19990687 Ver 1_Complete File_19990629

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
1 •
AVOM% 000% WOW
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
August 27, 1999
Wake County
DWQ Project # 990687
APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS, WRP
WKB Charlotte, Inc.
Max Williams
15720 John Delaney Drive
Suite 360
Charlotte, NC 28277
Dear Mr. Williams:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
material in and flood 850 feet of streams or 0.11 acres of wetland for the purpose of constructing the Village of
Troon residential development in Wake County, as you described in your application dated June 29, 1999. After
reviewing your application, we have decided that this fill is covered by General Water Quality Certification Number
3108. This certification allows you to use Nationwide Permit Number 26 when the Corps of Engineers issues it. 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.
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 for a new certification. If the property is sold, the new owner must be given a copy of this Certification
and approval letter and is thereby responsible for complying with all conditions. 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). For this approval to be valid, you must follow the conditions listed in the attached certification and
any additional conditions listed below.
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and waters or areas
within 50 feet of all streams and ponds to notify the state in order to assure compliance for future wetland and/or water impact.
These mechanisms shall be put in place within 30 days of the date of this letter or the issuance of the 404 Permit (whichever is
later).
2. An additional condition is that stormwater shall be directed to sheetflow at non-erosive velocities
through the protected stream buffers and newly established buffers around the new pond.
We understand that you have chosen to contribute to the Wetland Restoration Program in order to compensate
for these impacts to wetlands and/or streams. In accordance with 15A NCAC 2R .0402, this contribution will
satisfy our compensatory mitigation requirements under 15A NCAC 211.0506(h). According to 15A NCAC 2H
.0506(h), feet of restoration will be required. Until the Wetland Restoration Program receives and clears your check
(made payable to: DEHNR - Wetland Restoration Program), wetland or stream fill shall not occur. Mr. Ron Ferrell
should be contacted at 919-733-5219 if you have any questions concerning the Wetland Restoration Program. You
have one month from the date of this Certification to make this payment. For accounting purposes, this
Certification authorizes the fill of 1.79 acres of stream buffer, in 030402 river and subbasin and 1.5 acres of
stream buffer restoration are required in addition to the 0.93 acres of on-site buffer creation around the
Division of Water Quality • Non-Discharge Branch
4401 Reedy Creek Rd., Raleigh, NC 27607 Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
http://h2o.enr.state.nc.us/wetiandc.htmi
pond. Please be aware that the Wetland Restoration Program (WRP) rules require rounding of acreage
amounts to one-quarter acre increments (15A 2R.0503(b)).
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You
must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which
conforms to Chapter 150B of the North Carolina General Statutes to the Office of
Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. 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.
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Raleigh DWQ Regional Office
Mr. John Dorney
Central Files
Ron Ferrell; Wetland Restoration Program
Kevin Martin, S & E C
Sincerely,
Z"1'06' - ?? '0
'e 6d,
KStevens
r
990687.1tr
NORTH CAROLINA-DIVISON OF WATER QUALITY
401 WATER QUALITY CERTIFICATION
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2 H .0500, WKB Charlotte, Inc. has permission as outline below for the
purpose(s) of proposed residential development. All activities associated with these authorized impacts must be
conducted with the conditions listed in the attached cetification transmitttal letter. THIS CERTIFICATION IS NOT
VLID WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT WETLAND RESTORATION PROGRAM
LOCATION: Village of Troon
COUNTY: Wake
BASIN/SUBBASIN: 030402
As required by 15A NCAC 2H.0506, and the conditions of this certification, you are required to compensate
for the above impacts through the restoration, creation, enhancement or preservation of wetlands and surface waters
as outlined below prior to conducting any activities that impact or degrade the waters of the state.
Note: Acreage requirements proposed to be mitigated through the wetland Restoration Programs must be rounded
to one-quarter acre increments according to 15 2r.0503(b)
acres of Class WL wetlands
acres of riparian wetland
acres of non-riparian wetlands
acres of Class SWL wetlands
linear feet of stream channel
1.5 stream (pond) buffer under 15A NCAC 2B .0233 (Neuse River Buffer Rules)
One of the options you have available to satisfy the compensatory mitigation requirements is through the
payment of a fee to the Wetlands Restoration Fund per NCAC 2R .0503. If you choose this option, please sign this
form and mail it to the Wetlands Restoration Fund at the address listed below. An invoice for the appropriate
amount of payment will be sent to you upon receipt of this form. PLESES NOTE, THE ABOVE IMPACTS ARE
NOT AUTHORIZED UNTIL YOU RECEIVED NOTIFICATION THAT YOUR PAYMENT HAS BEEN
PROCESSED BY THE WETLANDS RESTORATION PROGRAM.
Signature
Date
NCDENR-Division of Water Quality
Wetlands Restoration Program
1619 Mail Services Center
Raleigh, NC 27699-1619
Soil & Environmental Consultants, Inc.
244 West Millbrook Road • Raleigh, North Carolina 27609 • Phone: [phone] • Fax: [phone]
Web Page: www.SandEC.com
NCDEH & NR - DWQ
Attn: Mr. John Dorney
4401 Reedy Creek Road
Raleigh, NC 27607
PAYMUff June 29, 1999
RECEf Job #3647
Army Corps of Engineers
Attn: Mr. Todd Tugwell
6508 Falls of the Neuse Road, Suite 120
Raleigh, NC 27615
Re: Request for Nationwide Permit 26, Neuse Basin
401 Water Quality Certification
Village of Troon, Cary, NC
Dear Mr. Dorney and Mr. Tugwell:
The purpose of this letter is to request the authorization of NRi?+
0.11 acres. The project is located in Wake County in the east of Kildaire Farm
South of Cary Parkway, near Cary, NC (see Site Vicinity Map).
All impacts will result from the fill of jurisdictional waters for a stormwater pond for a
residential development (see Site Plan. The dimensions and other specific information
regarding the stormwater basin can be obtained from Trent Stewart at Bass Nixon &
Kennedy (919-851-4422). Some of this information is included with this application.
A map/ site plan showing project impacts to jurisdictional areas and resultant totals is
enclosed. Wetland acreage impacts as proposed do not exceed the DWQ 1 acre
mitigation threshold. S&EC does not believe that the stream impacted would be
considered significant according to current DWQ criteria or important under Corps
Criteria. Current DWQ policy does not require Stream mitigation for impacts due to
pond construction.
Current DWQ criteria for impacts to areas subject to Neuse river Riparian buffer rules
do not require mitigation for impacts. due to Stormwater ponds if the buffer is re-
established around the pond. Our client plans to impact 0.94 acres of buffer for the
pond. 0.77 acres will be re-established according to the attached site plan. Therefore, a
deficit of 0.17 acres will exist. At a 1.5 to one ratio 0.26 acres of buffer mitigation would
be required while 0.51 acres would be required at a 3:1 ratio. All of the proposed buffer
revegetation is within 30' of the lake. So we assume the 1.5 ratio is appropriate.
Please contact us if you have any questions or to schedule additional site visits if
necessary.
Sincerely,
9,_,__c A_zk /Ocill K
Kevin C. Martin
KCM/edk
Wetland Delineation/Permitting/Mitigation Soil/Site Evaluations On-Site Septic Systems Environmental Assessments/Audits
Neuse Basin and Watershed Buffer Evaluations Groundwater Hydrology Endangered Species
roon.pm
Branch Office: 231 16th Avenue N.E. Hickory, North Carolina 28601 Phone: [phone] Fax: [phone]
DWQ ID: Corps Action ID: 199700897
Nationwide Permit Requested (Provide Nationwide Permit #): 26
Pre-Construction Notification Application
For Nationwide Permits that Require:
1) Notification to the Corps of Engineers
2) Application for Section 401 Certification
3) Coordination with the NC Division of Coastal Management
Send the original and (1) copy of this completed form to the appropriate field office of
the Corps of Engineers (see agency addresses sheet). Seven (7) copies should be sent to
the NC Division of Environmental Management (see agency addresses sheet). PLEASE
PR TMT
1. Owner's Name: WKS Charlotte Inc. Attn Max Williams
2. Mailing Address: 15720 John J. Delaney Drive
Suite 360
Subdivision Name:
City: Charlotte State: NC Zip Code: 28277
Project location address, including subdivision name (if different from mailing address
above):
Kildaire Farm Road Cary NC
3) Telephone Number (Home):
4) If applicable, agent's name or responsible corporate official, address, phone
number:
Soil & Environmental Consultants, Inc. Phone: [phone]
244 West Millbrook Road Fax: [phone]
Raleigh, NC 27609
5. Location of work (provide a map, preferable a copy of USGS topographic map or
aerial photograph with scale):
(Work): 704-541-6525
County: Wake Nearest town or city: Cary
Specific Location (include road numbers, landmarks, etc.):
East of SR 1300 (Kildaire Farm Road) South of Cary Parkway (See attached USGS
Quad)
6. Impacted or nearest stream/river: Unnamed Tributary of Long Branch
River Basin: Neuse
7a. Is project located near water classified as trout, tidal saltwater (SA), high quality
waters (HQW), outstanding resource waters (ORW), water supply (WS-I or WS-
II)? YES ? NO ® If yes, explain:
7b. If the project is located within a North Carolina division of coastal management
area of environmental concern (AEC)? YES ? NO
7c.
If the project is located within a coastal county (see page 7 for list of coastal
counties), what is the land use plan (LUP) designation?
8a. Have any Section 404 permits been previously requested for use on this property?
YES ? NO ® If yes, provide Action ID number of pervious permit and
any additional information (including photocopy of 401 certification).
8b. Are additional permit requests expected for this property in the future?
YES ? NO ® If yes, describe anticipated work:
9a. Estimated total number of acres in tract of land: 25
9b. Estimated total number or acres of wetlands located on project site: <1/3 acre
10a. Number of acres of wetlands impacted by the proposed project by:
Filling:
0.008
Flooding: 0.10
Drainage:
Excavation:
Other:
Total acres to be impacted: 0.11
10b. (1) Stream channel to be impacted by the proposed project (if relocated,
provide distance both before and after relocation):
Length before: 850'
After:
Width Before (based on normal high water contours):
Width After:
Average depth before:
After:
(2) Stream channel impacts will result from: (check all that apply)
Open channel relocation: ? Placement of pipe in channel: ?
Channel Excavation: ? Construction of a Dam/Flooding: 740'
Other: Dam for water quality pond 110'
11. If construction of a pond is proposed, what is the size of the watershed draining to
the pond? See plans by Bass Nixon & Kennedy
What is the expected pond surface area? 1.11 acres
12. Description of proposed work including discussion of type of mechanical
equipment to be used (attach plans 81/2" x 11" drawings only):
construction of a residential apartment complex and associated stormwater pond.
13. Purpose of proposed work: Allow utilization of uplands for residential apartment
complex.
14. State reasons why it is believed that this activity must be carried out in wetlands
(include any measures taken to minimize wetland impacts): All impacts are a
result of constructing a mandatory Stormwater pond. (See attached S & EC letter)
15. You are required to contact the U.S. Fish and Wildlife Service (USFWS) and/or
National Marine Fisheries Service (NMFS) (see agency addresses sheet) regarding
the presence of any federally listed or proposed for listing endangered or
threatened species or critical habitat in the permit area that may be affected by the
proposed project. Date contacted: (attach responses from these agencies).
performed by USACE
16. You are required to contact the state historic preservation officer (SHPO) (see
agency address sheet) regarding the presence of historic properties in the permit
area which may be affected by the proposed project. Date contacted:
performed by USACE
17. Does the project involve an expenditure of public funds or the use of public (state)
land?
YES ? NO ® If no, go to 18.
a. If yes, does the project require preparation of an environmental document
pursuant to the requirements of the North Carolina Environmental Policy
Act?
YES ? NO ?
b. If yes, has the document been reviewed through the North Carolina
Department of Administration State Clearinghouse?
YES ? NO ?
If answers to 17b is YES, then submit appropriate documentation from the state
clearinghouse to division of environmental management regarding compliance
with the North Carolina Environmental Policy Act.
Questions regarding the State Clearinghouse review process should be directed to
Ms. Chrys Baggett, Director State Clearinghouse, North Carolina Department of
Administration, 116 West Jones Street, Raleigh, North Carolina 27603-8003,
telephone [phone].
18. The following items should be included with this application if proposed activity
involves the discharge of excavated or fill material into wetlands:
a. Wetland delineation map showing all wetlands, streams, lakes and ponds on
the property (for Nationwide Permit numbers 14, 18, 21, 26, 29 and 38). All
streams (intermittent and permanent) on the property must be shown on the
map. Map scales should be 1 inch equals 50 feet or 1 inch equals 100 feet or
their equivalent.
b. If available, representative photograph of wetlands to be impacted by project.
C. If delineation was performed by a consultant, include all data sheets relevant
to the placement of the delineation line.
d. Attach a copy of the stormwater management plan, if required.
e. What is land used of surrounding property? Residential and or Commercial
f. If applicable, what is proposed method of sewage disposal? Municipal
g. Signed and dated agent authorization letter, if applicable.
NOTE: Wetlands or Waters of the U.S. may not be impacted prior to:
1. Issuance of a Section 404 Corps of Engineers Permit,
2. Either the issuance or waiver of a 401 Division of Environmental
Management (Water Quality) certification, and
3. (in the twenty coastal counties only) A letter from the North Carolina
Division of Coastal Management stating the proposed activity is consistent
with the North Carolina Coastal Management program.
1:?^ A 5/ 0)u- J 9 9-
Owner's/ enfs SignatubE! Date
(Agent's signature valid only if Agent Authorization Letter from the owner is provided
(18 g.))
04/1-VI-398 14: 3-3 '3198469467

?
Soil & ErMxoxutnental COnsultWi'
244 west MJlbmok Road N Raleigh, North carotina 27609 8 (919) 846-590011 Fah ; `' ;
- AGENT AUTHORIZATION FORM •
C T
ALL RLANK§ TO BE FILLED IN Wr Name:
AddreSS:
AddrASg:
Phone:
ProJeci NamelDesCflption;
Date;
The OepaAment of the AmtY
fj.$, Artry Corps of Engineer
Wilmington olstrict
PO Box 1 epo
G
. 7d?4 Sit /
"IMIrlgton. NCppZ8402
Attn:
s
Field office:
Re: Wetlands Related Consulun4 and Permitting
To Whom It May CorlCern;
l
1, the current Y owner, hereby designate and suthod= 8011 and Environmentai
prom
Consultants, line. 10 act In my behalf as my meat In the PM"wing of permit appilcaton?.
furnish upon request suamental Information In support of applications, etc. from this c4v
forward. This the / , day of
ent for this projC. `y
This notiflc4ttlon supomodes any prevlous correspondence iw
woee
Owners Name: s Signature.
?L Un C
C: Mr. John Domey
NCDEwbNR-DEM
Water Duality Planning
4401 Reedy Creek Moved
Rmleigh. NC 27607
CC: Mr. Kevln Martin
Soll and Environmer+tel Consultants. 1"Q.
Soillsite Evaluation ¦ Mapping and Physical Analysis ¦ Wetlands Mapping and Mitigation
On-Site Waste 'Treat ment Systems, F,."'" `tion and Design
I MILE
Primary highway, Light-duty road, hard or
hard surface ....................... improved surface.........
Secondary highway,
hard surface ........................ Unimproved road .........---
0 Interstate Route 0 U. S. Route State Route
N. C. • ?
QUADRANGLE LOCATION
Revisions shown in purple and woodland compiled in
cooperation with State of North Carolina agencies from
aerial photographs taken 1984 and other sources. This
CARY, N. C.
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MEMORANDUM
TO: John Dorney Regional Contact: Steve Mitchell
Non-Discharge Branch WO Supervisor: Ken Schuster
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name WKB Charlotte, Inc.
Project Number 99 0687
Recvd From APP
Received Date 6/29/99 Recvd By Region
Project Type
County Wake
County2
Region Raleigh
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres
Type Type Impact Score Index Prim. Supp. Basin Req.
Stream Impacts (ft.)
Feet
Req.
26 HWF WT O N F 27-52-4 r c NS\\' ti 2. 0.11 F F-
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y * N
Is Mitigation required? DQ Y 0 N Recommendation: 0 issue 0 Issue/fond 0 Deny
Provided by Region: Latitude (ddmmss) Longitude (ddmmss)
Comments:
Stream that they want to impound for stormwater control is subject to protection_ It appears to me
that they are removing more buffer than they intent to replace at 3 to 1. They either need to provide
cc: Regional Office Page Number 1
Central Office
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Kerr T. Stevens, Director
11kT
1 1!WAA
•
MW!1WW1
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
June 9, 1999
Mr. Harlan Britt
Kimley-Horn and Associates, Inc.
P. O. Box 33068
Raleigh, NC 27636
Re: Village of Troon at Kildaire; In-stream Stormwater Management Pond
Dear Mr. Britt:
I have reviewed your request for approval of an in-stream stormwater management pond
for the Village of Troon at Kildaire in Cary. As you may be aware the revised temporary
Neuse River riparian buffer rule was passed by the Environmental Management
Commission and will go into effect on June 22, 1999. At that time the new temporary
rule will allow in-stream ponds with a "no practical alternatives" review by the Division
and the replacement of a full fifty foot wide forested buffer around the new pond. If the
buffer is not replaced around the pond then, appropriate compensatory mitigation will be
required.
The Village of Troon at Mldaire project will also need a 401 water quality certification
for the impacts associated with the pond as well as any associated with the residential
construction. I suggest that you schedule a pre-application meeting with the Raleigh
Regional Office to examine the project site and assist you with the impact analysis. You
can then submit a PCN form and appropriate materials for the 401 and Neuse Buffer
reviews and authorizations.
If you have any questions about this matter, please feel free to call me at 733-1786.
Sincerely, &ILel
Pete Colwell
Wetlands / 401 Unit
Cc: Raleigh Regional Office
Max Williams, WKB Charlotte, Inc.
Wetlands / 401 Unit 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post consumer paper
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a a
Kimley-Horn
?? and Associates, Inc.
May 11, 1999 ¦
P.O. Box 33068
Raleigh, North Carolina
27636.3068
Mr. Tommy Stevens, Director
Water Quality Planning
Division of Water Quality
North Carolina Department of Environment and Natural Resources
P.O. Box 29535
Raleigh, North Carolina 27626-0535
Re: Village of Troon at Kildaire (Lat. 35 45' 20"/Long. 78 47' 00")
1423 Kildaire Farm Road
Cary, North Carolina
Dear Mr. Stevens:
We are forwarding to you this request for approval of a new in-stream
stormwater management pond for the above referenced project. Attached please
find a site location map, a copy of the detention basin plan, including detention
basin size calculation, prepared by Bass, Nixon and Kennedy, Inc. (dated 4-12-
99) as well as a copy of the overall layout plan and buffer restoration plan
prepared by ETd, PA (dated 4-12-99). ?z -

This submittal is being made on behalf of our client and action is requeste(A
pending the approval of the draft temporary rules related to the Neuse Rive
p
Nutrient Management Strategy that the EMC is scheduled to consider on M
13, 1999. Should the EMC approve the draft rules that allow a required cy N
stormwater pond to be built in stream and within the Neuse River buffer area v, O
we respectfully request the Division process this request as quickly as possible
The stormwater pond is required by the Town of Cary's water supply watershei? 11, .?.
ordinance and local zoning ordinance that requires control of the rate of release`,,,
of runoff from the project. For this particular project the Town is requiring that a..,-<•
stormwater pond be installed in such a manner that the current volume of runoff
flowing from the site during a 10 year storm shall be reduced by 40 percent. The
combination of these two ordinances results in a stormwater pond that will be
three (3) times larger than the water quality requirements of DWQ and therefore,
removal efficiencies should be significantly improved compared to minimu
water quality pond requirements. ?3A0 g,0? k,
3? D ?13Ld
? MAY 1 7 ? bbb? ? ?.
199 ..??
R QUALITY
TEL [phone] FAX [phone] E , TION
C?
? Y
? ? ? Kimley-Horn
and Associates, Inc.
Mr. Tommy Stevens, May 11, 1999, Page 2
Because we do not know the exact information that will be required for your
approval, we have included all the information that is required of a variance
request. Additionally we have included the estimate of the buffer that will be
replaced and a calculation of the buffer that must be mitigated under the
provision of the proposed rule as we understand them. We believe the enclosed
information should be sufficient for you to make a decision on this request.
We understand that your approval can only be granted pending the effective date
of the new proposed draft Neuse Basin Nutrient Management rules by the EMC,
which will allow for such activities. If the temporary rule is not adopted by the
EMC we respectfully request that you accept this submittal as a request for a
variance from the EMC rules to be considered at the July, 1999 EMC meeting.
Thank you for you help in this situation and if you have questions please do not
hesitate to call me at [phone].
Very truly yours,
KIMLEY-HORN AND ASSOCIATES, INC.
Harlan Britt
Project Manager
Attachment
cc: Max Williams
Charles Elam
/C- 4'?d
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Title: Site Location Map - USGS Quadrangle Cary, N.C.1987
_ ? Kimley-Horn Project: The Village of Troon at Kildaire
_ 1423 Kildaire Farm Road
And Associates, Inc. Cary, North Carolina
Engineering, Planning and Environmental Consultants
r .-
PROPOSED BUFFER PLAN
All areas adjacent to the proposed stormwater pond shall be provided with a combination of grass
and wild flower ground cover with appropriate forest vegetation being planted in the first
appropriate planting season.
Soil enhancement amendments of a 4-6" layer of yard waste to a depth of 6-8"is proposed instead
of commercial fertilizers. Final landscape and reforestation shall be coordinated with the
Division of Water Quality.
1560
EXISTING LENGTH OF BUFFER TO BE REMOVED = 780 x 2= +"0 FT.
PROPOSED LENGTH OF BUFFER TO BE RESTORED
Zone 1 (30') =1350 ft.
Zone 2 (20') = 0 X 3- p
7,10 01 -a tQ?1ac?
Max. Area of Zone 1 not restored = 4+0 x 30/43560 =0.28 ac Q? .? aG x ?1 j
Max. Area of Zone 2 not restored =1V60 x 20/43560 =0.81ac
S
Note: Final forest buffer to be determined at time of final grading plan.
I OFFICE USE ONLY: Date Received Request #
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Variance Request Form
Neuse River Basin: Nutrient Sensitive Waters Management Strategy
Protection and Maintenance of Riparian Areas Rule (15A NCAC.0233)
NOTE. This form maybe photocopied for use as an original.
Part 1: General Information
1. Applicant's name (the corporation, individual, etc. who owns the project): 'BKB Charlotte. inc.
2. Print Owner/Signing Official (person legally responsible for the facility and its compliance)
Name: Mr. Max Williams
Title: N/A
Street address: 15720 John J. Delaney Drive, Suite 360
City, State, Zip: Charlotte, N.C. 28277-2747
Telephone: [phone]
Fax: [phone]
3. Project Name (Subdivision, facility, or establishment name - consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
The Village of Troon at Kildaire
4. Location of Facility
Street address: 1423 Kildaire Farm Road
City, State, Zip: Cary. N.C. 27511
County: Wake County
Latitude/longitude: 35° - 45' - 20" / 780 - 47' - 00"
5. Directions to facility from nearest major intersection (Also attach a map):
Site is located approximately 500' south of the intersection of SE Cary Parkway and Kildaire
Farm Road on the east side of Kildaire Farm Road in Cary, North Carolina (See attached map).
6. Contact person who can answer questions about the facility:
Name: Mr. Max Williams
Telephone: [phone]
Fax: [phone]
Email: N/A
7. Requested Environmental Management Commission Hearing Date: Jules
Version 1: September 1998
Part 2: Demonstration of Need for a Variance
NOTE: The variance provision of the Neuse Riparian Area Rule allows the Environmental Management
Commission to grant a variance to an affected party when the following conditions apply on a given project:
(a) practical difficulties or hardships would result from strict application of the rule:
(b) such difficulties or hardships result from condition which are peculiar to the property involved; and
(c) the general purpose and intent of the Rule would be preserved, water quality would be protected and
substantial justice would be done if the variance were granted.
This part of the application is to explain how the project meets criteria (a) and (b).
Attach a detailed description (2-3 pages) explaining the following:
• The practical difficulties or hardships that would result from strict application of the Rule.
• How these difficulties or hardships result from conditions that are unique to the property
involved.
• Why reconfiguring and/or reducing the built-upon area to preserve a greater portion of the
riparian area is not feasible on this project. If economic hardship is the major
consideration, then include a specific explanation of the economic hardship and the
proportion of the hardship to the entire value of the project.
Part 3: Water Quality Protection
NOTE: This part of the application is to explain how the project meets criterion (c): the general purpose and
intent of the Rule would be preserved, water quality would be protected and substantial justice would be done if
the variance were granted.
Briefly summarize how water quality will be protected on this project. Also attach a detailed
narrative (1-2 pages) describing the nonstructural and structural measures that will be used
for protecting water quality and reducing nitrogen inputs to surface water.
As discussed in Part 2, the majority of the watershed drains through the intermittent stream
located on site. The proposed storm water retention pond will be utilized to treat the storm
water aenerated on site. Additionally, a series of storm water management structure,
including a large pond in Lochmere, exist along Long Branch and will further treat the water
leaving the site before it is discharged into Swift Creek. BMP's and erosion control measures
will be utilized during the construction phases.
2. What is the total project area in acres? 25.38 acres
3. Which of the following permits/approvals will be required for this project?
CAMA Major
X Sediment/Erosion Control
X 401 Certification/404 Permit
Variance Request Form, page 2
Version 1: September 1998
Part 3: Water Quality Protection, continued
4. Complete the following information for each drainage basin. If there are more than two
drainage basins in the project, attach an additional sheet with the information for each basin
provided in the same format as below.
Project Information Drainage Basin 1 Drainage Basin 2
Receiving stream name Long Branch/Neuse River
Receiving stream classl Class C
Drainage basin area (tota12) 29.9 ac.
Existing impervious area3 (total2) 2%
Proposed impervious area3 (total2) 45%
Impervious area3 (on-site) 45%
Impervious area3 (total2) 47%
Impervious area3 Drainage basin 1 Drainage basin 2
On-site buildings
On-site streets
On-site parking
On-site sidewalks
Other on-site
Total on-site 45%
Off-site
Total 47%
The internet site for this information is http?/h2o.enr.state.nc.us/strmclass/alpha/neu.html
2 Total means on-site plus off--site area that drains through the project.
3 Impervious area is defined as the built-upon area including, but not limited to, buildings, parking areas,
sidewalks, gravel areas, etc.
5. How was the off-site impervious area listed above derived?
Used planimeter on 1:24000 scale USGS map
6. What will be the annual nitrogen load contributed by this site after development in pounds per
acre per year without structural BMPs (stormwater pond, wetland, infiltration basin, etc)?
Attach a detailed plan for all proposed structural stormwater BMPs.
Drainage
basin Size of
drainage
basin
(ac) Post-development
nitrogen loading rate
without BMPs4
(Ibs/ac/yr) BMP nitrogen
removal
efficiency5
(%) Final nitrogen
loading rate
(Ibs/ac/yr) Final nitrogen
loading from
drainage basin
(Ibs)
1
29.9 ac.
7.4 Pond +25'buffer
82%
1.3 lb/ac/yr
39.8 lbs.
2
3
4
5
Totals ------ ------
Attach calculations and references.
5 Attach calculations and references.
Variance Request Form, page 3
Version 1: September 1998
6 The proposed pond is 3 times larger than required by DWQ criteria, therefore the removal efficiency is
greater than that indicated above.
Variance Request Form, page 4
Version 1: September 1998
Part 3: Water Quality Protection, continued
7. The applicable supplemental form(s) listed below must be attached for each BMP specified:
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-109 Innovative BMPs Supplement
Part 4: Submittal Checklist
A complete appplication submittal consists of the following components. Incomplete submittals
will be returned to the applicant. The complete variance request submittal must be received 90
days prior to the EMC meeting at which you wish the request to be heard. Initial below to
indicate that the necessary information has been provided.
Applicant's Item
Initials
h • Original and two copies of the Variance Request Form and the attachments
listed below.
• A vicinity map of the project (see Part 1, Item 5)
Narrative demonstration of the need for a variance (see Part 2)
• A detailed narrative description of stormwater treatment/management (see Part
3, Item 1)
B Calculations supporting nitrogen loading estimates (see Part 3, Item 6)
• Calculations and references supporting nitrogen removal from proposed BMPs
(see Part 3, Item 6)
• Location and details for all proposed structural stormwater BMPs (see Part 3,
Item 6)
• Three copies of the applicable Supplement Form(s) for each BMP and/or
narrative for each innovative BMP (see Part 3, Item 7)
VIX • Three copies of plans and specifications, including:
.I-1 0 Development/Project name
? 0 Engineer and firm
? 0 Legend and north arrow
0 Scale (1" = 100' or 1" = 50' is preferred)
? 0 Revision number & date
0 Mean high water line (if applicable)
0 Dimensioned property/project boundary
0 Location map with named streets or NC State Road numbers
? 0 Original contours, proposed contours, spot elevations, finished floor
elevations
0 Details of roads, parking, cul-de-sacs, sidewalks, and curb and gutter
? 0 Footprint of any proposed buildings or other structures

- 0 Wetlands delineated, or a note on plans that none exist
7 0 Existing drainage (including off-site), drainage easements, pipe sizes, runoff
calculations
? 0 Drainage basins delineated
? 0 Perennial and intermittent streams, ponds, lakes, rivers and estuaries
0 Location of forest vegetation along the streams, ponds, lakes, rivers and
estuaries
Variance Request Form, page 5
Version 1: September 1998
Part 5: Deed Restrictions
By your signature in Part 7 of this application, you certify that all structural stormwater best
management practices required by this variance shall be located in recorded stormwater
easements, that the easements will run with the land, that the easements cannot be changed or
deleted without concurrence from the State, and that the easements will be recorded prior to the
sale of any lot.
Part 6: Agent Authorization
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent (individual or firm): Kimley-Horn and Associates, inc. (Attn: Harlan Britt
Mailing address: 3001 Weston Parkway
City, State, Zip: Cary; NC 27513
Telephone: [phone]
Fax: [phone]
Email: hbritt(a,)kimley-horn.com
Part 7: Applicant's Certification
I, (print or type name of person
listed in Part I, Item 2), certify that the information included on this permit application form is
correct, that the project will be constructed in conformance with the approved plans and that the
deed restrictions in accordance with Part 5 of this form will be recorded with all required permit
conditions.
Signature:
Date: y S ?i
Title:

Variance Request Form, page 6
Version 1: September 1998
PART 2: & PART 3.
Rule 15A NCAC 2B.0233 (6) states that " Where application of this Rule would
prevent all reasonable uses of a lot platted and recorded prior to the effective
date of this rule, a variance may be granted by the Environmental Management
Commission if it finds that:
(a) practical difficulties or unnecessary hardships would result from strict
application of the rule;
(b) such difficulties or hardships result from conditions which are peculiar to the
property involved;"
The owners believe the situation associated with their property meet all of the
criteria set forth in the rule and therefore provide the following for the
Environmental Management Commission's consideration.
Initial work on this project was begun in January of 1997. The U.S. Army Corps
of Engineers provided a notification of Jurisdictional Determination for the site
in April of 1997. Initial site plans for the development were completed in June
of 1997, and the Town approved the annexation of the property in September of
1998. Final site plans were approved in October of 1998 and construction plans
were submitted in April of 1999. The initial plans have been changed because of
the Neuse River buffer requirements and the project has been redesigned and the
total number of units to be constructed has been reduced. If the request is not
granted, then the project does not meet economic viability criteria and can not
proceed because of conflicts with the water quality rules. However, if a variance
can be granted for a reasonable intrusion into the stream buffer on the property,
the project can move forward and water quality can still be protected.
The physical characteristics of the property are unique in that a small
(approximately 24 inch-wide) intermittent stream (not shown as a blue line
stream on the USGS map) meanders through the property from east to west. The
site encompasses approximately 95 percent of the entire contributing watershed
to the drainageway that traverses the property. Additionally, the site is located in
the Swift Creek Watershed Protection Area. The property has a width of
approximately 775 feet and a depth of approximately 1175 feet. The stream,
located in the southeastern portion of the property, is approximately 750 feet in
length and originates just east of an existing road culvert in the middle of the site
and meanders in a southeastern direction towards the southeast corner of the
property. Ultimately the stream enters a culvert (located just off-site) that caries
the water through an apartment complex and subsequently discharges into Long
Branch approximately 150 east of the site. A series of storm water management
ponds, including a large lake in the Lochmere development, exist along Long
Branch before it terminates into Swift Creek.
When the 50-foot buffer is added to the entire distance of the stream on site (750
feet) one can readily see the impact the buffer has on developable land inside the
property lines. Additionally, the usable land within the property is further
reduced by the storm water and flood reduction requirement of the Town of Cary
as it is located in a water supply/watershed protection district. Currently, the
watershed protection rules require that all surface runoff from disturbed areas
must be collected and treated in an engineered treatment pond (wet detention
pond) before it is released. Additionally, the Town of Cary requires the peak
discharge from this development to be reduced by 40 percent from the existing
conditions. The combination of these two requirements dictates that a large
basin be constructed in order to meet the Town's requirements. Under the
temporary Neuse River buffer rules, storm water ponds may be placed in the
required buffer area if there are no practical alternatives provided a variance is
granted by the EMC. We believe this is the case for this project.
Because the water supply watershed protection rules require stormwater
management be implemented on this project, the alternatives for development is
to collect all surface runoff and convey the water along either side of the buffer
to the lower end of the project. It could then be treated and discharged into the
stream by various means. This will have the effect of removing the water from
the majority of the stream resulting in the stream hydrology disappearing and the
stream will therefore cease to exist. The net result will be that a request then
will be made to remove the buffer restrictions because no stream exits and we
have the real possibility of a loose - loose situation. The stream is gone and the
developers have experienced significant and avoidable development costs.
Rather than pursuing this coarse of action, the owner's agents met with Mr. John
Dorney in July of 1998 to discuss available options. It was agreed that a
variance request to construct a stormwater management pond in stream could be
supported by the certification group. The basis for the request was grounded on
the fact that the stormwater management requirements were not avoidable and
the appropriate water quality protection could be provided by the combination of
stormwater pond and establishment of a forested buffer around the new pond.
The third condition that to be met before a variance may be granted by the
Environmental Management Commission is:
(c) "the general purpose and intent of the Rule would be preserved, water
quality would be protected and substantial justice would be done if the
variance were granted."
Traditionally the Division of Water Quality and the EMC has strongly supported
use of stormwater management ponds as beneficial in improving water quality
where they can be constructed. In previous discussion with DWQ staff, it
appears the Division believes there is some reduction of nitrogen, in the range of
30 to 40%, accomplished by a stormwater pond. The pond will certainly provide
for a reduction in phosphorous, sediment and nitrogen, therefore there are
significant water quality benefits to having the pond. In this situation, not only
will a stormwater facility be installed to treat a majority of the runoff from the
project, but a forested buffer of approximately 25 feet wide will be established
around the facility. The combination of these two management strategies
combined with the additional treatment that occurs in the three downstream
storm water management structures on Long Branch should provide effective
water quality protection for Swift Creek.
It is the owner's position that by protecting for the forested buffer above the
existing culvert road crossing and installing an in-stream storm water
management facility along with appropriate reforestation of a buffer around the
new facility, that water quality will be protected and substantial justice will be
achieved by granting of the requested variance.

DETENTION CALCS
THE VILLAGE OF TROON
AT LDAIRE
APRIL 12, 1999
BASS, NIXON & KENNEDY INC.
CONSULTING ENGINEERS
7416 CHAPEL HILL ROAD
RALEIGH, NC 27607
919/851-4422 ¦ FAX [phone]
1 •
Detention Basin Caics
Drainage area to basin = 29.9 acres
(Includes off-site drainage)
Impervious area = 14.1 acres
Design basin for 47% impervious area:
85% TSS removal - no vegetative filter with permanent pool depth = 6'
SA/SD = 1.24
1.24/100 x 29.9 acres = 0.37 acres
Surface area required = 0.37 acres or 16,150 sq.ft.
Surface area provided = 1.11 acres or 48,523 sq.ft.
Storage of runoff resulting from 1-inch rainfall
CN=85
S = 00 -10 Depth of runoff
_ 1000 (P -.0.2S) 2
S 85 -10 Q- P+0.8S
(1-0.2(l.76)) 2
S =1.76 Q = 1+0.8(1.76)
Q = 0.17inches or 0.0145 feet
29.9 acres x 43560 sq.ft. x 0.0145 feet = 18,855 cu.ft.
Volume of storage required = 18,855 cu.ft.
Volume of storage provided = 24,453 cu.ft.
Draw down time of 1-inch storage volume
AO = As-,[H- D = 4(AO)
60(t)
AO = 49290 D - 4 6.92
60(84) 7l
Ao = 6.92sq.in D = 2.97 in
Use 3° diameter orifice
t - As-,I-H
60(Ao)
t - 49290
60(6.92)
t = 83.46hrs
(3.5 days drawdown time)
s •
4/9/99
PROJECT SUMMARY
PROJECT NAME The Village of Troon at Kildaire
RAINFALL RALEIGH.RND
[UNIT HYDROGRAPH]
1 10 year pre-developed
Type RATIONAL UH Peak flow
2 10-year post developed
Type RATIONAL UH, Peak flow
3 100-Year post-developed
Type RATIONAL UH Peak flow
[HYDROGRAPHJ
1 10-year pre-developed
Type COMPUTED FLOOD Peak flow
Unit hydrograph
1 10 year pre-developed
2 10-year post developed
Type COMPUTED FLOOD Peak flow
Unit hydrograph
2 10-year post developed
3 10-year post developed thru basin
Type RESER STOR. IND Peak flow
Inflow hydrograph
2 10-year post developed
Reservoir
1 Water Quality Basin
4 100-year post developed
Type COMPUTED FLOOD Peak flow
Unit hydrograph
3 100-Year post-developed
5 100-year post developed thru basin
Type RESER STOR. IND Peak flow
Inflow hydrograph
4 100-year post developed
Page 1
224.250 cfs Peak time
224.250 cfs Peak time
224.250 cfs Peak time
57.549 cfs Peak time 720.000 min
126.919 cfs Peak time 720.000 min
42.993 cfs Peak time 734.000 min
171.740 cfs Peak time 720.000 min
44.979 cfs Peak time 739.000 min
Reservoir
1 Water Quality Basin
s
4/9/99
Page 2
[RESERVOIR]
1 Water Quality Basin
Storage type MAN STAGE/AREA Max storage 321511.000 cuft
Discharge type COMP STAGE/DISC Max discharge 48.802 cfs
Connecting Structures
1 4811/24" RCP Riser/Barrel
[OUTLET STRUCTURE]
1 4811/24" RCP Riser/Barrel
Type STAND PIPE WEIR
Max discharge 48.801 cfs
48"/24" OUTLET STRUCTURE
REPORT

4/9/99
OUTLET STRUCTURE REPORT
RECORD NUMBER : 1
TYPE : STAND PIPE WEIR
DESCRIPTION : 48"/24" RCP Riser/Barrel
[RATING CURVE LIMIT]
Minimum Elevation .........................
Maximum Elevation ......................... _
Elevation Increment ....................... _
[STANDPIPE INFORMATION]
DESCRIPTION : CIRCULAR STAND PIPE
[OUTLET STRUCTURE INFORMATION]
Radius .................................... _
Crest Length .............................. _
Crest Elevation ........................... _
Fraction Open Area ........................' _
[RECTANGULAR STAND PIPE EQUATION]
ORIFICE EQ: Q = Co*A(2gh)?0.5
WEIR EQ: Q = Cw*L*H^exp
Coefficient Co ........................... _
Coefficient Cw ........................... _
Exponential ............................... _
[DEFINITIONS]
H = Headwater depth, (ft)
A = Wetted area, (sqft)
L = Crest length, (ft)
[ORIFICE INFORMATION]
SUBRECORD 1
DESCRIPTION CIRCULAR ORIFICE
[OUTLET STRUCTURE INFORMATION]
Radius... *'****''***********'*'****'****** _
Invert Elevation .......................... _
Coefficient Co ............................ _
# of openings ............................. _
[CIRCULAR ORIFICE EQUATION]
Q = N*Co*A* [2gh] /k] "0.5
A = Wetted area, (sqft)
h = Centroid of Wetted area, (ft)
N = number of openings
K = 1
Page 1
416.26 (ft)
429.00 (ft)
0.50 (ft)
2.00000 (ft)
12.57 (ft)
424.50 (ft)
1.00000
0.60000
3.33000
1.50000
0.12500 (ft)
424.00000 (ft)
0.60000
1
[CULVERT INFORMATION]
4/9/99 Page 2
OUTLET STRUCTURE REPORT
RECORD NUMBER : 1
TYPE : STAND PIPE WEIR
DESCRIPTION 4811/24" RCP Riser/Barrel
DESCRIPTION : 2411 RCP
[OUTLET STRUCTURE INFORMATION]
Circular Radius. ........................ = 1.00000 (ft)
Culvert Length..... ..................... = 108.00000 (ft)
Culvert Invert Elevation .................. = 416.26001 (ft)
Slope ..................................... = 0.00700 (ft/ft)
Manning's n-value ......................... = 0.01300
Entrance Loss Coefficient ................. 1.00000
Tailwater Elevation ....................... = 0.00000 (ft)
Number of barrels ......................... = 1
[UNSUBMERGED EQUATION]
H/Diam = He/Diam + K *(Q/A*Diam?0.5))'M - 0.5*S?2
Coefficient K ............................. = 0.04500
coefficient M ............................. = 2.00000
[SUBMERGED EQUATION]
H/Diam = c*(Q/(A*DiamA0.5))AZ + Y - 0.5*SA2
Coefficient c ............................. = 0.03170
Coefficient Y ............................. 0.69000
[DEFINITIONS]
H = Headwater depth, (ft)
Diam = Interior height of culvert barrel, (ft)
He = Specific head at critical depth (dc + Vc'2/2g), (ft)
Q = Discharge, (cfs)
A = Full cross sectional area of culvert barrel, (sqft)
S = Culvert barrel slope, (ft/ft)
[Stand Pipe Discharge vs. Stage]
(the elevation increment is 0.50)
-------------
STAGE -----------
ELEVATION -----------
ORIFICE -------
WEIR ------------
STAND PIPE ----------
CULVERT ----------------
TOTAL FLOW

------------- (ft)
----------- (cfs)
----------- (cfs)
------- (cfs) (cfs) (cfs)

0.00
416.26
0.00
0.00 ------------
0.00 ----------
0.00 ----------------
0.00
0.50 416.76 0.00 0.00 0.00 0.84 0.84
1.00 417.26 0.00 0.00 0.00 3.16 3.16
1.50 417.76 0.00 0.00 0.00 6.17 6.17
2.00 418.26 0.00 0.00 0.00 9.17 9.17
2.50 418.76 0.00 0.00 0.00 11.97 11.97
3.00 419.26 0.00 0.00 0.00 14.55 14.55
3.50 419.76 0.00 0.00 0.00 22.21 22.21
4.00 420.26 0.00 0.00 0.00 26.68 26.68
4.50 420.76 0.00 0.00 0.00 28.44 28.44
5.00 421.26 0.00 0.00 0.00 30.05 30.05
5.50 421.76 0.00 0.00 0.00 31.61 31.61
4/9/99
OUTLET STRUCTURE REPORT
RECORD NUMBER : 1
TYPE : STAND PIPE WEIR
DESCRIPTION : 4811/24" RCP Riser/Barrel
(Stand Pipe Discharge vs. Stage]
(the elevation increment is 0.50)
Page 3
-------------
STAGE -----------
ELEVATION ----------
ORIFICE --------
WEIR ------------
STAND PIPE ----------
CULVERT ----------------
TOTAL FLOW

------------- (ft)
------
---- (cfs)
---------- (cfs)
-------- (cfs)
-------- (cfs) (cfs)

6.00 -
422.26
0.00
0.00 ----
0.00 ----------
33.08 ----------------
33.08
6.50 422.76 0.00 0.00 0.00 34.49 34.49
7.00 423.26 0.00 0.00 0.00 35.86 35.86
7.50 423.76 0.01 0.00 0.00 37.16 37.16
8.00 424.26 0.16 0.00 0.00 38.42 38.42
8.50 424.76 0.23 0.00 5.55 39.65 39.65
9.00 425.26 0.29 0.00 27.73 40.83 40.83
9.50 425.76 0.33 0.00 56.88 41.99 41.99
10.00 426.26 0.37 0.00 80.27 43.11 43.11
10.50 426.76 0.41 0.00 90.96 44.20 44.20
11.00 427.26 0.44 0.00 100.52 45.27 45.27
11.50 427.76 0.47 0.00 109.25 46.31 46.31
12.00 428.26 0.50 0.00 117.33 47.33 47.33
12.50 428.76 0.52 0.00 124.88 48.33 48.33
12.74 429.00 0.00 0.00 128.35 48.80 48.80
(Weir Discharge vs. Stage]
(the elevation increment is 0.50)
------------
STAGE -------------
ELEVATION ---------
WEIR1 ---------
WEIR2 -----------
WEIRS ----------
WEIR4 -----------
TOTAL

------------ (ft)
------------- (cfs)
--------- (cfs)
--------- (cfs)
---
- (cfs) (cfs)

0.00
416.26
0.00
0.00 --
-----
0.00 ----------
0.00 -----------
0.00
0.50 416.76 0.00 0.00 0.00 0.00 0.00
1.00 417.26 0.00 0.00 0.00 0.00 0.00
1.50 417.76 0.00 0.00 0.00 0.00 0.00
2.00 418.26 0.00 0.00 0.00 0.00 0.00
2.50 418.76 0.00 0.00 0.00 0.00 0.00
3.00 419.26 0.00 0.00 0.00 0.00 0.00
3.50 419.76 0.00 0.00 0.00 0.00 0.00
4.00 420.26 0.00 0.00 0.00 0.00 0.00
4.50 420.76 0.00 0.00 0.00 0.00 0.00
5.00 421.26 0.00 0.00 0.00 0.00 0.00
5.50 421.76 0.00 0.00 0.00 0.00 0.00
6.00 422.26 0.00 0.00 0.00 0.00 0.00
6.50 422.76 0.00 0.00 0.00 0.00 0.00
7.00 423.26 0.00 0.00 0.00 0.00 0.00
7.50 423.76 0.00 0.00 0.00 0.00 0.00
8.00 424.26 0.00 0.00 0.00 0.00 0.00
8.50 424.76 0.00 0.00 0.00 0.00 0.00
9.00 425.26 0.00 0.00 0.00 0.00 0.00
9.50 425.76 0.00 0.00 0.00 0.00 0.00
10.00 426.26 0.00 0.00 0.00 0.00 0.00
10.50 426.76 0.00 0.00 0.00 0.00 0.00
11.00 427.26 0.00 0.00 0.00 0.00 0.00
11.50 427.76 0.00 0.00 0.00 0.00 0.00
12.00 428.26 0.00 0.00 0.00 0.00 0.00
4/9/99
OUTLET STRUCTURE REPORT
RECORD NUMBER : 1
TYPE STAND PIPE WEIR
DESCRIPTION 4811/24" RCP Riser/Barrel
(Weir Discharge vs. Stage]
(the elevation increment is 0.50)
Page 4
-------------------------
STAGE ELEVATION --------
WEIR1 ----------
WEIR2 ----------
WEIR3 -----------
WEIR4 -----------
TOTAL
(ft)
------------------------- (cfs)
--------- (cfs)
--------- (cfs)
---------- (cfs) (cfs)

12.50 428.76
0.00
0.00
0.00 -----------
0.00 -----------
0.00
12.74 429.00 0.00 0.00 0.00 0.00 0.00
(Orifices Discharge vs. Stage]
(the elevation increment is 0.50)
------------
STAGE -------------
ELEVATION --------
ORIF1 -----------
ORIF2 -- -------
ORIF3 ---------
ORIF4 ------------
TOTAL

------------ (ft)
------------- (cfs)
-------- (cfs)
----------- (cfs)
---- (cfs) (cfs)

0.00
416.26
0.00
0.00 ------
0.00 ----------
0.00 -----------
0.00
0.50 416.76 0.00 0.00 0.00 0.00 0.00
1.00 417.26 0.00 0.00 0.00 0.00 0.00
1.50 417.76 0.00 0.00 0.00 0.00 0.00
2.00 418.26 0.00 0.00 0.00 0.00 0.00
2.50 418.76 0.00 0.00 0.00 0.00 0.00
3.00 419.26 0.00 0.00 0.00 0.00 0.00
3.50 419.76 0.00 0.00 0.00 0.00 0.00
4.00 420.26 0.00 0.00 0.00 0.00 0.00
4.50 420.76 0.00 0.00 0.00 0.00 0.00
5.00 421.26 0.00 0.00 0.00 0.00 0.00
5.50 421.76 0.00 0.00 0.00 0.00 0.00
6.00 422.26 0.00 0.00 0.00 0.00 0.00
6.50 422.76 0.00 0.00 0.00 0.00 0.00
7.00 423.26 0.00 0.00 0.00 0.00 0.00
7.50 423.76 0.01 0.00 0.00 0.00 0.01
8.00 424.26 0.16 0.00 0.00 0.00 0.16
8.50 424.76 0.23 0.00 0.00 0.00 0.23
9.00 425.26 0.29 0.00 0.00 0.00 0.29
9.50 425.76 0.33 0.00 0.00 0.00 0.33
10.00 426.26 0.37 0.00 0.00 0.00 0.37
10.50 426.76 0.41 0.00 0.00 0.00 0.41
11.00 427.26 0.44 0.00 0.00 0.00 0.44
11.50 427.76 0.47 0.00 0.00 0.00 0.47
12.00 428.26 0.50 0.00 0.00 0.00 0.50
12.50 428.76 0.52 0.00 0.00 0.00 0.52
12.74 429.00 0.00 0.00 0.00 0.00 0.00
RESERVOIR REPORT

4/9/99
RESERVOIR REPORT
RECORD NUMBER 1
STORAGE TYPE MAN STAGE/AREA
DISCHARGE TYPE COMP STAGE/DISC
DESCRIPTION Water Quality Basin
[RATING CURVE LIMIT]
Page 1
Minimum Elevation ......................... 416.26 (ft)
Maximum Elevation ......................... = 429.00 (ft)
Elevation Increment.. ...................... = 0.10 (ft)
[STAGE STORAGE INFORMATION]
Input file = NULL
Output file = NULL
[Manual Contour Area vs. Elevation]
------------------------
ELEVATION ------------------------
CONTOUR AREA
(ft)
------------------------ (sgft)
----------------------

424.00 --
48523.00
425.00 50056.00
426.00 57655.00
427.00 62316.00
428.00 67041.00
429.00 71831.00
[STAGE DISCHARGE INFORMATION]
OUTLET STRUCTURE:
STR # 1
TYPE : STAND PIPE WEIR
DESCRIPTION : 4811/24" RCP Riser/Barrel
[Reservoir Discharge vs. Stage]
(the elevation increment is 0.10)
---------------
STAGE -------------
ELEVATION ----------------
CONTOUR AREA -----------
STORAGE --------------------
DISCHARGE
(ft)
--------------- (ft)
------------- (sqft)
---------------- (cuft)
- (cfs)

0.00
416.26
0.00 ----------
0.00 --------------------
0.00
0.10 416.36 0.00 0.00 0.00
0.20 416.46 0.00 0.00 0.00
0.30 416.56 0.00 0.00 0.00
0.40 416.66 0.00 0.00 0.00
0.50 416.76 0.00 0.00 0.00
0.60 416.86 0.00 0.00 0.00
0.70 416.96 0.00 0.00 0.00
0.80 417.06 0.00 0.00 0.00
0.90 417.16 0.00 0.00 0.00
1.00 417.26 0.00 0.00 0.00
1.10 417.36 0.00 0.00 0.00
4/9/99
RESERVOIR REPORT
RECORD NUMBER 1
STORAGE TYPE MAN STAGE/AREA
DISCHARGE TYPE COMP STAGE/DISC
DESCRIPTION Water Quality Basin
(Reservoir Discharge vs. Stage]
(the elevation increment is 0.10)
Page 2
--------------
STAGE --------------
ELEVATION ----------------
CONTOUR AREA -----------
STORAGE --------------------
DISCHARGE
(ft)
-------------- (ft)
-------------- (sqft)
---------------- (cuft)
-- (cfs)

1.20
417.46
0.00 ---------
0.00 --------------------
0.00
1.30 417.56 0.00 0.00 0.00
1.40 417.66 0.00 0.00 0.00
1.50 417.76 0.00 0.00 0.00
1.60 417.86 0.00 0.00 0.00
1.70 417.96 0.00 0.00 0.00
1.80 418.06 0.00 0.00 0.00
1.90 418.16 0.00 0.00 0.00
2.00 418.26 0.00 0.00 0.00
2.10 418.36 0.00 0.00 0.00
2.20 418.46 0.00 0.00 0.00
2.30 418.56 0.00 0.00 0.00
2.40 418.66 0.00 0.00 0.00
2.50 418.76 0.00 0.00 0.00
2.60 418.86 0.00 0.00 0.00
2.70 418.96 0.00 0.00 0.00
2.80 419.06 0.00 0.00 0.00
2.90 419.16 0.00 0.00 0.00
3.00 419.26 0.00 0.00 0.00
3.10 419.36 0.00 0.00 0.00
3.20 419.46 0.00 0.00 0.00
3.30 419.56 0.00 0.00 0.00
3.40 419.66 0.00 0.00 0.00
3.50 419.76 0.00 0.00 0.00
3.60 419.86 0.00 0.00 0.00
3.70 419.96 0.00 0.00 0.00
3.80 420.06 0.00 0.00 0.00
3.90 420.16 0.00 0.00 0.00
4.00 420.26 0.00 0.00 0.00
4.10 420.36 0.00 0.00 0.00
4.20 420.46 0.00 0.00 0.00
4.30 420.56 0.00 0.00 0.00
4.40 420.66 0.00 0.00 0.00
4.50 420.76 0.00 0.00 0.00
4.60 420.86 0.00 0.00 0.00
4.70 420.96 0.00 0.00 0.00
4.80 421.06 0.00 0.00 0.00
4.90 421.16 0.00 0.00 0.00
5.00 421.26 0.00 0.00 0.00
5.10 421.36 0.00 0.00 0.00
5.20 421.46 0.00 0.00 0.00
5.30 421.56 0.00 0.00 0.00
5.40 421.66 0.00 0.00 0.00
5.50 421.76 0.00 0.00 0.00
5.60 421.86 0.00 0.00 0.00
5.70 421.96 0.00 0.00 0.00
4/9/99
RESERVOIR REPORT
RECORD NUMBER 1
STORAGE TYPE MAN STAGE/AREA
DISCHARGE TYPE : COMP STAGE/DISC
DESCRIPTION : Water Quality Basin
(Reservoir Discharge vs. Stage]
(the elevation increment is 0.10)
Page 3
STAGE ELEVATION CONTOUR AREA STORAGE DISCHARGE
(ft)
-------- (ft)
-------------- (sqft)
-------------- (cuft)
---- (cfs)

5.80
422.06
0.00 ---------
0.00 -----------
0.00
5.90 422.16 0.00 0.00 0.00
6.00 422.26 0.00 0.00 0.00
6.10 422.36 0.00 0.00 0.00
6.20 422.46 0.00 0.00 0.00
6.30 422.56 0.00 0.00 0.00
6.40 422.66 0.00 0.00 0.00
6.50 422.76 0.00 0.00 0.00
6.60 422.86 0.00 0.00 0.00
6.70 422.96 0.00 0.00 0.00
6.80 423.06 2911.26 145.56 0.00
6.90 423.16 7763.86 679.32 0.00
7.00 423.26 12616.45 1698.33 0.00
7.10 423.36 17469.05 3202.61 0.00
7.20 423.46 22321.65 5192.14 0.00
7.30 423.56 27172.76 7666.87 0.00
7.40 423.66 32025.36 10626.77 0.00
7.50 423.76 36877.95 14071.94 0.00
7.60 423.86 41730.55 18002.36 0.00
7.70 423.96 46583.14 22418.05 0.00
7.80 424.06 48614.98 27177.96 0.01
7.90 424.16 48768.29 32047.12 0.05
8.00 424.26 48921.59 36931.61 0.09
8.10 424.36 49074.91 41831.43 0.11
8.20 424.46 49228.21 46746.59 0.14
8.30 424.56 49381.48 51677.07 0.78
8.40 424.66 49534.79 56622.89 2.86
8.50 424.76 49688.09 61584.03 5.75
8.60 424.86 49841.41 66560.51 9.26
8.70 424.96 49994.71 71552.31 13.29
8.80 425.06 50511.92 76577.64 17.79
8.90 425.16 51271.87 81666.83 22.71
9.00 425.26 52031.81 86832.02 28.01
9.10 425.36 52791.76 92073.20 33.67
9.20 425.46 53551.71 97390.37 39.67
9.30 425.56 54311.42 102783.52 41.54
9.40 425.66 55071.37 108252.66 41.76
9.50 425.76 55831.31 113797.80 41.99
9.60 425.86 56591.26 119418.92 42.22
9.70 425.96 57351.21 125116.05 42.44
9.80 426.06 57934.65 130880.34 42.67
9.90 426.16 58400.78 136697.11 42.89
10.00 426.26 58866.91 142560.50 43.11
10.10 426.36 59333.04 148470.50 43.33
10.20 426.46 59799.16 154427.11 43.55
10.30 426.56 60265.15 160430.33 43.77
4/9/99
RESERVOIR REPORT
RECORD NUMBER : 1
STORAGE TYPE : MAN STAGE/AREA
DISCHARGE TYPE COMP STAGE/DISC
DESCRIPTION Water Quality Basin
(Reservoir Discharge vs. Stage]
(the elevation increment is 0.10)
Page 4
---------------
STAGE -------------
ELEVATION ---------------
CONTOUR AREA ------------
STORAGE --------------------
DISCHARGE
(ft)
--------------- (ft)
------------- (sqft)
--------------- (cuft)
------- (cfs)
-

10.40
426.66
60731.28 -----
166480.16 ---------
----------
43.99
10.50 426.76 61197.41 172576.59 44.21
10.60 426.86 61663.54 178719.64 44.42
10.70 426.96 62129.66 184909.30 44.64
10.80 427.06 62599.49 191145.75 44.85
10.90 427.16 63072.02 197429.33 45.06
11.00 427.26 63544.55 203760.16 45.27
11.10 427.36 64017.07 210138.23 45.48
11.20 427.46 64489.61 216563.56 45.69
11.30 427.56 64961.99 223036.14 45.90
11.40 427.66 65434.52 229555.97 46.11
11.50 427.76 65907.05 236123.05 46.31
11.60 427.86 66379.58 242737.38 46.52
11.70 427.96 66852.10 249398.95 46.72
11.80 428.06 67328.39 256107.98 46.93
11.90 428.16 67807.41 262864.78 47.13
12.00 428.26 68286.45 269669.47 47.33
12.10 428.36 68765.48 276522.06 47.53
12.20 428.46 69244.51 283422.56 47.73
12.30 428.56 69723.39 290370.97 47.93
12.40 428.66 70202.41 297367.25 48.13
12.50 428.76 70681.45 304411.44 48.33
12.60 428.86 71160.48 311503.53 48.53
12.70 428.96 71639.51 318643.53 48.72
12.74 429.00 71831.00 321511.38 48.80
10-YEAR HYDROGRAPH
f 4/9/99
RECORD NUMBER
TYPE
DESCRIPTION
HYDROGRAPH REPORT
1
COMPUTED FLOOD
10-year pre-developed
[HYDROGRAPH INFORMATION]
Page 1
Peak Discharge ............................ = 57.55 (cfs)
Volume ................................... = 3.12 (acft)
Time Interval ............................. 1 (min)
Time to Peak .............................. = 720.00 (min)
Time of Base....... ..................... = 1448.00 (min)
Multiplication factor ..................... = 1.00
[UNIT HYDROGRAPH INFORMATION]
Unit hydrograph # ......................... = 1
Unit hydrograph type ...................... = RATIONAL UH
Peak Discharge ............................ = 224.25 (cfs)
Time Interval ............................. 1 (min)
Time to Peak .............................. = 8.00 (min)
Time of Base .............................. = 16.00 (min)
Rainfall Excess ........................... = 1.00 (in)
Basin Lag Time ............................ 0.00 (min)
[BASIN DESCRIPTION]
[WEIGHTED WATERSHED AREA]
-------------------------------------------------------------------
DESCRIPTION AREA CN# RUNOFF COEF
-------------------------------------------------------------------
Wooded Area 25.71 69 0.00000
Commercial Area 4.19 82 0.00000
------------------------------------------------------
Overall Approximation 29.90 71 0.00000
[TIME CONCENTRATION -- USER DEFINED]
Time of Concentration ..................... = 8.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type ......................... SYNTHETIC
Total Precipitation ....................... 4.24 (in)
Return Period ............................. = 10 (yr)
Storm Duration ............................ = 24.00 (hr)
10-YEAR POST-DEVELOPED
HYDROGRAPH
4/9/99
RECORD NUMBER
TYPE
DESCRIPTION
HYDROGRAPH REPORT
2
COMPUTED FLOOD
10-year post developed
[HYDROGRAPH INFORMATION]
Page 1
Peak Discharge ............................ = 126.92 (cfs)
Volume .................................... = 6.88 (acft)
Time Interval ............................. = 1 (min)
Time to Peak.... ........................ = 720.00 (min)
Time of Base....... ..................... = 1448.00 (min)
Multiplication factor ..................... 1.00
[UNIT HYDROGRAPH INFORMATION]
Unit hydrograph # ......................... 2
Unit hydrograph type ...................... = RATIONAL UH
Peak Discharge ............................ = 224.25 (cfs)
Time Interval ............................. = 1 (min)
Time to Peak .............................. = 8.00 (min)
Time of Base .............................. 16.00 (min)
Rainfall Excess ........................... = 1.00 (in)
Basin Lag Time ............................ = 0.00 (min)
[BASIN DESCRIPTION]
[WEIGHTED WATERSHED AREA]
-------------------------------------------------------------------
DESCRIPTION AREA CN# RUNOFF COEF
-------------------------------------------------------------------
Grassed/Landscaped Areas 11.59 68 0.00000
Impervious Areas 14.12 95 0.00000
Commercial Areas 4.19 85 0.00000
------------------------------------------------------
Overall Approximation 29.90 83 0.00000
[TIME CONCENTRATION -- USER DEFINED]
Time of Concentration ..................... = 8.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type ......................... = SYNTHETIC
Total Precipitation ....................... = 4.24 (in)
Return Period .......................... = 10 (yr)
Storm Duration ............................ = 24.00 (hr)
10-YEAR POST-DEVELOPED
HYDROGRAPH THROUGH BASIN
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 3
TYPE RESER STOR. IND
DESCRIPTION 10-year post developed thru basin
[HYDROGRAPH INFORMATION]
Page 1
Peak Discharge ............................ = 42.99 (cfs)
Volume .................................... = 5.74 (acft)
Time Interval ............................. = 1 (min)
Time to Peak .............................. = 734.00 (min)
Time of Base....... ..................... 1440.00 (min)
Peak Elevation ............................ = 426.21 (ft)
[RESERVOIR STRUCTURE INFORMATION]
Reservoir # ............................... = 1
Description ............................... = Water Quality Basin
Storage type .............................. = MAN STAGE/AREA
Max storage ..............................: = 321511.00 Cuft
Discharge type. ......................... = COMP STAGE/DISC
Max discharge ............................. = 48.80 cfs
[RESERVOIR INFORMATION]
Reservoir # ............................... = 1
Reservoir Description ..................... = Water Quality Basin
[INFLOW HYDROGRAPH INFORMATION]
Hydrograph # .............................. = 2
Hydrograph Description .................... = 10-year post developed
[Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
------
INTV# --------
TIME ---------
INFLOW ------------- -- ---------------
EQUATION ------------- ---------
OUTFLOW ---------
STORAGE -----------
ELEVATION

- (min)
- (cfs)
-
-- 0.5(I1+I2)dt
- + S1-0.5(01)dt = S2+0.5(02)dt 02(cfs) (cuft) (ft)
---
---
521 ------
521.0 --
-
---
1.54 --
----------
92.44 --
+ ---------------
22950.95 = -------------
23043.38 ---------
0.00 ---------
23043.35 -----------
423.97
522 522.0 1.55 92.96 + 23043.32 = 23136.28 0.00 23136.24 423.98
527 527.0 1.60 95.57 + 23512.89 = 23608.47 0.00 23608.41 423.99
532 532.0 1.64 98.36 + 23995.53 = 24093.87 0.00 24093.79 424.00
537 537.0 1.69 101.24 + 24492.12 = 24593.37 0.00 24593.27 424.01
542 542.0 1.75 104.39 + 25003.49 = 25107.89 0.00 25107.76 424.02
547 547.0 1.80 107.71 + 25530.49 = 25638.20 0.01 25638.04 424.03
552 552.0 1.86 111.19 + 26074.32 = 26185.51 0.01 26185.33 424.04
557 557.0 1.92 115.01 + 26635.91. = 26750.93 0.01 26750.72 424.05
562 562.0 1.99 119.01 + 27216.53 = 27335.54 0.01 27335.27 424.06
567 567.0 2.06 123.33 + 27817.01 = 27940.33 0.01 27939.92 424.08
572 572.0 2.14 128.02 + 28438.09 = 28566.12 0.02 28565.56 424.09
577 577.0 2.22 132.93 + 29081.78 = 29214.73 0.02 29214.02 424.10
582 582.0 2.32 138.42 + 29749.78 = 29888.19 0.03 29887.33 424.12
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 3
TYPE RESER STOR. IND'
DESCRIPTION 10-year post developed thru basin
Page 2
(Computation of Reservoir Outflow Table of Storage Indication Method)
(The time interval is 5 min)
------
INTV# --------
TIME ---------
INFLOW ------------- -- --------------
EQUATION -------------- ---------
OUTFLOW ---------
STORAGE -----------
ELEVATION

------ (min)
-------- (cfs)
--------- 0.5(Il+I2)dt
------------- +
-- S1-0.5(01)dt
-------------- = S2+0.5(02)dt
-------------- 02(cfs) (cuft) (ft)

587
587.0
2.42
144.29
+
30443.88 = -
30588.17 --------
0.03 ---------
30587.14 -----------
424.13
592 592.0 2.52 150.55 + 31166.91 = 31317.45 0.04 31316.26 424.14
597 597.0 2.64 157.64 + 31921.02 = 32078.67 0.05 32077.30 424.16
602 602.0 2.77 165.18 + 32709.22 = 32874.40 0.05 32872.83 424.18
607 607.0 2.91 173.52 + 33535.21 = 33708.74 0.06 33706.95 424.19
612 612.0 3.06 182.87 + 34402.04 = 34584.90 0.07 34582.89 424.21
617 617.0 3.23 192.83 + 35314.88 = 35507.71 0.07 35505.47 424.23
622 622.0 3.43 204.45 + 36278.85 = ;36483.29 0.08 36480.79 424.25
627 627.0 3.64 217.25 + 37299.38 = 37516.61 0.09 37513.90 424.27
632 632.0 3.88 231.24 + 38385.75 = 38617.00 0.10 38614.10 424.29
637 637.0 4.16 248.06 + 39545.23 = 39793.28 0.10 39790.18 424.32
642 642.0 4.48 266.47 + 40788.39 = 41054.85 0.11 41051.54 424.34
647 647.0 4.83 287.87 + 42129.62 = 42417.48 0.12 42413.96 424.37
652 652.0 5.27 313.45 + 43581.13 = 43894.60 0.12 43890.88 424.40
657 657.0 5.75 341.69 + 45165.18 = 45506.88 0.13 45502.94 424.43
662 662.0 6.36 377.74 + 46904.20 = 47281.97 0.21 47275.80 424.47
667 667.0 7.09 420.39 + 48779.22 = 49199.60 0.45 49185.96 424.51
672 672.0 7.91 469.63 + 50811.46 = 51281.12 0.72 51259.38 424.55
677 677.0 9.08 537.99 + 52992.29 = 53530.30 1.54 53484.07 424.60
682 682.0 10.50 619.53 + 55249.09 = 55868.61 2.51 55793.18 424.64
687 687.0 12.29 726.92 + 57664.24 = 58391.14 3.83 58276.33 424.69
692 692.0 15.03 884.10 + 60246.74 = 61130.84 5.39 60969.00 424.75
697 697.0 18.54 1078.61 + 63170.88 = 64249.46 7.47 64025.24 424.81
702 702.0 24.18 1416.95 + 66691.04 = 68107.97 10.26 67800.08 424.88
707 707.0 34.42 1985.34 + 71123.33 = 73108.69 14.30 72679.60 424.98
712 712.0 47.73 2783.78 + 77628.93 = 80412.68 20.89 79786.00 425.12
717 717.0 97.22 5536.35 + 88948.63 = 94484.98 35.20 93429.01 425.39
722 722.0 113.24 6999.42 + 110097.75 = 117097.20 42.07 115834.96 425.80
727 727.0 79.03 4947.02 + 128280.90 = 133227.92 42.71 131946.64 426.08
732 732.0 53.34 3341.74 + 136635.45 = 139977.16 42.97 138688.16 426.19
737 737.0 32.82 2019.32 + 137622.16 = 139641.47 42.95 138352.84 426.19
742 742.0 24.47 1518.08 + 133847.19 = 135365.24 42.79 134081.50 426.12
747 747.0 18.72 1147.04 + 127730.25 = 128877.31 42.54 127601.09 426.00
752 752.0 14.70 906.21 + 120256.66 = 121162.85 42.24 119895.71 425.87
757 757.0 12.42 759.13 + 111842.05 = 112601.15 41.89 111344.41 425.72
762 762.0 10.48 637.60 + 102846.72 = 103484.32 41.35 102243.86 425.55
767 767.0 9.05 551.39 + 93970.07 = 94521.46 35.24 93464.30 425.39
772 772.0 7.98 484.57 + 86961.81 = 87446.36 27.78 86612.88 425.26
777 777.0 7.06 427.71 + 81611.60 = 82039.29 22.42 81366.80 425.15
782 782.0 6.36 385.79 + 77438.82 = 77824.61 18.46 77270.81 425.07
787 787.0 5.77 349.19 + 74127.11 = 74476.32 15.49 74011.48 425.01
792 792.0 5.25 317.90 + 71456.38 = 71774.26 13.15 71379.61 424.96
797 797.0 4.84 293.06 + 69265.80 = 69558.87 11.41 69216.64 424.91
802 802.0 4.48 270.44 + 67442.12 = 67712.56 9.95 67414.02 424.88
807 807.0 4.16 251.35 + 65919.02 = 66170.38 8.80 65906.37 424.85
812 812.0 3.89 234.81 + 64613.52 = 64848.34 7.89 64611.71 424.82
817 817.0 3.64 219.64 + 63487.60 = 63707.24 7.10 63494.25 424.80
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 3
TYPE RESER STOR. IND
DESCRIPTION 10-year post developed thru basin
Page 3
(Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
--------------
INTV# TIME ---------
INFLOW ------------- -- ---------------
EQUATION -------------- --------
OUTFLOW ----------
STORAGE -- -------
ELEVATION
(min) (cfs) 0.5(Il+I2)dt + S1-0.5(01)dt = S2+0.5(02)dt 02(cfs) (cuft) (ft)
-----
822 ---------
822.0 ---------
3.43 --------------
206.91
+
-
62514.41
---------------
62721.32
-------------- --------
6.42
62528.75
----------
424.78
----------
827 827.0 3.24 195.23 + 61671.43 = 61866.68 5.83 61691.80 424.76
832 832.0 3.06 184.59 + 60933.26 = 61117.85 5.39 60956.22 424.75
837 837.0 2.91 175.41 + 60268.54 = 60443.93 5.00 60293.88 424.73
842 842.0 2.77 166.77 + 59669.74 = 59836.50 4.65 59696.87 424.72
847 847.0 2.64 159.04 + 59130.20 = 59289.23 4.34 59159.00 424.71
852 852.0 2.52 152.03 + 58643.14 = 58795.16 4.06 58673.41 424.70
857 857.0 2.41 145.42 + 58203.59 = ;58349.03 3.80 58234.94 424.69
862 862.0 2.32 139.56 + 57806.34 = 57945.93 3.57 57838.76 424.68
867 867.0 2.23 134.06 + 57446.65 = 57580.71 3.36 57479.82 424.68
872 872.0 2.14 128.90 + 57120.84 = 57249.73 3.17 57154.51 424.67
877 877.0 2.06 124.27 + 56824.88 = 56949.16 3.00 56859.11 424.66
882 882.0 1.99 119.85 + 56555.74 = 56675.57 2.85 56590.06 424.66
887 887.0 1.92 115.76 + 56304.54 = 56420.29 2.74 56337.97 424.65
892 892.0 1.86 111.97 + 56064.62 = 56176.62 2.64 56097.34 424.65
897 897.0 1.80 108.35 + 55836.12 = 55944.45 2.55 55868.07 424.64
902 902.0 1.75 105.04 + 55618.60 = 55723.66 2.45 55650.04 424.64
907 907.0 1.69 101.89 + 55411.75 = 55513.65 2.37 55442.65 424.64
912 912.0 1.64 98.89 + 55215.28 = 55314.16 2.28 55245.65 424.63
917 917.0 1.60 96.13 + 55028.68 = 55124.83 2.20 55058.69 424.63
922 922.0 1.55 93.47 + 54851.59 = 54945.06 2.13 54881.16 424.62
927 927.0 1.51 90.97 + 54683.62 = 54774.60 2.06 54712.84 424.62
932 932.0 1.47 88.62 + 54524.22 54612.84 1.99 54553.09 424.62
937 937.0 1.44 86.34 + 54373.01 = 54459.34 1.93 54401.51 424.62
942 942.0 1.40 84.23 + 54229.54 = 54313.76 1.87 54257.75 424.61
947 947.0 1.37 82.20 + 54093.38 = 54175.59 1.81 54121.30 424.61
952 952.0 1.33 80.25 + 53964.29 = 54044.53 1.75 53991.89 424.61
957 957.0 1.30 78.43 + 53841.73 = 53920.16 1.70 53869.07 424.60
962 962.0 1.27 76.66 + 53725.31 = 53801.96 1.65 53752.34 424.60
967 967.0 1.25 74.98 + 53614.71 = 53689.67 1.61 53641.46 424.60
972 972.0 1.22 73.39 + 53509.61 = 53582.98 1.56 53536.09 424.60
977 977.0 1.19 71.83 + 53409.67 = 53481.49 1.52 53435.87 424.60
982 982.0 1.17 70.37 + 53314.63 = 53385.01 1.48 53340.60 424.59
987 987.0 1.15 68.96 + 53224.15 = 53293.12 1.44 53249.86 424.59
992 992.0 1.12 67.60 + 53138.05 = 53205.62 1.41 53163.45 424.59
997 997.0 1.10 66.30 + 53055.90 = 53122.18 1.37 53081.05 424.59
1002 1002.0 1.08 65.05 + 52977.62 = 53042.66 1.34 53002.53 424.59
1007 1007.0 1.06 63.84 + 52902.88 = 52966.72 1.31 52927.54 424.59
1012 1012.0 1.04 62.69 + 52831.58 = 52894.27 1.28 52855.99 424.58
1017 1017.0 1.02 61.57 + 52763.50 = 52825.06 1.25 52787.64 424.58
1022 1022.0 1.01 60.50 + 52698.35 = 52758.87 1.22 52722.28 424.58
1027 1027.0 0.99 59.46 + 52636.05 = 52695.49 1.19 52659.69 424.58
1032 1032.0 0.97 58.45 + 52576.39 = 52634.83 1.17 52599.79 424.58
1037 1037.0 0.96 57.49 + 52519.25 = 52576.76 1.14 52542.44 424.58
1042 1042.0 0.94 56.55 + 52464.54 = 52521.06 1.12 52487.45 424.58
1047 1047.0 0.93 55.65 + 52411.92 = 52467.58 1.10 52434.62 424.58
1052 1052.0 0.91 54.77 + 52361.49 = 52416.28 1.08 52383497 424.57
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER : 3
TYPE : RESER STOR. IND
DESCRIPTION : 10-year post developed thru basin
Page 4
[Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
--------------
INTV# TIME ---------
INFLOW ------------- --- --------------
EQUATION ------------- ---------
OUTFLOW ---------
STORAGE -----------
ELEVATION

- (min)
-
----- (cfs)
------ 0.5(11+1 , 2)dt + S1-0.5 (O1) dt = S2+0.5 (02) dt 02 (cfs)
- (cuft) (ft)
----
1057 ---
1057.0 ---
0.90 -------------
53.92 ---
+ --------------
52313.01 = -------------
52366.94 --
------
1.06 ---------
52335.25 -----------
424.57
1062 1062.0 0.88 53.10 + 52266.44 = 52319.56 1.04 52288.46 424.57
1067 1067.0 0.87 52.31 + 52221.59 = 52273.91 1.02 52243.38 424.57
1072 1072.0 0.86 51.54 + 52178.52 = 52230.06 1.00 52200.08 424.57
1077 1077.0 0.85 50.79 + 52136.98 = 52187.79 0.98 52158.34 424.57
1082 1082.0 0.83 50.06 + 52096.98 = 52147.05 0.96 52118.11 424.57
1087 1087.0 0.82 49.36 + 52058.38 = 52107.74 0.95 52079.29 424.57
1092 1092.0 0.81 48.68 + 52021.12 = :52069.82 0.93 52041.84 424.57
1097 1097.0 0.80 48.01 + 51985.27 = 52033.29 0.92 52005.76 424.57
1102 1102.0 0.79 47.37 + 51950.57 = 51997.94 0.90 51970.86 424.57
1107 1107.0 0.78 46.74 + 51917.04 = 51963.79 0.89 51937.14 424.57
1112 1112.0 0.77 46.12 + 51884.63 = 51930.75 0.87 51904.50 424.56
111.7 1117.0 0.76 45.53 + 51853.20 = 51898.74 0.86 51872.90 424.56
1122 1122.0 0.75 44.95 + 51822.79 = 51867.75 0.85 51842.29 424.56
1127 1127.0 0.74 44.39 + 51793.36 = 51837.76 0.84 51812.67 424.56
1132 1132.0 0.73 43.84 + 51764.82 = 51808.67 0.82 51783.95 424.56
1137 1137.0 0.72 43.30 + 51737.11 = 51780.39 0.81 51756.03 424.56
1142 1142.0 0.71 42.78 + 51710.24 = 51753.03 0.80 51729.00 424.56
1147 1147.0 0.70 42.27 + 51684.21 = 51726.47 0.79 51702.78 424.56
1152 1152.0 0.70 41.77 + 51658.92 = 51700.68 0.78 51677.31 424.56
1157 1157.0 0.69 41.29 + 51633.52 = 51674.80 0.78 51651.54 424.56
1162 1162.0 0.68 40.81 + 51606.76 = 51647.56 0.77 51624.40 424.56
1167 1167.0 0.67 40.35 + 51578.65 = 51619.00 0.77 51595.95 424.56
1172 1172.0 0.66 39.90 + 51549.42 = 51589.34 0.76 51566.41 424.56
1177 1177.0 0.66 39.46 + 51519.20 = 51558.65 0.76 51535.84 424.56
1182 1182.0 0.65 39.03 + 51487.96 = 51526.97 0.76 51504.28 424.56
1187 1187.0 0.64 38.61 + 51455.86 = 51494.48 0.75 51471.92 424.56
1192 1192.0 0.64 38.20 + 51422.98 = 51461.20 0.75 51438.76 424.56
1197 1197.0 0.63 37.80 + 51389.34 = 51427.16 0.74 51404.85 424.55
1202 1202.0 0.62 37.41 + 51355.09 = 51392.50 0.74 51370.33 424.55
1207 1207.0 0.62 37.02 + 51320.24 = 51357.28 0.73 51335.24 424.55
1212 1212.0 0.61 36.64 + 51284.82 = 51321.44 0.73 51299.55 424.55
1217 1217.0 0.60 36.27 + 51248.89 = 51285.18 0.73 51263.43 424.55
1222 1222.0 0.60 35.91 + 51212.58 = 51248.49 0.72 51226.88 424.55
1227 1227.0 0.59 35.56 + 51175.90 = 51211.47 0.72 51190.01 424.55
1232 1232.0 0.59 35.21 + 51138.94 = 51174.12 0.71 51152.80 424.55
1237 1237.0 0.58 34.87 + 51101.69 = 51136.54 0.71 51115.37 424.55
1242 1242.0 0.58 34.54 + 51064.21 = 51098.77 0.70 51077.74 424.55
1247 1247.0 0.57 34.21 + 51026.54 = 51060.76 0.70 51039.88 424.55
1252 1252.0 0.56 33.89 + 50988.79 = 51022.66 0.69 51001.93 424.55
1257 1257.0 0.56 33.58 + 50950.84 = 50984.41 0.69 50963.83 424.55
1262 1262.0 0.55 33.27 + 50912.89 = 50946.17 0.68 50925.73 424.54
1267 1267.0 0.55 32.97 + 50874.94 = 50907.92 0.68 50887.64 424.54
1272 1272.0 0.54 32.67 + 50836.99 = 50869.68 0.67 50849.54 424.54
1277 1277.0 0.54 32.38 + 50799.05 = 50831.43 0.67 50811.45 424.54
1282 1282.0 0.53 32.09 + 50761.10 = 50793.19 0.66 50773.35 424.54
1287 1287.0 0.53 31.82 + 50723.15 50754.99 0.66 50735.30 424.54
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 3
TYPE RESER STOR. IND
DESCRIPTION 10-year post developed thru basin
Page 5
[Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
--------------
INTV# TIME ---------
INFLOW ------------- -- --------------
EQUATION --------------- --------
OUTFLOW ----------
STORAGE ----------
ELEVATION
(min)
- (cfs) 0.5 (I1+I2) dt + S1-0.5 (01) dt = S2+0.5 (02) dt 02 (cfs) (cuft) (ft)
-----
1292 -------
-
1292.0 ---------
0.53 -------------
31.54 --
+ --------------
50685.44 = ---------------
50716.98 --------
0.65 ----------
50697.44 ----------
424.54
1297 1297.0 0.52 31.27 + 50647.73 = 50679.02 0.65 50659.62 424.54
1302 1302.0 0.52 31.01 + 50610.25 = 50641.25 0.64 50622.00 424.54
1307 1307.0 0.51 30.74 + 50572.86 = 50603.62 0.64 50584.52 424.54
1312 1312.0 0.51 30.49 + 50535.62 = 50566.13 0.63 50547.17 424.54
1317 1317.0 0.50 30.24 + 50498.61 = 50528.82 0.63 50510.02 424.54
1322 1322.0 0.50 29.99 + 50461.79 = 50491.76 0.62 50473.09 424.54
1327 1327.0 0.50 29.75 + 50425.20 = 50454.93 0.62 50436.41 424.53
1332 1332.0 0.49 29.51 + 50388.84 = 50418.34 0.61 50399.96 424.53
1337 1337.0 0.49 29.27 + 50352.68 = 50381.94 0.61 50363.70 424.53
1342 1342.0 0.48 29.04 + 50316.74 = 50345.77 0.60 50327.67 424.53
1347 1347.0 0.48 28.81 + 50281.09 = 50309.88 0.60 50291.93 424.53
1352 1352.0 0.48 28.59 + 50245.67 = 50274.24 0.59 50256.42 424.53
1357 1357.0 0.47 28.37 + 50210.54 = 50238.92 0.59 50221.24 424.53
1362 1362.0 0.47 28.16 + 50175.73 = 50203.88 0.58 50186.34 424.53
1367 1367.0 0.47 27.94 + 50141.15 = 50169.09 0.58 50151.68 424.53
1372 1372.0 0.46 27.73 + 50106.86 = 50134.57 0.58 50117.30 424.53
1377 1377.0 0.46 27.53 + 50072.85 = 50100.39 0.57 50083.25 424.53
1382 1382.0 0.46 27.32 + 50039.21 = 50066.53 0.57 50049.52 424.53
1387 1387.0 0.45 27.12 + 50005.86 = 50032.96 0.56 50016.08 424.53
1392 1392.0 0.45 26.92 + 49972.78 = 49999.72 0.56 49982.97 424.53
1397 1397.0 0.45 26.73 + 49940.03 = 49966.77 0.55 49950.14 424.52
1402 1402.0 0.44 26.54 + 49907.62 = 49934.14 0.55 49917.64 424.52
1407 1407.0 0.44 26.35 + 49875.52 = 49901.89 0.55 49885.52 424.52
1412 1412.0 0.44 26.17 + 49843.76 = 49869.92 0.54 49853.68 424.52
1417 1417.0 0.43 25.99 + 49812.28 = 49838.24 0.54 49822.12 424.52
1422 1422.0 0.43 25.80 + 49781.12 = 49806.94 0.53 49790.94 424.52
1427 1427.0 0.43 25.63 + 49750.30 = 49775.92 0.53 49760.04 424.52
1432 1432.0 0.42 25.45 + 49719.75 = 49745.18 0.53 49729.42 424.52
1437 1437.0 0.42 25.28 + 49689.53 = 49714.82 0.52 49699.18 424.52
100 YEAR POST DEVELOPED
HYDROGR.APH
r
4/9/99 Page 1
HYDROGRAPH REPORT
RECORD NUMBER 4
TYPE COMPUTED FLOOD
DESCRIPTION 100-year post developed
[HYDROGRAPH INFORMATION]
Peak Discharge ............................ = 171.74 (cfs)
Volume .................................... = 10.77 (acft)
Time Interval ............................. 1 (min)
Time to Peak .............................. 720.00 (min)
Time of Base....... ..................... = 1448.00 (min)
Multiplication factor ..................... 1.00
[UNIT HYDROGRAPH INFORMATION]
Unit hydrograph # ......................... = 3
Unit hydrograph type ...................... RATIONAL UH
Peak Discharge ............................ = 224.25 (cfs)
Time Interval ............................. . = 1 (min)
Time to Peak .............................. = 8.00 (min)
Time of Base .............................. = 16.00 (min)
Rainfall Excess ........................... = 1.00 (in)
Basin Lag Time ............................ 0.00 (min)
[BASIN DESCRIPTION]
(WEIGHTED WATERSHED AREA]
---------------------------------
---------
DESCRIPTION
------------------- -----------
AREA CN# --------------
RUNOFF COEF
------------------------
Grassed Area ----------
11.59 68 -------- ------
0.00000
Impervious Area 14.12 95 0.00000
Commercial Area
---------------------- 4.19 85 0.00000
---------------------
Overall Approximation ----------
29.90 83 -
0.00000
[TIME CONCENTRATION -- USER DEFINED]
Time of Concentration ..................... 8.00 (min)
[RAINFALL DESCRIPTION]
Distribution Type ......................... = SYNTHETIC
Total Precipitation ....................... = 6.64 (in)
Return Period ............................. 100 (yr)
Storm Duration ............................ = 24.00 (hr)
100 YEAR POST DEVELOPED
HYDROGRAPH THRU BASIN

4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 5
TYPE : RESER STOR. IND
DESCRIPTION 100-year post developed thru basin
[HYDROGRAPH INFORMATION]
Page 1
Peak Discharge ............................ = 44.98 (cfs)
Volume .................................... = 9.58 (acft)
Time Interval ............................. = 1 (min)
Time to Peak.... ........................ 739.00 (min)
Time of Base....... ..................... = 1440.00 (min)
Peak Elevation ............................ = 427.12 (ft)
[RESERVOIR STRUCTURE INFORMATION]
Reservoir # ...............................
Description ...............................
Storage type ..............................
Max storage ...............................
Discharge type ............................
Max discharge .............................
[RESERVOIR INFORMATION]
1
Water Quality Basin
MAN STAGE/AREA
321511.00 Cuft
COMP STAGE/DISC
48.80 cfs
Reservoir # ............................... = 1
Reservoir Description ..................... = Water Quality Basin
[INFLOW HYDROGRAPH INFORMATION]
Hydrograph #...... ...................... = 4
Hydrograph Description .................... = 100-year post developed
[Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
-------
INTV# -------
TIME ---------
INFLOW ------------- --- --------------
EQUATION ------------- ---------
OUTFLOW ---------
STORAGE -----------
ELEVATION
(min) (cfs) 0.5(21+I2)dt + S1-0.5(01)dt = S2+0.5(02)dt 02(cfs) (cuft) (ft)
-------
368 -------
368.0 ---------
1.52 -------------
91.30 ---
+ --------------
23006.48 = -------------
23097.77 ---------
0.00 ---------
23097.74 -----------
423.97
369 369.0 1.53 91.56 + 23097.71 = 23189.27 0.00 23189.23 423.98
374 374.0 1.55 92.87 + 23557.64 = 23650.52 0.00 23650.46 423.99
379 379.0 1.57 94.22 + 24023.97 = 24118.19 0.00 24118.11 424.00
384 384.0 1.60 95.60 + 24496.91 = 24592.51 0.00 24592.41 424.01
389 389.0 1.62 97.04 + 24976.64 = 25073.67 0.00 25073.54 424.02
394 394.0 1.64 98.52 + 25463.36 = 25561.87 0.01 25561.71 424.03
399 399.0 1.67 100.04 + 25957.34 = 26057.38 0.01 26057.20 424.04
404 404.0 1.70 101.63 + 26458.84 = 26560.46 0.01 26560.26 424.05
409 409.0 1.72 103.24 + 26968.08 = 27071.32 0.01 27071.09 424.06
414 414.0 1.75 104.94 + 27485.13 = 27590.07 0.01 27589.75 424.07
419 419.0 1.78 106.69 + 28009.52 = 28116.21 0.01 28115.77 424.08
424 424.0 1.81 108.48 + 28541.57 = 28650.04 0.02 28649.47 424.09
429 429.0 1.84 110.37 + 29081.48 = 29191.85 0.02 29191.16 424.10
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 5
TYPE RESER STOR. IND
DESCRIPTION 100-year post developed thru basin
Page 2
[Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
------
INTV# --------
TIME ---------
INFLOW ------------- --- --------------
EQUATION -------------- --------
OUTFLOW ----------
STORAGE ----------
ELEVATION
(min) (cfs) 0.5(Il+I2)dt + S1-0.5(01)dt = S2+0.5(02)dt 02(cfs) (cuft) (ft)
------
434 --------
434.0 ---------
1.88 -------------
112.30 ---
+ --------------
29629.64 = --------------
29741.94 --------
0.03 ----------
29741.11 ----------
424.11
439 439.0 1.91 114.32 + 30186.38 = 30300.70 0.03 30299.75 424.12
444 444.0 1.94 116.42 + 30752.03 = 30868.46 0.04 30867.37 424.14
449 449.0 1.98 118.57 + 31326.97 = 31445.54 0.04 31444.32 424.15
454 454.0 2.02 120.84 + 31911.59 = 32032.43 0.05 32031.07 424.16
459 459.0 2.06 123.19 + 32506.21 = 32629.40 0.05 32627.89 424.17
464 464.0 2.10 125.62 + 33111.29 = 33236.90 0.06 33235.24 424.18
469 469.0 2.14 128.19 + 33727.19 = =33855.38 0.06 33853.55 424.20
474 474.0 2.19 130.84 + 34354.45 = 34485.29 0.07 34483.31 424.21
479 479.0 2.23 133.61 + 34993.70 = 35127.32 0.07 35125.17 424.22
484 484.0 2.28 136.53 + 35645.37 35781.90 0.08 35779.59 424.24
489 489.0 2.33 139.53 + 36310.14 = 36449.67 0.08 36447.18 424.25
494 494.0 2.38 142.73 + 36988.66 = 37131.39 0.09 37128.75 424.26
499 499.0 2.44 146.07 + 37681.95 = 37828.00 0.09 37825.23 424.28
504 504.0 2.50 149.53 + 38391.12 38540.64 0.10 38537.75 424.29
509 509.0 2.56 153.24 + 39116.88 = 39270.10 0.10 39267.09 424.31
514 514.0 2.62 157.08 + 39859.97 = 40017.04 0.10 40013.91 424.32
519 519.0 2.69 161.15 + 40621.65 = 40782.81 0.11 40779.55 424.34
524 524.0 2.77 165.47 + 41402.72 = 41568.17 0.11 41564.77 424.35
529 529.0 2.84 169.94 + 42204.41 = 42374.35 0.12 42370.83 424.37
534 534.0 2.92 174.78 + 43028.17 = 43202.97 0.12 43199.34 424.39
539 539.0 3.01 179.86 + 43875.21 = 44055.07 0.12 44051.32 424.41
544 544.0 3.10 185.18 + 44747.28 = 44932.49 0.13 44928.62 424.42
549 549.0 3.19 190.99 + 45645.55 = 45836.53 0.13 45832.54 424.44
554 554.0 3.29 197.05 + 46571.89 = 46768.92 0.14 46764.75 424.46
559 559.0 3.40 203.55 + 47513.56 = 47717.11 0.26 47709.25 424.48
564 564.0 3.52 210.57 + 48451.57 = 48662.14 0.38 48650.60 424.50
569 569.0 3.65 217.90 + 49388.72 = 49606.60 0.51 49591.38 424.52
574 574.0 3.78 226.02 + 50327.52 = 50553.52 0.63 50534.61 424.54
579 579.0 3.93 234.66 + 51270.44 = 51505.11 0.75 51482.50 424.56
584 584.0 4.08 243.81 + 52201.81 52445.61 1.09 52412.93 424.57
589 589.0 4.25 254.10 + 53069.96 = 53324.07 1.45 53280.42 424.59
594 594.0 4.44 264.96 + 53883.26 = 54148.22 1.80 54094.28 424.61
599 599.0 4.63 276.88 + 54653.07 = 54929.97 2.12 54866.26 424.62
604 604.0 4.86 290.11 + 55388.28 = 55678.38 2.44 55605.32 424.64
609 609.0 5.10 304.13 + 56099.41 56403.53 2.74 56321.41 424.65
614 614.0 5.36 320.23 + 56791.88 = 57112.11 3.10 57019.25 424.67
619 619.0 5.66 337.80 + 57451.06 57788.86 3.48 57684.39 424.68
624 624.0 5.98 356.84 + 58088.17 = 58445.01 3.86 58329.27 424.69
629 629.0 6.36 379.29 + 58714.63 = 59093.94 4.23 58967.06 424.71
634 634.0 6.77 403.62 + 59343.79 = 59747.40 4.60 59609.30 424.72
639 639.0 7.24 431.43 + 59990.52 = 60421.94 4.99 60272.26 424.73
644 644.0 7.79 463.95 + 60664.72 = 61128.68 5.39 60966.87 424.75
649 649.0 8.40 499.42 + 61384.25 = 61883.69 5.84 61708.46 424.76
654 654.0 9.13 543.30 + 62150.60 = 62693.89 6.40 62501.89 424.78
659 659.0 9.99 593.91 + 62969.51 = 63563.41 7.00 63353.40 424.80
664 664.0 10.95 651.26 + 63875.29 = 64526.56 7.67 64296.60 424.81
F
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 5
TYPE RESER STOR. IND
DESCRIPTION 100-year post developed thru basin
Page 3
(Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
------
INTV# --------
TIME ---------
INFLOW ------------- --- -------------
EQUATION -------------- ---------
OUTFLOW ----------
STORAGE ----------
ELEVATION
(min) (cfs)
- 0.5(21+I2)dt + S1-0.5(01)dt = S2+0.5(02)dt 02(cfs) (cuft) (ft)
------
669 --------
669.0 -----
---
12.24 -------------
726.84 ---
+ -------------
64891.35 = --------------
65618.18 ---------
8.42 ----------
65365.60 ----------
424.84
674 674.0 13.75 814.11 + 66057.46 = 66871.56 9.29 66592.92 424.86
679 679.0 15.58 923.95 + 67425.30 = 68349.27 10.45 68035.66 424.89
684 684.0 18.15 1072.39 + 69020.73 = 70093.14 11.83 69738.27 424.92
689 689.0 21.25 1247.80 + 70970.19 = 72217.99 13.53 71812.18 424.97
694 694.0 25.73 1516.99 + 73418.91 = 74935.92 15.90 74459.07 425.02
699 699.0 32.49 1899.87 + 76523.18 = 78423.07 19.02 77852.41 425.09
704 704.0 40.77 2396.44 + 80798.04 = =83194.49 23.55 82488.02 425.18
709 709.0 59.45 3455.11 + 86930.37 = 90385.50 30.85 89460.10 425.31
714 714.0 95.93 5377.00 + 96204.78 = 101581.75 40.70 100360.84 425.52
719 719.0 159.11 9167.32 + 118174.86 = 127342.18 42.48 126067.74 425.98
724 724.0 137.53 8508.30 + 152962.02 = 161470.33 43.76 160157.45 426.56
729 729.0 96.94 6007.60 + 177139.46 = 183147.01 44.53 181811.16 426.91
734 734.0 65.03 4093.51 + 189937.78 = 194031.31 44.90 192684.28 427.08
739 739.0 45.06 2775.54 + 193569.75 = 196345.30 44.98 194995.92 427.12
744 744.0 33.02 2053.68 + 192514.23 = 194567.92 44.92 193220.34 427.09
749 749.0 27.05 1658.62 + 188460.81 = 190119.43 44.77 188776.39 427.02
754 754.0 22.07 1345.03 + 182644.95 = 183989.95 44.56 182653.22 426.92
759 759.0 18.60 1136.86 + 175615.73 = 176752.59 44.31 175423.41 426.81
764 764.0 16.13 980.99 + 167692.70 = 168673.70 44.02 167353.08 426.67
769 769.0 14.04 851.70 + 159161.19 = 160012.89 43.71 158701.61 426.53
774 774.0 12.51 759.96 + 150162.85 = 150922.80 43.38 149621.50 426.38
779 779.0 11.24 680.90 + 140818.17 = 141499.03 43.02 140208.30 426.22
784 784.0 10.13 614.51 + 131226.34 = 131840.83 42.66 130561.15 426.05
789 789.0 9.30 562.90 + 121441.36 = 122004.26 42.27 120736.12 425.88
794 794.0 8.54 516.28 + 111523.58 = 112039.83 41.87 110783.78 425.71
799 799.0 7.89 477.48 + 101517.10 = 101994.57 40.84 100769.42 425.52
804 804.0 7.35 444.20 + 92298.08 = 92742.30 33.31 91742.92 425.35
809 809.0 6.86 413.86 + 85385.49 = 85799.34 26.14 85015.05 425.22
814 814.0 6.44 388.72 + 80214.49 = 80603.19 21.07 79971.14 425.13
819 819.0 6.06 365.75 + 76260.37 = 76626.11 17.37 76105.08 425.05
824 824.0 5.71 344.94 + 73176.93 = 73521.88 14.66 73081.98 424.99
829 829.0 5.42 327.12 + 70733.35 = 71060.47 12.59 70682.71 424.94
834 834.0 5.15 310.42 + 68753.18 = 69063.60 11.02 68733.09 424.90
839 839.0 4.90 295.54 + 67131.37 = 67426.89 9.73 67135.12 424.87
844 844.0 4.68 282.11 + 65791.51 = 66073.60 8.73 65811.59 424.84
849 849.0 4.47 269.48 + 64654.54 = 64924.03 7.94 64685.84 424.82
854 854.0 4.29 258.35 + 63681.68 = 63940.00 7.26 63722.18 424.80
859 859.0 4.12 247.91 + 62845.71 = 63093.59 6.68 62893.31 424.79
864 864.0 3.95 238.15 + 62125.09 = 62363.25 6.17 62178.09 424.77
869 869.0 3.81 229.42 + 61500.58 = 61730.00 5.74 61557.87 424.76
874 874.0 3.67 221.09 + 60948.46 = 61169.55 5.42 61007.04 424.75
879 879.0 3.54 213.43 + 60448.95 = 60662.38 5.13 60508.57 424.74
884 884.0 3.43 206.33 + 59995.68 = 60202.00 4.86 60056.10 424.73
889 889.0 3.32 199.55 + 59583.88 = 59783.45 4.62 59644.73 424.72
894 894.0 3.21 193.37 + 59208.80 = 59402.16 4.41 59269.99 424.71
899 899.0 3.12 187.49 + 58866.22 = 59053.70 4.21 58927.51 424.71
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER : 5
TYPE RESER STOR. IND
DESCRIPTION 100-year post developed thru basin
Page 4
(Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
--------------
INTV# TIME ---------
INFLOW ------------- --- -------------
EQUATION --------------- --------
OUTFLOW ---------
STORAGE -----------
ELEVATION
(min)
--
---- (cfs)
--------- 0.5(Ii+I2)dt + S1-0.5(01)dt = S2+0.5(02)dt 02(cfs) (cuft) (ft)
-----
904 --
-
904.0
3.02 -------------
181.91 ---
+ -------------
58552.92 = ---------------
58734.84 --------
4.02 ---------
58614.13 -----------
424.70
909 909.0 2.94 176.79 + 58265.51 58442.31 3.86 58326.62 424.69
914 914.0 2.86 171.85 + 58001.25 = 58173.09 3.70 58062.02 424.69
919 919.0 2.78 167.22 + 57757.86 = 57925.09 3.56 57818.28 424.68
924 924.0 2.71 162.86 + 57532.97 = 57695.81 3.43 57592.94 424.68
929 929.0 2.64 158.66 + 57324.86 = 57483.53 3.31 57384.30 424.68
934 934.0 2.57 154.76 + 57131.81 = 57286.55 3.19 57190.70 424.67
939 939.0 2.51 151.01 + 56952.20 = _57103.20 3.09 57010.50 424.67
944 944.0 2.45 147.41 + 56785.00 = 56932.41 2.99 56842.64 424.66
949 949.0 2.40 144.06 + 56628.72 = 56772.79 2.90 56685.76 424.66
954 954.0 2.34 140.80 + 56481.78 = 56622.60 2.83 56537.75 424.66
959 959.0 2.29 137.71 + 56338.49 = 56476.22 2.77 56393.20 424.66
964 964.0 2.24 134.77 + 56198.14 = 56332.89 2.71 56251.66 424.65
969 969.0 2.19 131.92 + 56060.95 = 56192.86 2.65 56113.38 424.65
974 974.0 2.15 129.23 + 55927.25 = 56056.50 2.59 55978.72 424.65
979 979.0 2.11 126.64 + 55797.05 = 55923.67 2.54 55847.55 424.64
984 984.0 2.06 124.15 + 55670.57 = 55794.72 2.48 55720.21 424.64
989 989.0 2.03 121.78 + 55547.73 = 55669.50 2.43 55596.55 424.64
994 994.0 1.99 119.47 + 55428.52 = 55547.99 2.38 55476.56 424.64
999 999.0 1.95 117.26 + 55313.12 = 55430.40 2.33 55360.45 424.63
1004 1004.0 1.92 115.15 + 55201.31 = 55316.45 2.28 55247.91 424.63
1009 1009.0 1.88 113.09 + 55093.04 = 55206.12 2.24 55138.96 424.63
1014 1014.0 1.85 111.14 + 54988.40 = 55099.57 2.19 55033.74 424.63
1019 1019.0 1.82 109.24 + 54887.17 = 54996.40 2.15 54931.87 424.63
1024 1024.0 1.79 107.39 + 54789.28 = 54896.68 2.11 54833.39 424.62
1029 1029.0 1.76 105.63 + 54694.65 = 54800.30 2.07 54738.21 424.62
1034 1034.0 1.73 103.92 + 54603.15 = 54707.07 2.03 54646.14 424.62
1039 1039.0 1.70 102.27 + 54514.72 = 54616.99 1.99 54557.20 424.62
1044 1044.0 1.68 100.67 + 54429.22 = 54529.88 1.96 54471.17 424.62
1049 1049.0 1.65 99.11 + 54346.56 = 54445.67 1.92 54388.02 424.61
1054 1054.0 1.62 97.63 + 54266.65 = 54364.29 1.89 54307.65 424.61
1059 1059.0 1.60 96.18 + 54189.40 = 54285.58 1.86 54229.92 424.61
1064 1064.0 1.58 94.76 + 54114.66 = 54209.40 1.82 54154.70 424.61
1069 1069.0 1.55 93.40 + 54042.39 = 54135.80 1.79 54082.02 424.61
1074 1074.0 1.53 92.07 + 53972.44 = 54064.50 1.76 54011.60 424.61
1079 1079.0 1.51 90.79 + 53904.69 = 53995.48 1.73 53943.45 424.61
1084 1084.0 1.49 89.55 + 53839.12 = 53928.67 1.71 53877.46 424.60
1089 1089.0 1.47 88.33 + 53775.69 = 53864.05 1.68 53813.65 424.60
1094 1094.0 1.45 87.15 + 53714.22 = 53801.38 1.65 53751.77 424.60
1099 1099.0 1.43 86.01 + 53654.57 = 53740.59 1.63 53691.73 424.60
1104 1104.0 1.41 84.89 + 53596.83 = 53681.70 1.60 53633.58 424.60
1109 1109.0 1.40 83.81 + 53540.81 = 53624.62 1.58 53577.22 424.60
1114 1114.0 1.38 82.75 + 53486.46 = 53569.22 1.56 53522.51 424.60
1119 1119.0 1.36 81.73 + 53433.75 = 53515.49 1.53 53469.45 424.60
1124 1124.0 1.34 80.73 + 53382.62 = 53463.33 1.51 53417.95 424.60
1129 1129.0 1.33 79.74 + 53332.98 = 53412.71 1.49 53367.95 424.59
1134 1134.0 1.31 78.80 + 53284.73 = 53363.52 1.47 53319.38 424.59
r
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 5
TYPE RESER STOR. IND
DESCRIPTION 100-year post developed thru basin
Page 5
(Computation of Reservoir Outflow Table of Storage Indication Method)
(The time interval is 5 min)
--------------
INTV# TIME ---------
INFLOW ------------- --- --------------
EQUATION ------------- ---------
OUTFLOW ---------
STORAGE -----------
ELEVATION

----- (min)
--------- (cfs)
--------- 0.5(21+I2)dt
------------- +
--- S1-0.5(01)dt =
-------------- 52+0.5(02)dt
------- 02(cfs) (cuft) (ft)

1139
1139.0
1.30
77.87
+
53237.88 = ------
53315.76 ---------
1.45 ---------
53272.21 -----------
424.59
1144 1144.0 1.28 76.97 + 53192.30 = 53269.28 1.43 53226.32 424.59
1149 1149.0 1.27 76.09 + 53148.06 = 53224.15 1.41 53181.75 424.59
1154 1154.0 1.25 75.22 + 53104.98 = 53180.21 1.40 53138.36 424.59
1159 1159.0 1.24 74.38 + 53063.07 = 53137.47 1.38 53096.15 424.59
1164 1164.0 1.22 73.56 + 53022.23 = 53095.77 1.36 53054.97 424.59
1169 1169.0 1.21 72.75 + 52982.41 = 53055.17 1.34 53014.88 424.59
1174 1174.0 1.20 71.97 + 52943.72 = ;53015.68 1.33 52975.88 424.59
1179 1179.0 1.19 71.20 + 52906.00 = 52977.18 1.31 52937.86 424.59
1184 1184.0 1.17 70.45 + 52869.21 = 52939.69 1.29 52900.84 424.58
1189 1189.0 1.16 69.72 + 52833.40 = 52903.10 1.28 52864.71 424.58
1194 1194.0 1.15 69.00 + 52798.43 = 52867.43 1.26 52829.48 424.58
1199 1199.0 1.14 68.30 + 52764.34 = 52832.66 1.25 52795.14 424.58
1204 1204.0 1.13 67.62 + 52731.09 = 52798.70 1.24 52761.61 424.58
1209 1209.0 1.11 66.94 + 52698.63 = 52765.55 1.22 52728.88 424.58
1214 1214.0 1.10 66.28 + 52666.87 = 52733.17 1.21 52696.90 424.58
1219 1219.0 1.09 65.64 + 52635.91 = 52701.55 1.20 52665.68 424.58
1224 1224.0 1.08 65.00 + 52605.64 = 52670.65 1.18 52635.16 424.58
1229 1229.0 1.07 64.39 + 52576.07 = 52640.47 1.17 52605.36 424.58
1234 1234.0 1.06 63.78 + 52547.15 = 52610.95 1.16 52576.21 424.58
1239 1239.0 1.05 63.19 + 52518.93 = 52582.10 1.15 52547.72 424.58
1244 1244.0 1.04 62.61 + 52491.32 = 52553.92 1.13 52519.89 424.58
1249 1249.0 1.03 62.04 + 52464.31 = 52526.37 1.12 52492.68 424.58
1254 1254.0 1.02 61.48 + 52437.86 = 52499.34 1.11 52465.99 424.58
1259 1259.0 1.01 60.92 + 52411.96 = 52472.88 1.10 52439.86 424.58
1264 1264.0 1.01 60.38 + 52386.63 = 52446.99 1.09 52414.30 424.57
1269 1269.0 1.00 59.85 + 52361.76 = 52421.63 1.08 52389.25 424.57
1274 1274.0 0.99 59.33 + 52337.46 = 52396.79 1.07 52364.73 424.57
1279 1279.0 0.98 58.82 + 52313.66 = 52372.48 1.06 52340.72 424.57
1284 1284.0 0.97 58.32 + 52290.33 = 52348.65 1.05 52317.18 424.57
1289 1289.0 0.96 57.83 + 52267.46 = 52325.29 1.04 52294.12 424.57
1294 1294.0 0.95 57.35 + 52245.07 = 52302.42 1.03 52271.53 424.57
1299 1299.0 0.95 56.87 + 52223.09 = 52279.97 1.02 52249.36 424.57
1304 1304.0 0.94 56.40 + 52201.57 = 52258.00 1.01 52227.67 424.57
1309 1309.0 0.93 55.95 + 52180.48 = 52236.41 1.00 52206.35 424.57
1314 1314.0 0.92 55.50 + 52159.75 = 52215.26 0.99 52185.46 424.57
1319 1319.0 0.92 55.05 + 52139.41 = 52194.48 0.98 52164.94 424.57
1324 1324.0 0.91 54.62 + 52119.47 = 52174.09 0.98 52144.80 424.57
1329 1329.0 0.90 54.19 + 52099.87 = 52154.07 0.97 52125.04 424.57
1334 1334.0 0.90 53.77 + 52080.63 = 52134.39 0.96 52105.61 424.57
1339 1339.0 0.89 53.36 + 52061.73 = 52115.10 0.95 52086.55 424.57
1344 1344.0 0.88 52.95 + 52043.20 = 52096.14 0.94 52067.83 424.57
1349 1349.0 0.88 52.55 + 52024.94 = 52077.51 0.94 52049.43 424.57
1354 1354.0 0.87 52.15 + 52007.06 = 52059.22 0.93 52031.37 424.57
1359 1359.0 0.86 51.76 + 51989.46 = 52041.21 0.92 52013.59 424.57
1364 1364.0 0.86 51.38 + 51972.13 = 52023.54 0.91 51996.14 424.57
1369 1369.0 0.85 51.01 + 51955.14 = 52006.16 0.91 51978.97 424.57
4/9/99
HYDROGRAPH REPORT
RECORD NUMBER 5
TYPE RESER STOR. IND
DESCRIPTION 100-year post developed thru basin
Page 6
[Computation of Reservoir Outflow Table of Storage Indication Method]
(The time interval is 5 min)
--------------
INTV# TIME ---------
INFLOW ------------- -- --------------
EQUATION -------------- ---------
OUTFLOW ---------
STORAGE -----------
ELEVATION
(min) (cfs) 0.5(I1+I2)dt + 51-0.5(01)dt = 52+0.5(02)dt 02(cfs) (cuft) (ft)
------
1374 --------
1374.0 ---------
0.84 -------------
50.64 --
+ --------------
51938.42 = --------------
51989.06 ---------
0.90 ---------
51962.09 -----------
424.57
1379 1379.0 0.84 50.27 + 51921.98 = 51972.25 0.89 51945.48 424.57
1384 1384.0 0.83 49.91 + 51905.82 = 51955.72 0.89 51929.17 424.57
1389 1389.0 0.83 49.56 + 51889.89 = 51939.44 0.88 51913.08 424.56
1394 1394.0 0.82 49.21 + 51874.25 = 51923.49 0.87 51897.33 424.56
1399 1399.0 0.81 48.87 + 51858.88 = 51907.72 0.87 51881.77 424.56
1404 1404.0 0.81 48.53 + 51843.70 = 51892.25 0.86 51866.48 424.56
1409 1409.0 0.80 48.20 + 51828.80 = -51877.02 0.85 51851.44 424.56
1414 1414.0 0.80 47.87 + 51814.13 = 51862.02 0.85 51836.63 424.56
1419 1419.0 0.79 47.55 + 51799.74 = 51847.31 0.84 51822.11 424.56
1424 1424.0 0.79 47.22 + 51785.54 = 51832.74 0.83 51807.72 424.56
1429 1429.0 0.78 46.91 + 51771.52 = 51818.41 0.83 51793.57 424.56
1434 1434.0 0.78 46.60 + 51757.74 = 51804.32 0.82 51779.66 424.56
1439 1439.0 0.77 46.29 + 51744.19 = 51790.47 0.82 51765.98 424.56
%&h6,
i
i
INDE% TO PLANS INDEX TO P1~ANS CONTINUER
SHEET CO-1 COVER SHEET
ao SHEET C3.2 OVERALL EROSION CON1'ROI PLAN
SHEET LO-1 SKETCH SITE end LAYOUT PLAN
SHEET GR-1 PRELIMIIVARY GRADING PLAN S[3EET C3.3 OVERALL EROSION CONTROL PLAN
SHEET C3.4 STORM DRAINAGE RATA j
SHEET LA-1 BiJFFER AND STREET TREES
SHEET LA-2 PLANT INDER SHEET C3.5 DETENTION BASIN PLAN
SHEET CA.1 STREET "A" PLAN ~ PROFILE ~
SHEET LA-3 PLANT DETAILS SHEET G.2 STREET "B" PLAN 1Q PROFILE
SHEET LA-4 PLANT DETAIIS
SHEET G3 STREET ^C" PLAN ds PROFTT.E ~
SHE~'~' AR-1 ARCHITECTURAL FLOOR PLANS 440
SHEET C2.0 OVERALL UTILITY PLAN Q SE C SHEET C2.1 UTILITY PLAN SHEET GA S'~'REF'T ~'1)" kLlaN ~ PR1lFdLi?; ~
SE CARP SHEET G.S OLiTFALL A d~ R PLAN AND PR(~~T?,F,
p PARK SHEET C2.2 UTIIdTY PLAN SI? PARKWAY ~ PARKWAY
SHEET C4.6 OLrTFAi.[. C, o F ri~AN AND PROFIi ~
64 ao SHEET CS.1 SITE DETAILS ~
SHEET C2.3 UTILITY PLAN ~qRy
SHEET C3.0 OVERALL EROSION CONTROL PLAN SHEET CS.~ EROSION CONTROL ARTP S7'(~RM A'ATF;~t nETA L~
SHEET C5.3 WATER MAIN DETAILS ~
SHEET C3.1 OVERALL EROSION CONTROL PLAN SITE
TYRON RDAD SHEET CS.~ SEWER MAIN DETAILS
1 I
a a
t
V ti VICINITY MAP
q~ NOT TO SCALE
ti
KIL~.A~.IRE ~.~A~?.RM READ
CARY ~~J~t.T T H C A~~~ I N
OWNER: PLANNING LANDS ;ANDSCAPE ARCHITECTURE: I~'!1'GI~~~L'FPT.~v(,':
I~VKB CHARLOTTE, INC. ETd, PA R~,~',~`, Nr,~'~N n»«i I{T;'N/l%/~'D)'. INS`.
15720 JOHN J. DELANEY DRIVE 28~ NOTTINGHAM D
SAM DRIVL' i416 C'H,%1PT'L ITIT,I, RO~I)
SUITE 360 CARY, NORTH CARO CAROLINA 2'751 1 I~~tI,1'IGH, 1~'OR7'/1 C'APOI,T~~jA >i'60
CHARLOTTE, NORTH CAROLINA 28277 v
0
L L
U
n 3
cn i
C U
U

LEGEND
NOTE
GRADING NOTES PROVIDE TREE PROTECTION FENCING ALONG THE
EXISTING GRADE CONTOUR 459- a ~AGK SIDE OF -RETAINING WALL. GRADING LINE FOR
1. INITIATE ER0510N CONTROL SEQUENCE, PROP05ED GRADE CONTOUR WALLS ARE PARALLEL WITH SITE BUFFER LINES, QUENGE,
Z. WHERE THE 'LIMIT OF GRADING LINE' ANG LINE' ANG THE 'TREE LINE' e
4~ PROP05ED GRADE SPOT ELEVATION COINCIDE, PLACE TREE PROTECTION FENCE AL J FENCE ALc.~NG THE LIMIT OF GRADING e
+ LINE,
3. CLEAR AREAS TO BE GRADED OF ALL VE .458 OF ALL VEGE1,?TION. 'ROTEGT EXISTING EXISTING TREE TO REMAIN
VEGETATION BEYOND THE LIMIT OF GRADING L 'GRADING LINE. ~~O NOT OI~TURB
AREAS BEYOND SAID LINE, ' 4. 5T121P TOP501L TO FULL DEPTH IN AREAS 0
STOCKPILED. REDISTRIBUTE EVENLY OVER NEB ~f IN AREA5 TO BE GRADED ~~.'p Y OVER NEVI' LAWN AREA5 Uf ~a~t PLACE FENCING AT DRIP LINE
GOMPLETIti~N Oi" ~,ONSTRUGTION.
457 `MPAGT ALL FiI,L AREAS TO MAXIMUM Df MAXIMUM DENSIT`Y' AND MOISTURE
GONTEN 1 - Yv; i I~tIN S i RIJGTURES AND PARKING ND PARKING AREA5, q57 OF MAXIMUM ATTACH 40'x8' WEATERPRQOF S]EdJ
DENSITY 4'~i rHIN PLANTING AREAS, 85~ OF MA 85~ OF MAXIMUM DENSITY. ~ SECURELY FASTENED TO NET, LETTERS ;f ,
6. ALL GRADING MUST HAVE ADEQUATE SURI ~UATE SURFACE DRAINAGE 50 THAT WATER 4 TO BE N]N. OF 3' NIGH STATING "TREE
x X TREE PROTECTION FENCING -SEE DETAIL IS DIRECTED TO THE INFILTRATION SWALES; NI SWALES' NO PUDDLES WET LAWN PROTECTION AREA - Do NOT ENTER' OR
PP 45 AREAS. THE CONTRACTOR IS RESPONSIBLE F 6 ~PONSIBLE FOR THE PREVENTION OF
CONFLICTS WITH GRADING AND EXISTING UNDEI ~ - STING UNDERGROUND UTILITIES.
- - 7. SPOT ELEVATIONS ARE TO THE FINISHED E FINISHED GRADE. FINI511ED FLOOR ELEVATION FALCON SAFETY NET (DR aPPROYED E61UAL) ELAM, TODD ~ d'AMRR.OSI, PA
' ~ 8. EXISTING TOPOGRAPHIC, UTILITY AND BOUI~ ' AND BOUNDARY INFORMATION 15 2• x 4• WOODEN STAKES
5EW MI1 TAKEN F ROM A DRAWING BY BA55, NIXON ANC , NIXON AND KENNEDY, LNG. 4• DIA PINE, z• DI A. OAK Urban Planning /
CONSULTING ENGINEER5 FROM ACTUAL FIELD a55 91q - 8a1-4422 FOR ADDITIONAL INFORMATIO fUAL FIELD SURVEY DATA. CONTACT 6R %o~ (MI~F)STEEL Landsca a Architectare INFORMATION GC?NGERNING SURVEY. SPACE Ar s' a c. cNAZ, > ~
FFE 457.0
.RECREATION AREA 2R0 N°ttin~h~Dn Drh~
TREE PROTECTION DETAIL N, T, s,
Cary, North C~r~iin~ X7511. _ 919/4b7-t~577
k
i EI,AMc~MINDSPRING,CQM
467, ~ x _
k k ~ ~ ~ x___`_xTREE ~RO?E TION F NGE ~ a53
.`._x.___.-x x I _x
456 I I , ? - LAWN 453 °
? I
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I I I I I 452 I I I I 452 I 452 I Z I I p
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+ 52.5 ? _ I I 450 I 450 I 52.5 ~ 451 I . ~ I ~ 450 I ~ ° ~ -451- ~
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46$ 45'l. 45~ 4 454 4d9,5 4a9. 449,5....449:5 55 COALS PLACE 45 _ 449.5 .449. ' L a50 TH15Ti;F, BRIAR P ,ACA449 449.3 I _ W 3.449. 450 I ~~WTTIL~dU>tb~i ~
PP 4a9 4 ~F€,-455:-0 0 4 449 ~ I x
_ _ 49 - ' LAwrl a51 _ _ 450 ' 449 451 I 451 - - - ~ - - - + LAWN ° LAWN I °
' 452 _ 450 450 .450 450.5 x I I ~
458 458 455 ` 455 454 454 - + _ 450 I I I , 451 451 450 - I I 45o Drawn By;EVC BAO H Ff~ -~~,4 i ~ ago I
I. I. I I I I I I PFE 52,0 ` 450 ~ 45 , a5o I ~ Checked B :RJL AD y
I I ` I' I I. 453 - I I f'I'F 52.0 I r ? ? d t~ LnwN 452 I ~ i ~ - ? ---F~E-~O~~--- ~ ---FIPE-~~J3. - ? _ _ _ 52.0 ~ L FFE 52:0 li;.
I I I ? I .I I ? - - - -f~FE -~52.~ - - - - ? 450 _ 450 ~ .4.....450. 450 H a51 I 431 w a5o ~ a5o W ~ i; Date: I ~ ~ a5o ~ Q a
I I I' I I I 453 wN I I I + L._ . I „70 4,02 4 450 5 ~ - o I a a Prod#~- - + ~ I n, I a v
I I I I I ~ 453 I I I I , ' i 469 459 456 456 ~ I I I - I ~ ~ ~ ~ -F-E ~5~. ~ , ,
III„ I ~ d51 + a51 ~ ' - 4 , ~I / ~ i 4 4R: ~ p - I W . - a4~1 ~ .,visions I
' 454 ? 449 449 ' . ~ 44 ~ L~~N USN w -----1---- 4 - N V 449 ~ 22 JU 98 RE
u I I I 453 - - w-N - \ - - d50 450 4 ~ I ~ I 50 450 %30 I 430 ~ ~ , ' ~ 4~1 I ~ I ! 27 JUL ~b REV. _
460 468 457 456 455 I 453 452 ~ ~ I LOWER'ILEVEL _ LOWER LEYEL 450 450 450 H I ~ i ~ i ~ 12 APRIL 99 ;EYEL I
' CABL COURT I ~ 451 450 ~ ' a59 ~ ~ FFE X42.0 LAWN , LANK i I FFE 42.0 LOWER LEVEL Lw ~ ~ I ~ - FFE 50,0
I 456 455 , ~ _ i, _ - ~ _ + ' X2.0 'c . 448 ' xw t C X42.0 , _ '`32
I` I M~ o' 441.5 1 + 448 449 LnwN ° ~ Lawic p - .441,5 -
460 460 _ _ 457 _ ° ? ? ? 457 - a ~ F~€ ~7; 452 b52' 441 ---L.~ 1 448 ~ w
I I I I I I w I x%55 -`x=•--x-x r ------.~iAnN., ~ 4 ! Q a'
I I i I I I C 'I N SILT X~.._.. I I I I I I a I LOWER L'C~(E FENCE k ' 447 448 X ~ FFE 50.0 r
? - ? - ? 456 , `I 455 ? -FIF-€ X2:$33- ? ? FIFE ,~59.$~ ~ k k~k___ - w
o ~k~ I I I I I I' ? z I I I I L N , I I ° I FES -''max---__x_____X ~ 448 449 44b 448 x~
E LOWER LEVEL ~ - ~
46 ~ 4 ~i ~ R ~ I 1 61 ST ~ 458 4.,8 453 453 \ i. \ FFE 0~0 x
III ? tAw?i i ~ \ ~ ~ 447 i ~ lid ,
.,x_.~,~,.__ ~ 455 LAwN LAWN ~ ° o / - 455 , - ~ 6 V , _ _ ? ° ~ i 448 448
R G3IDE PLACE I ' . 461 460 459 458 456 I 455 454 453 452 44 I
457 I 451 3 ` -_439 ~ I it i ~ ~ - ~ , ~A LOWER EVEL I ~ - ~ ~ I I
LAWN I 455,5 \ k \ , . , E~ ~ 44G, ; ~ FFE 0.0
n~ 457 4 438 ,
I ll I _ °
a 461 461 ` 458 458 ~ _ ,456 I 45 ~ 453 ± 453 439 Jr ~ ~ r,, . _ Pr, I " I 440 ~ . j~
I I I I I I ~
I I I `I I I OWER LEVEL x R ~ ? 3, ° ' ? I ~ ~ -
w I I I ? I I I 457 I 456.,', ~ W IM UNDNfE'NT - - i ~ , /
I I I I I I ~ X~ I' I I I I I .I ~
U 'N J a .r 43 MH 462 462 .459 459 I ~ ~ 453 63 ,/~'4~34.__
a 35 : X. x 457 I o' Xi 4 7 -36 e- w
_ ? ? i 438 - 4~4 ~ ~ , ~ ~ ~a~ e
4 0 IRKLANDCOURT LAWN ? ? 39 462 461 6 ~R 458 ~ ~ 4 0 457 456 455 _ 454 ' a53 ~
5 YT - i ~1 II FF E ~3`~.0 LA N - I ~ \ ~ 44~ ~ ~
_ LA N ~ i _ _ ? FFE ~?•2.0 445 Lti N ~ ? ~ ? FFE X36.0 ~ ' 445 ~ y ~ ~ ( ~
457 I 448 ~ .448,5 447 4 _ 442 FFE X43.0 ~ ~ , U ~ , d45,5 _ _ 444 42 . ~ ~
460 460 I I 451 - I 454 I 451.5 X350 + + + ~ ~ S
I I' I I I' _ i i + + I I I I I 442 j` ~ ~ ~ ~ ~ ~ .
I I I I I e' - 4. ? -----~I~-~2. ? ' 457.5 I 456 I 4 , ~ ~ 4 ,
? ~ ? 454.5 453. l I 1 I ----I---- 44~ + , f~ a o ~ 442 ~ \ _
I I I I I 448.5 ~ I b47 4~ 445.5 444 ~2 ~ I x
' I I I 457 I - I j 451;5 ~ 450 461 461 - - _ FE 452 ' . 455 \ z 442 U
~ _ I .455 I _ FFE z -446 FFE ~~.o ~ ~ ~ ~
~ ~ I aa9~ 49.0 -446 ' ~ 46a t I ~ _ .FFE 52.0 ! I _ - ; 457.5 442 F"FE X43.0
469 I .456 454:5 I 453 I I i `'`442 ~ ~ ~ = o
4 8 467 466 465 464 463 459 I I + ? ? ° ? 442 ~ ~ TAT~~'v+
" GL 469 462 a61 460 I I 453 ? ? 459,5 i 456,5 m,- LAS ~ ~ ~ I I -.-®,~~..o.~nL..~ 436.5 ~ ~ ~ ; = --1 0
4 _ r._ ~ ~ ~ ~I ~ , n ~ 45.. 448 ~ 447 rr~ d46 7 _ _ _ _ ~ ~ _ - L--- _ 4cKIRxLr vn cn , , _ -t_.1---}~"".:.,_ _ _ ---i. I g 452 451
45 - _~a, ~ _ x ~ ,
- -
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SC~~l E: 1"-50'

- _ _ _ _
I - ~ _ 1 ~
` tel. " " - _ - ! , ~ _ _ _ 9" RN)IUS -
4" PVr, _LENGTH SHOULD BE 2' Srll nn _nF.TER1~iNEO gy
_ V _ _ - - ~ ~ 4.... _ _ _ _ - _ C\1- I POND DEPTH ~ 11
b ,1 I . „ " 1 - i-._-- 3" RADIATOR ~oRirnc HOSE FOR DETENTION ©ASIN
_ - - - ~ , u " t i ~ - _ - 1 - I i I_ ~~~ATE _3~~x3,~y-~~~ y FLEX JOINT OUTLET STRUCTURE
n Q .I _ 1 _ _ _ _ .n.....*.~..~rs:..... Ili---- I 15 RGP i _ _ I, I i ~ i` ?`l _ _-------~-1--
a of J "i - - - 1 . ~ - _ - 1 -
~ ~ 'I ~ - ~ I ~ ~ 3~, PVC _ CI / \
I N _ _ Q1- - lpl, , _ ~ _ - _ - .1 , - 171 ~1 N - ~f'I ~1ARINE GRADE -NI ~ , _ _ , ~rNNLESS srEE~-
LL. I- 4- I u.l - - - - - - - - ~I 44e - I
. u„ I~IO~Es u.i~_,
I I I
~ -----r' - __,,.T. I DETENTION BASIN
T ~ ~ ~ * ; - , PLAN VIEW OUTLET STRUCTURE I ,
~ _ - - to _ - 1 - '~1 - ----._._-.__I-.__ I I EARTHEN • _ ~ ~ DAM O
1r .-I - CONNECT TO 8" CO _ -
ft ~ ~ I 1" PVC DRAIN PIPE w/ ~ ""r" 6" AIIN STAINLESS STEEL _ _ ~ r" _ _ _
~ ! , _ _ ~ tAI ~ - ~LWrIPS AND , a ~ I - - ERP CO COUPLING - -
1. I - _ - p - _ _ 1 r - - - ~ - ___-~7 - -
I - - _ ~ I _~ECL c n~F , _ _ _ - _ - - - ~ _ W +~y.._______ _ _ 1 ~ ~ w/CNISIFD-
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' / - - 1 1 - _6___~. I I. ! I l.~
z c~ - -ol - - - , ~ I
~ - - ~ A S ~i. - , _
i s,~~L-y,_ ~ - - W CO. - PROFILE VIEW ' WI , - -
' 1 4 C`~ Q u.l _,r u, I - - - r ~ - 4~k T-_ z ~
, 9 I ~ is ~ '"'k ~~i. ~ 'x ~ 1 O y d n ~ 3 ~ t - , I - ~-a SKIMMER - DETAIL F _ OR ~ ~ 1 _ I ~ I ~ J
~ nit l~~ N ~ 1 i , ~y.. J,.' ,~N fl )r.. ~ P~ rt ~~y .411 y N d4 !a 4' o _ ~ DETE T I ~ N ION BAS I N OUTL ET STR UCTUR
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~ ` v ~ ~ vv ~~rJ '~.~Y, ~ ~ i i 1,' mn- ~I4ri r I ~ 1~ •S \ ~ V ~ ,r _ ,j 1., ~ ~ ~ ~ I' r~~ ~
TRASH RACK ~ ~ ~ ~ ~ ~ ~ r ~ i r V ~ ~ 1 d. 1V ~ i
TOP OF RISER i i . \ a~> 1;a,, i ti• I ~ .,i ~
ELEVATION 424.50 , 1 nj , P', w;I ~ I f- y- ~ ~~~f,#.~ t ~ i it ie aria ~ ~r ~ ~ ~ ~ ~ ~ W ~ V \ N~ ~ w s~` r c ~ N Q
~ , d ~ ~ ' ,J , ~ F ~ a A ~ r r r{~ ~ I ~ U ~'G }
~ t~ ]
STORAGE AREA FOR 3" DIA DRAWDOWN P P ~ II
RUNOFF FROM FIRST PERMANENT PO I E r 4'-8" ONE OL GALV. IRON ` , INCN OF RAIN 'o ~ ` r, a ate-" ~ - l ~ I ~ ~ I O ' , ~ i I ~ p w
ELEVATION 424.00 ~ ~ ~ ~ INSIDE DIAMETER STEM GUIDES a ~ TO F[T OVER TONGUE _ _ 'L 3 r' 90° BEND x ~ ~ ' ~ ~ ' ~ I ~ I'~; I z ~ E~~i Y i
OF MANHOLE RISER ~ ' GALV. IRON ~Aa~ ~ A a• t ,wr , ~ „ i i ~ I ~ m R ~ Y~ wL "~l gs ,o, a ~ ~ ' ~ m O ~
INVERT = 424.00 ~ ~ ~ \ I ~ , v ~ _ I~ ,I ~
a ~ \ ~ `A ~ a p N ~ ~ _ ~ ~ ~ - - ~ , ~ I I
STEM EXTENSION STUB OUT 8 DIP - a , _ - ~ I I
GRAIN PIPE FOR a . - _ _ ~ ~ ~ , \ ~ _J«-._ Y 1 _-_--r-.-_C.--. ~ ~ I
TEMPORARY SKIMMER CONNECTION ! ° a . 1 \ ---~r-~~~"\ - - r O+ ~ J ~ ~ i l -
l e , ` ~ ~ ~ . I ~ I
• ~ - ~ ~ ~ ~ ~ , \ ~ \ i , l
a l BASIN BOTTOM ` , e ~V , ,
ELEVATION 418.00 v `v ~ ~ ~ L~
#5 (5/8'r DIA1 GRADE 60 REBA , R a ~ ~ ~i \ ~ ~ ~ 0 v v ~ ~ ~ ~ v v ~ ~
V]NY INVERT = 431.0 l COATED AFTER WELDING ~ 0 0 ~ ~
20' AND SANDBLASTING ~ ~ ~ ~ a \ ~ ~ ~ ~ ~ ~ t ` ~ / / / / / / a . ~ ~ ~ ~ ~ ~ 1 ` ~ ~ ~
1 . ~ - v ~ _ J ~ 1 ~ ~ - v - - YY } ~ ~ 1
/ / / / / / / 4 _ 1L.~1~1 rr A~////////~ o ~ ~ , 6 DIA x ~ ~ ~ ~ ~ 1 PLATE HUB ~ / ~ ~ ~ ~ ~ ~ ~ ~ D[A MANHOLE ~ I \ ~~1 ~ . ~I ~ hs~
VINYL COATED AFTER WELDING / / / / / / / ~ ~ ~ vv ~ IY, ~ ~ 11( \ ~ _ I ~ ~
A D SANDBLASTING ~ ~ ~ ~
/ / / / WELD ALL CONNECTIONS ~ ~ COMPACTED BACKFILL / ~ ~ ~ ~ r ~1 ~ ~ ~ ~ ~ ~ ~ ~ ~ 1' I ~ ~..r , ~ 7\ ~ 1 1 `
% ~ ' 24" RCP OUT i / / / / a, LET PIPE v `.1 ` ld \i \ . I , I ~ ~ v ~ 1' ~ . i Y
~,A\\ INV=416.26 ~ ~ 1~ v ~ ~ I ~ I I v 1 ~ ~ ~ ~ Q~
A r_ ,r t v I `d o 1 t~ t • ~ ~ \ 1 _1~\ ,1 _ Q_~ ~ ~ W \ 1 ~ "7 ~ F- ~--R7 1- ~ ~
3 0 RADIUS BEND / / - ~
i e b e n ~ ~ V~ Q 1 III 4 W ~l , 1 ' 1 ~ ~ t.,1 ~ ~ ~ V 1 _W 1 ~ , ~ ~-so i /LL^~I
/ ~ ~ a ° ^ D . a s ~5 sroNE BEDDING ~ ~ ~ V~/' ~ ~ I LL 1 I - I r 1 ' W ~ ~.1.. z 1' ~ z ~ to 1 I m ~ ' ~ LLI ~ ~ z w 1' a ~ w 1 o m i ~~qq ~
2 R ,A\ M AD I US BEND Qo ~ ~ ~o - ~j , A I 0 0 ~ ~ 0 / , ~/i~ \ , o o / , i- L1 I n W R- rc n °iy4o Q
i / / / / / / / / / / ~ / iA/\, A/ ~m ~ 1 I a w 1 i Nrc i ~ W
. A\V A\\\\\\\/\~\/\~\//////~/
.\\VA\\\\\\\\\\ ~ ~ A ,A/\, w
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ COMI ACTED BACKFILL WELD ALL CONNECT I ON / / / / / / ~ ~ S / / / / /
+~~~n m p~e~~
~~//~//.~//.~//.~/i. ~/i~/i,. !~~/~//~~/,.~i, / e ~ i'
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TRASH RACK FOR DETENTION DETENTION BASIN OUTLET STRUCTURE e.
•
BASIN OUTLET STRUCTURE
NOT TO SCALE NOT TO SCALE
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CON31 111UGHON SUANCL
1. CONTACT TOWN OF CARY EROSION CONTROL ENGINEER AT 469-4347
AND SCIILDULL 11PHUNS MUC I ION MLLT ING.
2. OBTAIN GRADING PERMIT. THE DETENTION BASIN OUTLET STRUCTURE
(4' DIA. MANHOLE AND 24" OUTLET PIPE) NEED TO BE ON THE SITE PRIOR
TO ISSUANCE OF THE GRADING PERMIT.
3. CLEAR AND GRUB ONLY AS NEEDED TO INSTALL TREE PROTECTION
FENCE, TEMPORARY DIVERSIONS, CHECK DAMS, SILT FENCING AND
CONSTRUCTION ENTRANCE. CONTACT THE TOWN OF CARY EROSION CONTROL
ENGINEER FOR ONSITE INSPECTION.
4. CLEAR AND GRUB ONLY AS NEEDED TO CONSTRUCT DETENTIOtJ BASIN.
THE DETENTION BASIN SHALL BE USED AS THE MAJOR SEDIMENT BASIN DURING
CONSTRUCTION. GRADE -THE DETENTION BASIN AS SHOWN AND INSTALL
THE OUTLET STRUCTURE. CONNECT SKIMMER DEVICE TO 8" DRAIN PIPE
AS NOTED ON DETENTION BASIN PLAN.
5. CLEAR AND GRUB THE REMAINDER OF THE SITE AS NEEDED AND BEGIN
GRADING. SEED AND MULCH ALL BARE SOIL AREAS WITHIN 30 DAYS OF
COMPLETION OF ANY PHASE OF CONSTRUCTION (15 DAYS FOR ANY
SLOPE EXCEEDING 5:1).
6. ROUGH GRADE SITE AND INSTALL STORM DRAINAGE AS SHOWN. PROTECT
ALL DRAINAGE STRUCTURES WITH INLET PROTECTION DEVICE PER DETAIL.
MAINTAIN OTHER DEVICES AS NEEDED.
7. AS AREAS ARE BROUGHT TO FINISHED GRADE, STABILIZE WITH VEGETATION,
PAVING, ETC. AS APPROPRIATE.
8. WHEN SITE IS BROUGHT TO FINISHED GRADE AND BUILDING PAD AND AREAS
TO BE PAVED ARE STABILIZED WITH AGGREGATE BASE, GRAVEL, CONCRETE
OR PAVING, REMOVE ACCUMULATED SEDIMENT FROM DETENTION BASIN AND GRADE TO
FINAL CONTOURS. SEED AND MULCH ANY BARE SOIL AREAS.
9. WHEN SITE IS COMPLETELY STABILIZED, REMOVE ALL TEMPORARY DEVICES INCLUDING
SKIMMER DEVICE AND STABILIZE ANY BARE SOIL AREAS WITH SEED AND MULCH,
PAVING, DITCH LINING, ETC. AS APPROPRIATE. ALL PERMANENT DEVICES
(VELOCITY REDUCTION APRONS, DITCH LININGS, ETC.) SHOULD BE IN PLACE
10. CONTACT THE TOWN OF CARY EROSION CONTROL ENGINEER FOR ONSITE
INSPECTION AND OBTAIN A CERTIFICATE OF COMPLETION.
11. TOTAL DENUDED AREA =23-20 ACRES.
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1\0
NOTES:
THIS PROPERTY IS WITHIN THE SWIFT CREEK WATERSHED.
THE REQUIREMENTS OF THE RESERVOIR WATERSHED PROTECTION
ORDINANCE ARE MET THROUGH THE USE OF A WET DETENTION FACILITY.
THERE ARE NO F.E.M.A. MAPPED FLOOD AREAS WITHIN THIS PROPERTY.
SCALE IN FEET
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INDE% TO PLANS INDEX TO P1~ANS CONTINUER
SHEET CO-1 COVER SHEET
ao SHEET C3.2 OVERALL EROSION CON1'ROI PLAN
SHEET LO-1 SKETCH SITE end LAYOUT PLAN
SHEET GR-1 PRELIMIIVARY GRADING PLAN S[3EET C3.3 OVERALL EROSION CONTROL PLAN
SHEET C3.4 STORM DRAINAGE RATA j
SHEET LA-1 BiJFFER AND STREET TREES
SHEET LA-2 PLANT INDER SHEET C3.5 DETENTION BASIN PLAN
SHEET CA.1 STREET "A" PLAN ~ PROFILE ~ I
SHEET LA-3 PLANT DETAILS SHEET G.2 STREET "B" PLAN 1Q PROFILE
SHEET LA-4 PLANT DETAIIS
SHEET G3 STREET ^C" PLAN ds PROFTT.E ~
SHE~'~' AR-1 ARCHITECTURAL FLOOR PLANS 440
SHEET C2.0 OVERALL UTILITY PLAN Q SE C SHEET C2.1 UTILITY PLAN SHEET GA S'~'REF'T ~'1)" kLlaN ~ PR1lFdLi?; ~
SE CARP SHEET G.S OLiTFALL A d~ R PLAN AND PR(~~T?,F,
p PARK SHEET C2.2 UTIIdTY PLAN SI? PARKWAY ~ PARKWAY
SHEET C4.6 OLrTFAi.[. C, o F ri~AN AND PROFIi ~
64 ao SHEET CS.1 SITE DETAILS ~
SHEET C2.3 UTILITY PLAN ~qRy
SHEET C3.0 OVERALL EROSION CONTROL PLAN SHEET CS.~ EROSION CONTROL ARTP S7'(~RM A'ATF;~t nETA L~
SHEET C5.3 WATER MAIN DETAILS ~
SHEET C3.1 OVERALL EROSION CONTROL PLAN SITE
TYRON RDAD SHEET CS.~ SEWER MAIN DETAILS
1 I
a a
t
V ti VICINITY MAP
q~ NOT TO SCALE
ti
KIL~.A~.IRE ~.~A~?.RM READ
CARY ~~J~t.T T H C A~~~ I N
OWNER: PLANNING LANDS ;ANDSCAPE ARCHITECTURE: I~'!1'GI~~~L'FPT.~v(,':
I~VKB CHARLOTTE, INC. ETd, PA R~,~',~`, Nr,~'~N n»«i I{T;'N/l%/~'D)'. INS`.
15720 JOHN J. DELANEY DRIVE 28~ N07'TINGHAM D
SAM DRIVL' i416 C'H,%1PT'L ITIT,I, RO~I)
SUITE 360 CARY, NORTH CARO CAROLINA 2'751 1 I~~tI,1'IGH, 1~'OR7'/1 C'APOI,T~~jA >i'60
CHARLOTTE, NORTH CAROLINA 28277 v
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LEGEND
NOTE
GRADING NOTES PROVIDE TREE PROTECTION FENCING ALONG THE
EXISTING GRADE CONTOUR 459- a ~AGK SIDE OF -RETAINING WALL. GRADING LINE FOR
1. INITIATE ER0510N CONTROL SEQUENCE, PROP05ED GRADE CONTOUR WALLS ARE PARALLEL WITH SITE BUFFER LINES, QUENGE,
Z. WHERE THE 'LIMIT OF GRADING LINE' ANG LINE' ANG THE 'TREE LINE' e
4~ PROP05ED GRADE SPOT ELEVATION COINCIDE, PLACE TREE PROTECTION FENCE AL J FENCE ALc.~NG THE LIMIT OF GRADING e
+ LINE,
3. CLEAR AREAS TO BE GRADED OF ALL VE .458 OF ALL VEGE1,?TION. 'ROTEGT EXISTING EXISTING TREE TO REMAIN
VEGETATION BEYOND THE LIMIT OF GRADING L 'GRADING LINE. ~~O NOT OI~TURB
AREAS BEYOND SAID LINE, ' 4. 5T121P TOP501L TO FULL DEPTH IN AREAS 0
STOCKPILED. REDISTRIBUTE EVENLY OVER NEB ~f IN AREA5 TO BE GRADED ~~.'p Y OVER NEVI' LAWN AREA5 Uf ~a~t PLACE FENCING AT DRIP LINE
GOMPLETIti~N Oi" ~,ONSTRUGTION.
457 `MPAGT ALL FiI,L AREAS TO MAXIMUM Df MAXIMUM DENSIT`Y' AND MOISTURE
GONTEN 1 - Yv; i I~tIN S i RIJGTURES AND PARKING ND PARKING AREA5, q57 OF MAXIMUM ATTACH 40'x8' WEATERPRQOF S]EdJ
DENSITY 4'~i rHIN PLANTING AREAS, 85~ OF MA 85~ OF MAXIMUM DENSITY. ~ SECURELY FASTENED TO NET, LETTERS ;f ,
6. ALL GRADING MUST HAVE ADEQUATE SURI ~UATE SURFACE DRAINAGE 50 THAT WATER 4 TO BE N]N. OF 3' NIGH STATING "TREE
x X TREE PROTECTION FENCING -SEE DETAIL IS DIRECTED TO THE INFILTRATION SWALES; NI SWALES' NO PUDDLES WET LAWN PROTECTION AREA - Do NOT ENTER' OR
PP 45 AREAS. THE CONTRACTOR IS RESPONSIBLE F 6 ~PONSIBLE FOR THE PREVENTION OF
CONFLICTS WITH GRADING AND EXISTING UNDEI ~ - STING UNDERGROUND UTILITIES.
- - 7. SPOT ELEVATIONS ARE TO THE FINISHED E FINISHED GRADE. FINI511ED FLOOR ELEVATION FALCON SAFETY NET (DR aPPROYED E61UAL) ELAM, TODD ~ d'AMRR.OSI, PA
' ~ 8. EXISTING TOPOGRAPHIC, UTILITY AND BOUI~ ' AND BOUNDARY INFORMATION 15 2• x 4• WOODEN STAKES
5EW MI1 TAKEN F ROM A DRAWING BY BA55, NIXON ANC , NIXON AND KENNEDY, LNG. 4• DIA PINE, z• DI A. OAK Urban Planning /
CONSULTING ENGINEER5 FROM ACTUAL FIELD a55 91q - 8a1-4422 FOR ADDITIONAL INFORMATIO fUAL FIELD SURVEY DATA. CONTACT 6R %o~ (MI~F)STEEL Landsca a Architectare INFORMATION GC?NGERNING SURVEY. SPACE Ar s' a c. cNAZ, > ~
FFE 457.0
.RECREATION AREA 2R0 N°ttin~h~Dn Drh~
TREE PROTECTION DETAIL N, T, s,
Cary, North C~r~iin~ X7511. _ 919/4b7-t~577
k
i EI,AMc~MINDSPRING,CQM
467, ~ x _
k k ~ ~ ~ x___`_xTREE ~RO?E TION F NGE ~ a53
.`._x.___.-x x I _x
456 I I , ? - LAWN 453 °
? I
456 : 455 C TON HILL COURT I I I i 454 453 _ I I 452. 453 I 453 I ag3 I + I
TOR 1 I. I .r ~ , I I 452 I ~ 2 I _ ; 45'P" I ...a + ~ ~ I x I I 45'F' I 4 ° 45 I
I I I + ' 453 I 452 I + , ~F€-4~54:E~ ? -FFE-~5~':0 I 45
i ~ ~ ~ ~ ~ ~ - ~a62 - .452 __452. ,._452 I 452 45~ 456 ~ 453 ----I---- 451. 452 I 45 uwN 45 2 - - -1- - - -453 x 451. 452 _ - 1-.. - -452 I
I.. 453 _ I X I I 'I, I I I I I I I I
I I I, I I I FFE ~-54: I I. I -F-~ - 453 I 453 ~ ~~q'• -F-I --452 452 452 + + 452 -,~r3¢:~ 452 x, f-F-€ ,~5~. I
? - I I I o I I 451 I 451 I ~58~ =~--f~~5-~55. a51 ' ? ~ ~ I I 451 i . 451 I v
' I I I I I 1I I ~ ~ ~ I 463 1 4 _ I I I I I I I I 52 452 I 452 452 I 452 d52 I 451 451 uwn _ ~ , _ : ~ 451 452 I 453 ~
I I I I I 452 I I I I 452 I 452 I Z I I p
I ' 45~ 457 454 454 ? I 450 I I I + I 450 450 451 I W
+ 52.5 ? _ I I 450 I 450 I 52.5 ~ 451 I . ~ I ~ 450 I ~ ° ~ -451- ~
- L L N`N _ 452. LAWN LAWN ~ _ ' dd.~?, I ° ~
_ WF - + I g1 ~
46$ 45'l. 45~ 4 454 4d9,5 4a9. 449,5....449:5 55 COALS PLACE 45 _ 449.5 .449. ' L a50 TH15Ti;F, BRIAR P ,ACA449 449.3 I _ W 3.449. 450 I ~~WTTIL~dU>tb~i ~
PP 4a9 4 ~F€,-455:-0 0 4 449 ~ I x
_ _ 49 - ' LAwrl a51 _ _ 450 ' 449 451 I 451 - - - ~ - - - + LAWN ° LAWN I °
' 452 _ 450 450 .450 450.5 x I I ~
458 458 455 ` 455 454 454 - + _ 450 I I I , 451 451 450 - I I 45o Drawn By;EVC BAO H Ff~ -~~,4 i ~ ago I
I. I. I I I I I I PFE 52,0 ` 450 ~ 45 , a5o I ~ Checked B :RJL AD y
I I ` I' I I. 453 - I I f'I'F 52.0 I r ? ? d t~ LnwN 452 I ~ i ~ - ? ---F~E-~O~~--- ~ ---FIPE-~~J3. - ? _ _ _ 52.0 ~ L FFE 52:0 li;.
I I I ? I .I I ? - - - -f~FE -~52.~ - - - - ? 450 _ 450 ~ .4.....450. 450 H a51 I 431 w a5o ~ a5o W ~ i; Date: I ~ ~ a5o ~ Q a
I I I' I I I 453 wN I I I + L._ . I „70 4,02 4 450 5 ~ - o I a a Prod#~- - + ~ I n, I a v
I I I I I ~ 453 I I I I , ' i 469 459 456 456 ~ I I I - I ~ ~ ~ ~ -F-E ~5~. ~ , ,
III„ I ~ d51 + a51 ~ ' - 4 , ~I / ~ i 4 4R: ~ p - I W . - a4~1 ~ .,visions I
' 454 ? 449 449 ' . ~ 44 ~ L~~N USN w -----1---- 4 - N V 449 ~ 22 JU 98 RE
u I I I 453 - - w-N - \ - - d50 450 4 ~ I ~ I 50 450 %30 I 430 ~ ~ , ' ~ 4~1 I ~ I ! 27 JUL ~b REV. _
460 468 457 456 455 I 453 452 ~ ~ I LOWER'ILEVEL _ LOWER LEYEL 450 450 450 H I ~ i ~ i ~ 12 APRIL 99 ;EYEL I
' CABL COURT I ~ 451 450 ~ ' a59 ~ ~ FFE X42.0 LAWN , LANK i I FFE 42.0 LOWER LEVEL Lw ~ ~ I ~ - FFE 50,0
I 456 455 , ~ _ i, _ - ~ _ + ' X2.0 'c . 448 ' xw t C X42.0 , _ '`32
I` I M~ o' 441.5 1 + 448 449 LnwN ° ~ Lawic p - .441,5 -
460 460 _ _ 457 _ ° ? ? ? 457 - a ~ F~€ ~7; 452 b52' 441 ---L.~ 1 448 ~ w
I I I I I I w I x%55 -`x=•--x-x r ------.~iAnN., ~ 4 ! Q a'
I I i I I I C 'I N SILT X~.._.. I I I I I I a I LOWER L'C~(E FENCE k ' 447 448 X ~ FFE 50.0 r
? - ? - ? 456 , `I 455 ? -FIF-€ X2:$33- ? ? FIFE ,~59.$~ ~ k k~k___ - w
o ~k~ I I I I I I' ? z I I I I L N , I I ° I FES -''max---__x_____X ~ 448 449 44b 448 x~
E LOWER LEVEL ~ - ~
46 ~ 4 ~i ~ R ~ I 1 61 ST ~ 458 4.,8 453 453 \ i. \ FFE 0~0 x
III ? tAw?i i ~ \ ~ ~ 447 i ~ lid ,
.,x_.~,~,.__ ~ 455 LAwN LAWN ~ ° o / - 455 , - ~ 6 V , _ _ ? ° ~ i 448 448
R G3IDE PLACE I ' . 461 460 459 458 456 I 455 454 453 452 44 I
457 I 451 3 ` -_439 ~ I it i ~ ~ - ~ , ~A LOWER EVEL I ~ - ~ ~ I I
LAWN I 455,5 \ k \ , . , E~ ~ 44G, ; ~ FFE 0.0
n~ 457 4 438 ,
I ll I _ °
a 461 461 ` 458 458 ~ _ ,456 I 45 ~ 453 ± 453 439 Jr ~ ~ r,, . _ Pr, I " I 440 ~ . j~
I I I I I I ~
I I I `I I I OWER LEVEL x R ~ ? 3, ° ' ? I ~ ~ -
w I I I ? I I I 457 I 456.,', ~ W IM UNDNfE'NT - - i ~ , /
I I I I I I ~ X~ I' I I I I I .I ~
U 'N J a .r 43 MH 462 462 .459 459 I ~ ~ 453 63 ,/~'4~34.__
a 35 : X. x 457 I o' Xi 4 7 -36 e- w
_ ? ? i 438 - 4~4 ~ ~ , ~ ~ ~a~ e
4 0 IRKLANDCOURT LAWN ? ? 39 462 461 6 ~R 458 ~ ~ 4 0 457 456 455 _ 454 ' a53 ~
5 YT - i ~1 II FF E ~3`~.0 LA N - I ~ \ ~ 44~ ~ ~
_ LA N ~ i _ _ ? FFE ~?•2.0 445 Lti N ~ ? ~ ? FFE X36.0 ~ ' 445 ~ y ~ ~ ( ~
457 I 448 ~ .448,5 447 4 _ 442 FFE X43.0 ~ ~ , U ~ , d45,5 _ _ 444 42 . ~ ~
460 460 I I 451 - I 454 I 451.5 X350 + + + ~ ~ S
I I' I I I' _ i i + + I I I I I 442 j` ~ ~ ~ ~ ~ ~ .
I I I I I e' - 4. ? -----~I~-~2. ? ' 457.5 I 456 I 4 , ~ ~ 4 ,
? ~ ? 454.5 453. l I 1 I ----I---- 44~ + , f~ a o ~ 442 ~ \ _
I I I I I 448.5 ~ I b47 4~ 445.5 444 ~2 ~ I x
' I I I 457 I - I j 451;5 ~ 450 461 461 - - _ FE 452 ' . 455 \ z 442 U
~ _ I .455 I _ FFE z -446 FFE ~~.o ~ ~ ~ ~
~ ~ I aa9~ 49.0 -446 ' ~ 46a t I ~ _ .FFE 52.0 ! I _ - ; 457.5 442 F"FE X43.0
469 I .456 454:5 I 453 I I i `'`442 ~ ~ ~ = o
4 8 467 466 465 464 463 459 I I + ? ? ° ? 442 ~ ~ TAT~~'v+
" GL 469 462 a61 460 I I 453 ? ? 459,5 i 456,5 m,- LAS ~ ~ ~ I I -.-®,~~..o.~nL..~ 436.5 ~ ~ ~ ; = --1 0
4 _ r._ ~ ~ ~ ~I ~ , n ~ 45.. 448 ~ 447 rr~ d46 7 _ _ _ _ ~ ~ _ - L--- _ 4cKIRxLr vn cn , , _ -t_.1---}~"".:.,_ _ _ ---i. I g 452 451
45 - _~a, ~ _ x ~ ,
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SC~~l E: 1"-50'

- _ _ _ _
I - ~ _ 1 ~
` tel. " " - _ - ! , ~ _ _ _ 9" RN)IUS -
4" PVr, _LENGTH SHOULD BE 2' Srll nn _nF.TER1~iNEO gy
_ V _ _ - - ~ ~ 4.... _ _ _ _ - _ C\1- I POND DEPTH ~ 11
b ,1 I . „ " 1 - i-._-- 3" RADIATOR ~oRirnc HOSE FOR DETENTION ©ASIN
_ - - - ~ , u " t i ~ - _ - 1 - I i I_ ~~~ATE _3~~x3,~y-~~~ y FLEX JOINT OUTLET STRUCTURE
n Q .I _ 1 _ _ _ _ .n.....*.~..~rs:..... Ili---- I 15 RGP i _ _ I, I i ~ i` ?`l _ _-------~-1--
a of J "i - - - 1 . ~ - _ - 1 -
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I N _ _ Q1- - lpl, , _ ~ _ - _ - .1 , - 171 ~1 N - ~f'I ~1ARINE GRADE -NI ~ , _ _ , ~rNNLESS srEE~-
LL. I- 4- I u.l - - - - - - - - ~I 44e - I
. u„ I~IO~Es u.i~_,
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~ -----r' - __,,.T. I DETENTION BASIN
T ~ ~ ~ * ; - , PLAN VIEW OUTLET STRUCTURE I ,
~ _ - - to _ - 1 - '~1 - ----._._-.__I-.__ I I EARTHEN • _ ~ ~ DAM O
1r .-I - CONNECT TO 8" CO _ -
ft ~ ~ I 1" PVC DRAIN PIPE w/ ~ ""r" 6" AIIN STAINLESS STEEL _ _ ~ r" _ _ _
~ ! , _ _ ~ tAI ~ - ~LWrIPS AND , a ~ I - - ERP CO COUPLING - -
1. I - _ - p - _ _ 1 r - - - ~ - ___-~7 - -
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z c~ - -ol - - - , ~ I
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' 1 4 C`~ Q u.l _,r u, I - - - r ~ - 4~k T-_ z ~
, 9 I ~ is ~ '"'k ~~i. ~ 'x ~ 1 O y d n ~ 3 ~ t - , I - ~-a SKIMMER - DETAIL F _ OR ~ ~ 1 _ I ~ I ~ J
~ nit l~~ N ~ 1 i , ~y.. J,.' ,~N fl )r.. ~ P~ rt ~~y .411 y N d4 !a 4' o _ ~ DETE T I ~ N ION BAS I N OUTL ET STR UCTUR
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TRASH RACK ~ ~ ~ ~ ~ ~ ~ r ~ i r V ~ ~ 1 d. 1V ~ i
TOP OF RISER i i . \ a~> 1;a,, i ti• I ~ .,i ~
ELEVATION 424.50 , 1 nj , P', w;I ~ I f- y- ~ ~~~f,#.~ t ~ i it ie aria ~ ~r ~ ~ ~ ~ ~ ~ W ~ V \ N~ ~ w s~` r c ~ N Q
~ , d ~ ~ ' ,J , ~ F ~ a A ~ r r r{~ ~ I ~ U ~'G }
~ t~ ]
STORAGE AREA FOR 3" DIA DRAWDOWN P P ~ II
RUNOFF FROM FIRST PERMANENT PO I E r 4'-8" ONE OL GALV. IRON ` , INCN OF RAIN 'o ~ ` r, a ate-" ~ - l ~ I ~ ~ I O ' , ~ i I ~ p w
ELEVATION 424.00 ~ ~ ~ ~ INSIDE DIAMETER STEM GUIDES a ~ TO F[T OVER TONGUE _ _ 'L 3 r' 90° BEND x ~ ~ ' ~ ~ ' ~ I ~ I'~; I z ~ E~~i Y i
OF MANHOLE RISER ~ ' GALV. IRON ~Aa~ ~ A a• t ,wr , ~ „ i i ~ I ~ m R ~ Y~ wL "~l gs ,o, a ~ ~ ' ~ m O ~
INVERT = 424.00 ~ ~ ~ \ I ~ , v ~ _ I~ ,I ~
a ~ \ ~ `A ~ a p N ~ ~ _ ~ ~ ~ - - ~ , ~ I I
STEM EXTENSION STUB OUT 8 DIP - a , _ - ~ I I
GRAIN PIPE FOR a . - _ _ ~ ~ ~ , \ ~ _J«-._ Y 1 _-_--r-.-_C.--. ~ ~ I
TEMPORARY SKIMMER CONNECTION ! ° a . 1 \ ---~r-~~~"\ - - r O+ ~ J ~ ~ i l -
l e , ` ~ ~ ~ . I ~ I
• ~ - ~ ~ ~ ~ ~ , \ ~ \ i , l
a l BASIN BOTTOM ` , e ~V , ,
ELEVATION 418.00 v `v ~ ~ ~ L~
#5 (5/8'r DIA1 GRADE 60 REBA , R a ~ ~ ~i \ ~ ~ ~ 0 v v ~ ~ ~ ~ v v ~ ~
V]NY INVERT = 431.0 l COATED AFTER WELDING ~ 0 0 ~ ~
20' AND SANDBLASTING ~ ~ ~ ~ a \ ~ ~ ~ ~ ~ ~ t ` ~ / / / / / / a . ~ ~ ~ ~ ~ ~ 1 ` ~ ~ ~
1 . ~ - v ~ _ J ~ 1 ~ ~ - v - - YY } ~ ~ 1
/ / / / / / / 4 _ 1L.~1~1 rr A~////////~ o ~ ~ , 6 DIA x ~ ~ ~ ~ ~ 1 PLATE HUB ~ / ~ ~ ~ ~ ~ ~ ~ ~ D[A MANHOLE ~ I \ ~~1 ~ . ~I ~ hs~
VINYL COATED AFTER WELDING / / / / / / / ~ ~ ~ vv ~ IY, ~ ~ 11( \ ~ _ I ~ ~
A D SANDBLASTING ~ ~ ~ ~
/ / / / WELD ALL CONNECTIONS ~ ~ COMPACTED BACKFILL / ~ ~ ~ ~ r ~1 ~ ~ ~ ~ ~ ~ ~ ~ ~ 1' I ~ ~..r , ~ 7\ ~ 1 1 `
% ~ ' 24" RCP OUT i / / / / a, LET PIPE v `.1 ` ld \i \ . I , I ~ ~ v ~ 1' ~ . i Y
~,A\\ INV=416.26 ~ ~ 1~ v ~ ~ I ~ I I v 1 ~ ~ ~ ~ Q~
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CON31 111UGHON SUANCL
1. CONTACT TOWN OF CARY EROSION CONTROL ENGINEER AT 469-4347
AND SCIILDULL 11PHUNS MUC I ION MLLT ING.
2. OBTAIN GRADING PERMIT. THE DETENTION BASIN OUTLET STRUCTURE
(4' DIA. MANHOLE AND 24" OUTLET PIPE) NEED TO BE ON THE SITE PRIOR
TO ISSUANCE OF THE GRADING PERMIT.
3. CLEAR AND GRUB ONLY AS NEEDED TO INSTALL TREE PROTECTION
FENCE, TEMPORARY DIVERSIONS, CHECK DAMS, SILT FENCING AND
CONSTRUCTION ENTRANCE. CONTACT THE TOWN OF CARY EROSION CONTROL
ENGINEER FOR ONSITE INSPECTION.
4. CLEAR AND GRUB ONLY AS NEEDED TO CONSTRUCT DETENTIOtJ BASIN.
THE DETENTION BASIN SHALL BE USED AS THE MAJOR SEDIMENT BASIN DURING
CONSTRUCTION. GRADE -THE DETENTION BASIN AS SHOWN AND INSTALL
THE OUTLET STRUCTURE. CONNECT SKIMMER DEVICE TO 8" DRAIN PIPE
AS NOTED ON DETENTION BASIN PLAN.
5. CLEAR AND GRUB THE REMAINDER OF THE SITE AS NEEDED AND BEGIN
GRADING. SEED AND MULCH ALL BARE SOIL AREAS WITHIN 30 DAYS OF
COMPLETION OF ANY PHASE OF CONSTRUCTION (15 DAYS FOR ANY
SLOPE EXCEEDING 5:1).
6. ROUGH GRADE SITE AND INSTALL STORM DRAINAGE AS SHOWN. PROTECT
ALL DRAINAGE STRUCTURES WITH INLET PROTECTION DEVICE PER DETAIL.
MAINTAIN OTHER DEVICES AS NEEDED.
7. AS AREAS ARE BROUGHT TO FINISHED GRADE, STABILIZE WITH VEGETATION,
PAVING, ETC. AS APPROPRIATE.
8. WHEN SITE IS BROUGHT TO FINISHED GRADE AND BUILDING PAD AND AREAS
TO BE PAVED ARE STABILIZED WITH AGGREGATE BASE, GRAVEL, CONCRETE
OR PAVING, REMOVE ACCUMULATED SEDIMENT FROM DETENTION BASIN AND GRADE TO
FINAL CONTOURS. SEED AND MULCH ANY BARE SOIL AREAS.
9. WHEN SITE IS COMPLETELY STABILIZED, REMOVE ALL TEMPORARY DEVICES INCLUDING
SKIMMER DEVICE AND STABILIZE ANY BARE SOIL AREAS WITH SEED AND MULCH,
PAVING, DITCH LINING, ETC. AS APPROPRIATE. ALL PERMANENT DEVICES
(VELOCITY REDUCTION APRONS, DITCH LININGS, ETC.) SHOULD BE IN PLACE
10. CONTACT THE TOWN OF CARY EROSION CONTROL ENGINEER FOR ONSITE
INSPECTION AND OBTAIN A CERTIFICATE OF COMPLETION.
11. TOTAL DENUDED AREA =23-20 ACRES.
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NOTES:
THIS PROPERTY IS WITHIN THE SWIFT CREEK WATERSHED.
THE REQUIREMENTS OF THE RESERVOIR WATERSHED PROTECTION
ORDINANCE ARE MET THROUGH THE USE OF A WET DETENTION FACILITY.
THERE ARE NO F.E.M.A. MAPPED FLOOD AREAS WITHIN THIS PROPERTY.
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