.8 * 11 1500 256 0. .1 583.8
3 0800 57 0. .6 583.9 • 7 1200 157 0. .2 583.8 • 11 1600 257 0. .1 583.8
3 0900 58 0. .6 583.9 • 7 1300 158 0. .2 583.8 • 11 1700 258 0. .1 583.8
3 1000 59 0. .6 583.9 • 7 1400 159 0. .2 583.8 11 1800 259 0. .1 583.8
3 1100 60 0. .6 583.9 • 7 1500 160 0. .2 583.8 • 11 1900 260 0. .1 583.8
3 1200 61 0. .6 583.9 • 7 1600 161 0. .2 583.8 11 2000 261 0. .1 583.8
3 1300 62 0. .6 583.9 7 1700 162 0. .2 583.8 11 2100 262 0. .1 583.8
3 1400 63 0. .5 583.9 • 7 1800 163 0. .2 583.8 • 11 2200 263 0. .1 583.8
3 1500 64 0. .5 583.9 7 1900 164 0. .1 583.8 11 2300 264 0. .1 583.8
3 1600 65 0. .5 583.9 • 7 2000 165 0. .1 583.8 12 0000 265 0. .1 583.8
3 1700 66 0. .5 583.9 7 2100 166 0. .1 583.: • 12 0100 266 0. .1 583.8
3 1800 67 0. .5 583.9 • 7 2200 167 0. .1 583.8 • 12 0200 267 0. .1 583.8
3 1900 68 0. .5 583.9 • 7 2300 168 0. .1 583.8 • 12 0300 268 0. .1 583.8
3 2000 69 0. .5 583.9 . 8 0000 169 0. .1 583.8 ' 12 0400 269 0. .1 583.8
3 2100 70 0. .5 583.9 • 8 0100 170 0. .1 583.8 • 12 0500 270 0. .1 583.8
3 2200 71 0. .5 583.9 • 8 0200 171 0. .1 583.8 • 12 0600 271 0. .1 583.8
3 2300 72 0. .5 583.9 8 0300 172 0. .1 583.8 12 0700 272 0. .1 583.8
4 0000 73 0. .5 583.9 • 8 0400 173 0. .1 583.8 • 12 0800 273 0. .1 583.8
4 0100 74 0. .5 583.9 • 8 0500 174 0. .1 583.8 • 12 0900 274 0. .1 583.8
4 0200 75 0. .4 583.9 • 8 0600 175 0. .1 583.8 • 12 1000 275 0. .1 583.8
4 0300 76 0. .4 583.9 • 8 0700 176 0. .1 583.8 • 12 1100 276 0. .1 583.8
4 0400 77 0. .4 583.9 ` 8 0800 177 0. .1 583.8 • 12 1200 277 0. .1 583.8
4 0500 78 0. .4 583.9 • 8 0900 178 0. .1 583.8 * 12 1300 278 0. .1 583.8
4 0600 79 0. .4 583.9 • 8 1000 179 0. .1 5:3.8 • 12 1400 279 0. .1 583.8
4 0700 80 0. .4 583.9 • 8 1100 180 0. .1 583.8 ' 12 1500 280 0. .1 583.8
4 0800 81 0. .4 583.9 • 8 1200 181 0. .1 583.8 12 1600 281 0. .1 583.8
4 0900 82 0. .4 583.9 • 8 1300 182 0. .1 583.8 • 12 1700 282 0. .1 583.8
4 1000 83 0. .4 583.9 • 8 1400 183 0. .1 583.8 . 12 1800 283 0. .1 583.8
4 1100 84 0. .4 583.9 • 8 1500 184 0. .1 583.8 • 12 1900 284 0. .1 583.8
4 1200 85 0. .4 583.9 • 8 1600 185 0. .1 593.8 • 12 2000 285 0. .1 583.8
4 1300 86 0. .4 583.9 ` 8 1700 186 0. .1 583.8 • 12 2100 286 0. .1 583.8
4 1400 87 0. .4 583.9 • 8 1800 187 0. .1 583.8 • 12 2200 287 0. .1 583.8
4 1500 88 0. .4 583.9 • 8 1900 188 0. .1 583.8 • 12 2300 288 0. .1 583.8

KING.OUT PAGE 4
4 1600 89 0. .4 583.9 • 8 2000 189 0. .1 583.8 • 13 0000 289 0. .1 583.8
4 1700 90 0. .4 583.9 • 8 2100 190 0. .1 583.
: • 13 0100 290 0. .1 583.8
' 4 1800 91 0. .4 583.8 • 8 2200 191 0. .1 8
583. • 13 0200 291 0. .1 583.8
4 1900 92 0. .4 503.8 • 8 2300 192 0. .1 583.6 • 13 0300 292 0. .1 583.8
4 2000 93 0. .3 583.8 • 9 0000 193 0. .1 583.8 • 13 0400 293 0. .1 583.8
4 2100 94 0. .3 583.8 • 9 0100 194 0. .1 583.8 • 13 0500 294 0. .1 583.8
4 2200 95 0. .3 583.8 ` 9 0200 195 0. .1 583.8 • 13 0600 295 0. .1 583
8
4 2300 96 0. .3 583.8 • 9 0300 196 0. .1 583.8 • 13 0700 296 0. .1 .
583.8
5 0000 97 0. .3 583.8 0400 197 0. .1 583.8 • 13 0800 297 0. .1 583.8
5 0100 98 0. .3 583.8 9 0500 198 0. .1 583.8 13 0900 298 0. .1 583.8
5 0200 99 0. .3 583.8 • 9 0600 199 0. .1 583.8 13 1000 299 0. .1 583.8
5 0300 100 0. .3 583.8 • 9 0700 200 0. .1 583.8 • 13 1100 300 0. .1 583.8

PEAK FLAW TIME MAXIMUM AVERAGE FLAW
6-HR 24-HR 72-HR 299.00-HR
(CFS) (HR)
(CPS)
' . 1. 1.00 1. 1. 0. 0.
(INCHES) .000 .000 .000 .000
(AC-PT) 0. 1. 2. 2.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 299.00-HR
(AC-FT) (HR)
2. 1.00 2. 2. 1. 0.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 299.00-HR
. (FEET) (HR)
584.13 .00 584.10 584.03 583.95 583.85
CUMULATI VE AREA . .00 SQ MI
1
RUNOFF SUMMARY
PIAW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MI LES
PEAK TIME OF AVERAGE FLAW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF
' OPERATION STATION FLAW PEAK AREA STAGE MAX STAGE
. 6-HOUR 24-HOUR 72-HOUR
ROUTED TO
R1 1. 1.00 1. 1. 0. .00
' 584.13 .00
••• NORMAL END OF HEC-1 •^

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HRM-SWM.WB2 J. EDDY 11-1-96 51 j z 19L 3/97
PERFORMS ANALYSES INCLUDING ROUTING FOR DAMS WITH SMALL WATERSHEDS (LESS THAN 2 SQ. MI.)
' INPUT DATA: Input data is highlighted. All other values calculated.
LOCATION: KING'S GRANT, CABARRUS CO., NC
RAINFALL: CABARRUS CO., NC
2 yr 100 yr Source 4,0 7-C ; ?aOPP A" MCC.
Duration: (in) (in)
5 min 0.48 0.82 NOAA Hydro 35?6 ?`?T 70
15 min 0.98 1.70 NOAA Hydro 35
60 min 1.70 3.50 NOAA Hydro 35
24 hr 3.50 7.20 USWB TP 40 ??4?way
WATERSHED: 16.5 Area, acres
1350 Hydraulic Length, feet
16 Hydraulic Height, feet
t 0.7 Weighted Rational C
85 Weighted SCS Curve Number
' 11.1 Computed Time of Concentration (Tc), min., by Kirpich Eqn.
DESIGN STORM: 100 -year Return Frequency
6 -hour Storm Duration
' 5.35 Depth, inches, select from DDFIDF page based on Duration and Return Freq.
8.04 Intensity, inches/hour, select from DDFIDF page based on Tc and Return Freq.
' HYDROGRAPH: 92.86 Computed Peak Flow by Rational, cfs
1.76 S=10001CN-10
3.69 Depth of Runoff, inches
221187 Volume of Runoff, cf
' 28.54 Time to Peak, min.
STAGE-STORAGE: 19200 Ks, constant
' 1 b, exponent
600 Reference Elevation, feet 1? J`'? T`? `"! ? To ??.'?'?' ?o¢r?c ru?x?rro..,
STAGE-DISCHARGE: 3 Riser Diameter, feet
609 E. Spillway Crest Elev., feet
606 Riser Crest Elev., feet 0 E. Spillway Crest Width, feet
3.33 Riser Weir Coeff. 3 E. Spillway Weir Coeff.
0.65 Riser Orifice Coeff.
' 2.00 Barrel Diameter, feet 609 Top of Dam Elev., feet
600 Barrel Invert Elev., feet 0 Top of Dam Crest Width, feet
0.65 Barrel Orifice Coeff. 2.63 Top of Dam Weir Coeff.
ROUTING: 3 Desired Computational Interval, minutes
603 Starting Water Surface Elev.
RESULTS: 608.54 Peak Water Surface Elev., feet 50.6 Total Peak Discharge, cfs
2.54 Depth over Riser Crest, feet 50.6 Primary Peak Discharge, cfs
0.00 Depth over E. Spillway, feet 0.0 E. Spill. Peak Discharge, cfs
0.00 Depth over Top of Dam, feet 0.0 Top of Dam Peak Discharge, cf
' ck. Routing OK
ck Peaks OK

TABLE 1. INPUT FROM INPUT PAGE
' Location: CABARRUS CO., NC
Duration: 2 yr 100 yr Source
(in) (in)
5 min 0.475 0.82 NOAA Hydro 35
' 15 min 0.98 1.7 NOAA Hydro 35
60 min 1.7 3.5 NOAA Hydro 35
24 hr 3.5 7.2 USWB TP 40
TABLE 2. DEPTH - DURATION - FREQUENCY
Duration 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr
' H-1 * (in) (in) (in) (in) (in) (in)
5 min * 0.48 0.55 0.60 0.69 0.75 0.82
10 min 0.77 0.89 0.98 1.12 1.23 1.34
15 min * 0.98 1.13 1.25 1.42 1.56 1.70
' 30 min 1.33 1.62 1.82 2.12 2.35 2.58
60 min * 1.70 2.12 2.41 2.84 3.17 3.50
' 2 hr *
3 hr * 1.90
2.10 2.37 2.70
2.61 2.98 3.17
3.50 3.54
3.91 3.91
4.31
6 hr * 2.60 3.24 3.69 4.34 4.85 5.35
12 hr * 3.05 3.80 4.33 5.09 5.68 6.28
' 24 hr * 3.50 4.36 4.97 5.84 6.52 7.20
From Eqs. II I-(1-3), p. 111-(4-5), Stormwater Management : Vol.I
Urban Hydrology. B.H.Bradford, N.S.Grigg, L.S. Tucker
' TABLE 3. INTENS ITY - DURATION - FREQUENCY
Duration 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr
(in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr)
' 5 min 5.70 6.58 7.25 8.25 9.05 9.84
10 min 4.64 5.36 5.91 6.73 7.39 8.04
15 min 3.92 4.53 5.'00 5.70 6.25 6.80
' 30 min 2.67 3.23 3.64 4.24 4.70 5.16
60 min 1.70 2.12 2.41 2.84 3.17 3.50
2 hr 0.95 1.18 1.35 1.58 1.77 1.95
3 hr 0.70 0.87 0.99 1.17 1.30 1.44
' 6 hr 0.43 0.54 0.62 0.72 0.81 0.89
12 hr 0.25 0.32 0.36 0.42 0.47 0.52
' 24 hr 0.15 0.18 0.21
Intensity = Depth / Time 0.24 0.27 0.30

. SECTION
WEIR RISER
) SCALE
EME
OUTLET
PROTEC
CAST MANHOLE RISER
SADDLE
FLANGE (TYP)
OUTLET
PIPE
ddington Road
King's Grant Typical Control
Dcrrus Co., NC Stuctures
reject 97016 April 1997 Figure 10
LE COVER
NGED ALUM. HATCH
INTERNAL WEIR
W/ FLASH BOARD
OUTLET
PIPE
MANHOLE COVER
W/ HINGED ALUM. HATCH
?-AL SECTION
SEDIMENT 'LE VALVE RISER
NOT TO SCALE
s
FLOOD POOL
F SEE DETAIL
OET. POOL
NORMAL POOL
EL 583.8 FT

%V
15\-
ANCHOR BLOCK
EMBANKMENT SECTION
NOT TO SCALE
//- DAM CREST
OUTLET
PROTECTION SEDIMENT
STORAGE
(41N. 12' FOR "RENT.
i "IN ELSEWHERE
GRAVEL SURF.)

SEEPAGE
PROTECTION
OUTLET
PROTECTION
PRECAST MANHOLE I
BELOW NORMAL
POOL WATER INLETS .
ANCHOR BLOCK
TYPICAL SECTION
INTERNAL WEIR RISER
NOT TO SCALE
PREFABRICATED
SLUICE GATE AND OPERATOR
PREFABRICATED
SLUICE GATE AND OPERATOR
LEVEL
LOW WEIR SPREADER
LIP
LEVEL
SPREADER
SWALE WETLAND
AREA
SEDIMENT FOREBAY AND LEVEL SPREADER
TYPICAL SECTION
NOT TO SCALE
TYPICAL SECTION
MULTIPLE VALVE RISER
NOT TO SCALE
Environmental Services, Inc. Weddington Road
Raleigh, North Carolina Kings Grant
EDDY ENGINEERING, P.C Cabcrrus Co., NC
C.
?z a G ait.€a. FrUject 97016
MUD VALVES
W/ STD 2" DIA OPERATOR
BELOW NORMAL - -
POOL WATER INLETS
ANCHOR BLOCK -
MANHOLE COVER
/W/ HINGED ALUM. HATCH
INTERNAL WEIR
W/ FLASH BOARD
OUTLET
PIPE
MANHOLE COVER
ED ALUM. HATCH
--CAST MANHOLE RISER
SADDLE
FLANGE (TYP)
OUTLET
PIPE
Typical Control
Stuctures
April 1997 Figure 10