20001047 Ver 1_COMPLETE FILE_20000809

CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants
DWQ CALCULATIONS
FOR
CAPITAL PLAZA
Wake Forest, NC

tn? i p ,S?

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•i
,
?
November 13, 2000

Project No. 06013 :!!TA
Prepared For
Wake Forest/Granite, L.L.C.
P.O. Box 1928
Mount Airy, NC 27030
k
3622 Lyckan Parkway Suite 3003 . Durham, N.C. 27707
919-490-1645 Phone ¦ 919-403-0336 Fax [e-mail]
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
CHECKED BY
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CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
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CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants GA `,
DWQ CALCULATIONS
FOR
CAPITAL PLAZA
Wake Forest, NC
November 13, 2000
Project No. 06013
Prepared For
Wake Forest/Granite, L.L.C.
P.O. Box 1928
Mount Airy, NC 27030
` ry
3622 Lyckan Parkway Suite 3003 . Durham, N.C. 27707
919-490-1645 Phone [phone] Fax . [e-mail]
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
CHECKED BY.
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3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
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CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants
DWQ CALCULATIONS
FOR
CAPITAL PLAZA
Wake Forest, NC
November 13, 2000
Project No. 06013
Prepared For
Wake Forest/Granite, L.L.C.
P.O. Box 1928
Mount Airy, NC 27030
CIO
%
3622 Lyckan Parkway Suite 3003 . Durham, N.C. 27707
919-490-1645 Phone [phone] Fax [e-mail]
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
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CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
CHECKED BY
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State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
Certified Mail
Return Recent Requested
Mr. James L. Horton
JLH Hydro, Inc.
1800 Statesville Blvd.
Salisbury, NC 28144
Dear Mr. Horton:
A ??
NCDENR
October 23, 2000
Re: FERC Project No. 2585
Idols Hydroelectric Project
Davie/Forsyth County
DWQ # 991181
The Division of Water Quality has reviewed your submittal for a 401 Water Quality Certification for the
subject FERC project made on October 25, 1999. This Office sent correspondence to you on November 11,
1999 that stated that your application was not complete since you did not provide information that shows
that you have title to the subject property or have been authorized by the owner to apply for certification
(15A NCAC 2H .0502(t). At that time we placed the application on hold to allow you an opportunity to
provide the necessary information. 15A NCAC 2H .0502(f) states that an application "shall be considered
valid only if the application bears the signature of a responsible officer of the company, municipal official,
partner or property owner." As of this date this Office has no evidence in the subject file that the above
information has been provided. As such, this Office is returning your application (enclosed) because it
cannot be considered valid. By copy of this letter, the Division is notifying the Federal Regulatory
Commission that the subject 401 Water Quality Certification could not be considered valid and is, hereby,
being returned to the applicant.
You may apply for a 401 Water Quality Certification at a later date if the above information can be
provided. I can be reached at 919-733-1786 if you have any questions.
Sincerely,
J
?f
Joh/R. Dorney
Water Quality Certification Program
Enclosures
cc: Winston-Salem DWQ Regional Office
Secretary, Federal Energy Regulatory Commission, Dockets-Room A, 888 First Street NE,
Washington, DC 20426
Todd St. John
File
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
At n
NCDENR
DIVISION OF WATER QUALITY
November 17, 2000
Memorandum To: Bob Zarzecki
From: Todd St. John
Subject: Capital Plaza
Wake County
D W Q# 001047
I have reviewed the stormwater plan for the subject property and have determined
that the applicant has provided a design on the site plans dated November 13, 2000 that
will achieve diffuse flow to the maximum extent practicable. The applicant will use dry
detention basins for shaving peak flows followed by swales or rock berms designed to
provide diffuse flow. The applicant has consolidated all of their impacts under NW 39
and is below the threshold impacts for notification. As such, they are only required to
meet NBR stormwater requirements. The above design provides more than 70 feet of
diffuse flow per 10 cis in a 10 year storm according to Phil Koch of Civil Consultants.
Page 2 of 2
Diffuse flow of all stormwater at non-erosive velocities shall be achieved prior to the
stormwater entering the protected stream buffers as identified within 15A NCAC 213
.0233(5). Stormwater controls described within the November 13, 2000 revisions reviewed
by Mr. Todd St. John shall be put in place to ensure the diffuse flow requirement of the
rules.
Deed notifications or similar mechanisms shall be placed on 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, buffer and/or water impact. These
mechanisms shall be put in place within 30 days of the date of this letter.
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 "No Practical
Alternatives" determination under 15A NCAC 2B .0233(8). If you have any questions. please
telephone Bob Zarzecki at 919-733-9726.
Sincerely.
Stevens
Attachment
Cc: Steve Mitchell / DWQ Raleigh Regional Office
File Copy
Central Files
Phil Koch, Civil Consultants, Inc.
Non-Discharge Branch Wetlands/401 Unit 1621 Mail Service Center FAX # 7 Raleigh, 9 North Carolina 27669-1621
Telephone [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post consumer paper
IF
State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
Zra h WA
IT 00
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
November 27, 2000
DWQ # 001047
Wake County
Page 1 of 2
Mr. Craig Hunter, Manager
Wake Forest/Granite LLC
PO Box 1928
Mount Airy. NC 27030
Re: Neuse River Buffer Authorization
Capital Plaza
Wake County, NC
APPROVAL of Neuse River Buffer Rules CERTIFICATE OF AUTHORIZATION
And 401 Water Quality Certification
Dear Mr. Hunter.
You have our approval, in accordance with the attached conditions, to impact 147 linear
feet of streams, .092 acres of wetlands, and the protected riparian buffers for the purpose of
construction of a road crossing in a jurisdictional stream that is subject to the Neuse Buffer Rules
and the development of the Capital Plaza project. After reviewing your application, we have
determined that this fill is covered by General Water Quality Certification number 3289 or 3287,
for Nationwide permits numbers 14 or 39, respectively. The stream crossing shall not impact over
150 feet of stream length, including any stabilization, without unless you first provide a modified
application and obtain written approval to use General Water Quality Certification No. 3287. The
stream crossing and associated stormwater controls shall be constructed as described within your
application and the proposed construction plans dated November 13, 2000. In addition, you should
get any other required federal, state or local permits before you proceed with your project.
This approval is only valid for the purpose and design that you described in your
application including the November 13, 2000 revisions. If you change your project, you must
notify us and you may be required to send us a new application. If the property is sold, the new
owner must be given a copy of this authorization and approval letter and is thereby responsible for
complying with all conditions. For this approval to be valid, you must follow the conditions listed
below as well as any other conditions identified within 15A NCAC 213 .0233.
The stream crossing shall not impact over 150 feet of stream length, including any
stabilization. The stream crossing and associated stormwater controls shall be constructed
as described within your application and the proposed construction plans dated November
13, 2000.
Non-Discharge Branch Wetlands/401 Unit 1621 Mail Service Center FAX # 7 Raleigh, 9 North Carolina 27669-1 62 1
Telephone [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post consumer paper
`qte of North Carolina
apartment of Environment
And Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director

NCDENR
Division of Water Quality
October 10. 2000
C. Phil Koch, P.E.
Civil Consultants
3622 Lyckan Parkway, Suite 3003
Durham, NC 27707
Subject: Capital Center
DWQ Project No. 001047
Wake County
Dear Mr. Koch:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined
that additional information is necessary to complete the technical review process. The required additional
information is as follows:
1. Pond Worksheet 1
Please complete the enclosed worksheet for each pond in order to minimize review time.
Forested Filter Strips
Forested filter strips, specified in condition no. 13 of General Water Quality Certification No. 3287,
are required to be 100 feet wide (perpendicular to flow) per acre tributary to them. They also must be
at least 50 feet long (in the direction of the flow, see page 78 of the NC DENR Stormwater Best
Management Practices Manual, April 1999). However the width of the strips can be reduced, in this
instance, as determined using the following equation: W,=Qd*WiodQPCiA (where Wr= the required
width, Qd= the peak discharge associated with a 10 year event after it has been routed through the
detention or retention pond. W100= the width of the forested filter strip based on 100 feet per acre
tributary, QPCiA= the peak discharge from the 10 year event as it enters the detention/retention pond).
Please provide calculations to show that the above has been met.
Operation and Maintenance Agreement
An operation and maintenance agreement is required. Typical requirements for an operation and
maintenance plan include the following:
• Vegetation management/mowing schedule
• Semi-annual inspections
• Debris check after every storm event
• Benchmark for sediment removal (specific elevations listed)
• Designation of a responsible party
4401 Reedy Creek Road, Raleigh, NC 27607 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper
The operation and maintenance agreement must also be signed by the responsible party and
notarized. Please see the following for the link to an example agreement:
http://h2o.enr.state.nc.us/su/PDF_Files/State_SW_program_forms/SWU 102_Wet_Pond_Supplemen
t.pdf
Division wetlands unit staff will strive to complete a final technical review within 10 working days of
receipt of the requested information. Completing the enclosed worksheet will greatly decrease the staff
review time. If you have any questions or would like to discuss this project, please contact me at (919)
733-9584. Also, please note that the NCDENR Stonnwater Best Management Practices Manual, April
1999, and other documents and information can be downloaded from the Wetlands Unit web site at
http://h2o.ehnr.state.nc.us/ncwetIands/.
Sincerely,
Todd St. John, P
Environmental Engineer
Attachments
cc: John Dorney, Wetlands/401 Unit
Raleigh Regional Office
File
CIVIL CONSULTANTS INC.
Civil Engineers
band Development Consultants
TO: NCDENR-DWQ

4401 Reedy Creek Road
Raleigh, NC 27607
DATE: 09/26/00 JOB NO: 6013
ATTN: John Dorney
RE: Capital Plaza
Wake Forest, NC
WE ARE SENDING YOU THE FOLLOWING ITEMS VIA Airborne Express
COPIES DATE NO. DESCRIPTION
1 09/26/00 Letter addressing comments
3 09/26/00 1-7 Supplemental Stormwater Management Calculations
(Level Spreader Design)
3 09/25/00 C4 Grading Plan
3 109/25/00 D5 Stormwater Detention/Retention Ponds Plans and
Details

THESE ARE TRANSMITTED AS CHECKED BELOW:
F I FOR APPROVAL ? AS REQUESTED
FOR REVIEW AND COMMENT
F-1 FOR YOUR USE F]
_; I Wi
? FOR SIGNATURE ? AS DISCUSSED
REMARKS:
COPY TO: File
SIGNED: C. Phil Koch, P.E.
LETTER OF TRANSMITTAL
3622 Lyckan Parkway Suite 3003 n Durham, N.C. 27707
919-490-1645 Phone [phone] Fax [e-mail]
CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants
September 26, 2000
Project No: 6013
NCDENR, Division of Water Quality
Non-Discharge Branch
401 /Wetlands Unit
1621 Mail Service Center
Raleigh, NC 27699
Attn: Mr. John Dorney
Ref: Capital Plaza
DWQ Project No. 001047
Dear Mr. Dorney:
In response to your letter of review, please find the enclosed revised drawings and calculations
referencing the modified outlets to the ponds. These revisions address the following concerns
stated in your letter:
1. Provide a method demonstrating sheet flow of outlet water
Each pond outlet has now been redesigned to provide a level spreader device to convert
the concentrated flow to uniform flow at non-erosive velocities of less than 2 fps. The
design used is similar in nature to the spreader detail provided in the state handbook.
Given this design, the high velocity (10 fps or more) at the FES is reduced to 2.5-3.5 fps
at the end of the rip rap and then further reduced to less than 2 fps by the spreader.
Additionally, since the height of the spreader weir is above the elevation of the water
surface at the end of the apron, some pooling will occur to further decrease the velocity
and provide some additional settling on the upstream side of the weir. The combination of
the pooling and weir length provide for uniform flow over the outlet weir at velocities
below the 2 fps onto the grassed areas below the outlet.
As designed, these devices provide the least invasive method of providing uniform flow.
Other than the protective, biodegradable liners required for grass establishment, these
devices do not introduce any foreign materials to the area in question; they are constructed
solely through standard grading and seeding methods. Additionally, the devices have been
located in and above well-vegetated areas of uniform slope draining to the wooded areas
above the stream; thus, re-concentration of the runoff is not likely.
362.2 Lyckan Parkway Suite 3003 . Durham, N.C. 27707
919-490-1645 Phone [phone] Fax civilengr(a)aol.com
2. Move outlet of Pond #4
Also, per your request, the outlet at Pond #4 has been moved to the south side of the
pond.
I anticipate that this information will be sufficient to address these items. However, should you
have any additional questions or concerns, please contact Tony Whitaker or me at 919-490-1645.
Sincerel urs,
Phil Koch, PE
Enclosures
CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants

SUPPLEMENTAL
STORMWATER
MANAGEMENT
CALCULATIONS
(Level Spreader Design)
for
CAPITAL PLAZA
Wake Forest, North Carolina
September 26, 2000
Project No. 06013
Prepared for:
Wake Forest/Granite, LLC
P.O. Box 1928
Mount Airy, NC 27030
3622 Lyckan Parkwnv Suite 3003 Durham, N.C. 27707
919-490-1645 Pfinn,: 919-403-0336 Far [e-mail]
1
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
Job L> / ??RF4T?lGC2 - A-plT,4L_
SHEET NO
OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
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PRODUCT 204 1ISNo SWs?05 l p3M.1
Pond 1 - Conditions at end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
c:\haestad\academic\fmw16013-lev.fm2
Pond 1 - Outlet conditions @ apron
Trapezoidal Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 58.70 cfs
Results
Depth 0.90 ft
Flow Area 18.58 ft2
Wetted Perimeter 23.68 ft
Top Width 23.39 ft
Critical Depth 0.67 ft
Critical Slope 0.027928 ft/ft
Velocity 3.16 ft/s
Velocity Head 0.16 ft
Specific Energy 1.05 ft
Froude Number 0.63
Flow is subcritical.
o9i2sioo
09:13:36 AM Academic Edition FIOWMaster v5.17
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 75555-16W Page 1 of 1
Pond 2 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw\6013-lev.fm2
Worksheet Pond 2 - Outlet conditions at Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 fttft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 40.30 cfs
Results
Depth 0.72 ft
Flow Area 14.54 ftZ
Wetted Perimeter 22.56 ft
Top Width 22.33 ft
Critical Depth 0.52 ft
Critical Slope 0.030024 ft/ft
Velocity 2,77 ft/s
Velocity Head 0.12 ft
Specific Energy 0.84 ft
Froude Number 0.61
Flow is subcritical.
09/26/00 Academic Edition FlowMaster v5.17
09:17:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
C,?
Pond 3 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw\6013-lev.fm2
Worksheet Pond 3 - Outlet Conditions c@ Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 21.70 cfs
Results
Depth 0.50 ft
Flow Area 9.78 ft2
Wetted Perimeter 21.17 ft
Top Width 21.01 ft
Critical Depth 0.35 ft
Critical Slope 0.033959 ft/ft
Velocity 2,22 ft/s
Velocity Head 0.08 ft
Specific Energy 0.58 ft
Froude Number 0.57
Flow is subcritical.
09/26100 Academic Edition FlowMaster v5.17
09:19:39 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
t'"
Pond 4 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw\6013-lev.fm2
Worksheet Pond 4 - Outlet Conditions @ Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 20.00 ft
Discharge 32.00 cfs
Results
Depth 0.59 ft
Flow Area 12.92 ft2
Wetted Perimeter 23.75 ft
Top Width 23.56 ft
Critical Depth 0.42 ft
Critical Slope 0.031969 ft/ft
Velocity 2.48 ft/s
Velocity Head 0.10 ft
Specific Energy 0.69 ft
Froude Number 0.59
Flow is subcritical.
09/26/00 Academic Edition FlowMaster v5.17
09:22:01 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
(n
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
joe SyMRZ e,47-Ai//7' I T,
SHEET NO. OF
C1?K
CALCULATED BY DATE
CHECKED BY DATE
-SCALE
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CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants

SUPPLEMENTAL
STORMWATER
MANAGEMENT
CALCULATIONS
(Level Spreader Design)
for
CAPITAL PLAZA
Wake Forest, North Carolina
September 26, 2000
Project No. 06013
Prepared for:
Wake Forest/Granite, LLC
P.O. Box 1928
Mount Airy, NC 27030

3622 Lyckan Parkwav Suite 3003 Durham, N.C. 27707
919-490-1645 Prone 919-403-0336 Fax [e-mail] J
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
JOBLMM'I ??RF tT?Ctz - APIT t
SHEET NO. OF_
CALCULATED BY DATE
CHECKED BY DATE
SCALE
PaNp I Cs?vt~? 5'8, 7 cFS
00 L. = SO
4,7 -lr
?3 L 24O

?Sox?3
1, 9 GPs
1:5c'L LO ?'-fi N G 7-k E,
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3? 4o pf
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PRODUCT 204 1 IS.VO SWsi 205 1 PM
Pond 1 - Conditions at end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw\6013-lev.fm2
Worksheet Pond 1 - Outlet conditions c@ apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 58.70 cfs
Results
Depth 0.90 ft
Flow Area 18.58 ft2
Wetted Perimeter 23.68 ft
Top Width 23.39 ft
Critical Depth 0.67 ft
Critical Slope 0.027928 ft/ft
Velocity 3.16 ft/s
Velocity Head 0.16 ft
Specific Energy 1.05 ft
Froude Number 0.63
Flow is subcritical.
09/26/00 Academic Edition FlowMaster v5.17
09:13:36 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Pond 2 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw\6013-lev.fm2
Worksheet Pond 2 - Outlet conditions at Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 40.30 cfs
Results
Depth 0.72 ft
Flow Area 14.54 ftz
Wetted Perimeter 22.56 ft
Top Width 22.33 ft
Critical Depth 0.52 ft
Critical Slope 0.030024 ft/ft
Velocity 2.77 ft/s
Velocity Head 0.12 ft
Specific Energy 0.84 ft
Froude Number 0.61
Flow is subcritical.
09126/00 Academic Edition FlowMaster v5.17
09:17:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
t.
Pond 3 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:lhaestadlacademiclfmw16013-lev.fm2
Worksheet Pond 3 - Outlet Conditions @ Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 21.70 cfs
Results
Depth 0.50 ft
Flow Area 9,78 ft2
Wetted Perimeter 21.17 ft
Top Width 21.01 ft
Critical Depth 0.35 ft
Critical Slope 0.033959 ft/ft
Velocity 2,22 ft/s
Velocity Head 0.08 ft
Specific Energy 0.58 ft
Froude Number 0.57
Flow is subcritical.
0926/00 Academic Edition
09:19:39 AM FlowMaster v5.17
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] page 1 of I
of
ell
Pond 4 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:lhaestadlacademiclfmw16013-lev.fm2
Worksheet Pond 4 - Outlet Conditions @ Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 fttft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 20.00 ft
Discharge 32.00 cfs
Results
Depth 0.59 ft
Flow Area 12.92 ftz
Wetted Perimeter 23.75 ft
Top Width 23.56 ft
Critical Depth 0.42 ft
Critical Slope 0.031969 ft/ft
Velocity 2.48 ft/s
Velocity Head 0.10 ft
Specific Energy 0.69 ft
Froude Number 0.59
Flow is subcritical.
09126/00 Academic Edition FlowMaster v5.17
09:22:01 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
DATE
SCALE
-_?uMM,Q?Y ©F' _ 1??.?ClTY_ J??PPI..I?TpN

Low 4i11 _ FES Cam' , 4p olv

3 ,/7,'
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l,9.
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SHEET
OF
CALCULATED BY ?, ` DATE
CHECKED BY.
Cg000CT 204 1 iS?ngk SneelsIn I IPa0Ae0i
CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants
SUPPLEMENTAL
STORMWATER
MANAGEMENT
CALCULATIONS
(Level Spreader Design)
for
CAPITAL PLAZA
Wake Forest, North Carolina
September 26, 2000
Project No. 06013
Prepared for:
Wake Forest/Granite, LLC
P.O. Box 1928
Mount Airy, NC 27030

3622 Lyckan Parkway Suite 3003 Durham, N.C. 27707
919-490-1645 Pra-. 919-403-0336 Fax civdengr(-z,)aol.com
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
JOB LEVL'L `PE5APE-R - C F'l t
SHEET NO.
CALCULATED BY
CHECKED BY_
SCALF
OF
DATE
DATE
LEV F-L.._ S PREADF-t, CALX,,
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.............
At5 €-P O N 3 LH4/2 j
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PaNy? I Cs v ru Q = 8, - cFS
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(<Q?3
Fo t-L_o?,t NG 77(AE_ SSA" E NIE??o p0 Lo C?1??
Q L. V
Po u D I 5-8.7 r , `? ?p5
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1I0DUCT 7UW 1 ?S"o Shwv 205 1 i PM W
-
Pond 1 - Conditions at end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw16013-lev.fm2
Worksheet Pond 1 - Outlet conditions c@ apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 58.70 cfs
Results
Depth 0.90 ft
Flow Area 18.58 ftz
Wetted Perimeter 23.68 ft
Top Width 23.39 ft
Critical Depth 0.67 ft
Critical Slope 0.027928 ft/ft
Velocity 3.16 ft/s
Velocity Head 0.16 ft
Specific Energy 1.05 ft
Froude Number 0.63
Flow is subcritical.
09/26/00 Academic Edition FlowMaster v5.17
09:13:36 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Pond 2 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:lhaestad\academic\fmw16013-lev.fm2
Worksheet Pond 2 - Outlet conditions at Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 40.30 cfs
Results
Depth 0.72 ft
Flow Area 14.54 ftz
Wetted Perimeter 22.56 ft
Top Width 22.33 ft
Critical Depth 0.52 ft
Critical Slope 0.030024 ft/ft
Velocity 2,77 ft/s
Velocity Head 0.12 ft
Specific Energy 0.84 ft
Froude Number 0.61
Flow is subcritical.
09/26/00 Academic Edition FlowMaster v5.17
09:17:05 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
l
Pond 3 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw\6013-lev.fm2
Worksheet Pond 3 - Outlet Conditions c@ Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 18.00 ft
Discharge 21.70 cfs
Results
Depth 0.50 ft
Flow Area 9.78 ft2
Wetted Perimeter 21.17 ft
Top Width 21.01 ft
Critical Depth 0.35 ft
Critical Slope 0.033959 ft1ft
Velocity 2,22 ft/s
Velocity Head 0.08 ft
Specific Energy 0.58 ft
Froude Number 0.57
Flow is subcritical.
09/26/00 Academic Edition 09:19:39 AM FlowMaster v5.17
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203 755-1666
Page 1 of 1

Pond 4 - Conditions @ end of Apron
Worksheet for Trapezoidal Channel
Project Description
Project File c:\haestad\academic\fmw16013-lev.fm2
Worksheet Pond 4 - Outlet Conditions @ Apron
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.010000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 20.00 ft
Discharge 32.00 cfs
Results
Depth 0.59 ft
Flow Area 12.92 ftz
Wetted Perimeter 23.75 ft
Top Width 23.56 ft
Critical Depth 0.42 ft
Critical Slope 0.031969 fttft
Velocity 2.48 ft/s
Velocity Head 0.10 ft
Specific Energy 0.69 ft
Froude Number 0.59
Flow is subcritical.
09/26/00 Academic Edition FlowMaster v5.17
09:22:01 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
c`?ul?%/MAIZY ©F-_. VQ CC-17Y R6j7c1CT,D/V

064 -ow- 14
ell-

Z,8
3 7, 7
Z.2_
l,9

A 1/

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Kerr T. Stevens, Director
ILF!WAA
NC ENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
September 20, 2000
Wake County
DWQ Project No. 001047
Craig Hunter
Wake Forest/Granite, LLC
P.O. Box 1928
Mount Airy, NC, 27030
Dear Mr. Hunter:
On August 9, 2000, the NC Division of Water Quality received your application for a 401 Water Quality
Certification to impact .092 acre of wetlands, including 147 linear feet of streams for the proposed Capital
Center project in Wake County. Mr. Todd St. John of the DWQ Central Office and Mr. Steve Mitchell of the
DWQ Raleigh Regional Office have reviewed your proposal. Although DWQ does not have fundamental
objections to the project, we have determined that the proposed ponds alone will not be sufficient to treat
stormwater. Before we can proceed with issuance of the 401 Certification, we need you to demonstrate how
sheet flow at the outlet of the ponds can be achieved. For example, forested filter strips at the pond outlets
may achieve sheet flow. Also, the outlet at Pond #4 should be moved from the north side of the pond to the
south side. Please revise the plans accordingly and forward them to this office.
Until this information is received, I will request (by copy of this letter) that the Corps of Engineers place
this project on hold. Also, this project will be placed on hold for our processing due to incomplete
information (15A NCAC 2H.0507(h)). I can be reached at [phone].
Dorney
cc: Corps of Engineers Raleigh Field Office
Raleigh DWQ Regional Office
File Copy
Central Files
001047
Division of Water Quality • Non-Discharge Branch
401 /Wetlands Unit, 1621 Mail Service Center, Raleigh, NC 27699 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer • 50% recycled/10% post consumer paper
CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants
STORMWATER
MANAGEMENT
CALCULATIONS
for
CAPITAL PLAZA
Wake Forest, North Carolina
June 13, 2000
Revised July 3, 2000
Revised July 14, 2000
Revised July 24, 2000
Project No. 06013
Prepared for:
Wake Forest/Granite, LLC
P.O. Box 1928
Mount Airy, NC 27030

' ?ti) yCY
????'ii!dt:?lSt
3622 Lyckan Parkway Suite 3003 Durham, N.C. 27707
919-490-1645 Phone [phone] Fax civilengr a aol.com
i
DRAINAGE AREA ANALYSIS
PRE-AND POST-DEVELOPMENT
A rho
ORAINAOE AREA 1A - 1,696,730 SF
COMMERCIAL - SHOPPING CENTER
DRAINAGE AREA 2A - 1,660,992 SF
RESIDENTIAL/0MG ERCNAL
DRAINAGE AREA 18 - SEE BREAKOUT
COMMERCIAL - VANN DOGE
AINAGE AREA - 851,699 SF
RESIDENTIAL (1/5 AC LOTS),
DRAINAGE AREA /4 - 4,016,127 SF
RESIDENTIAL (1/5 TO 1/3 AC)
DRAINAGE AREA /7 - 3,469,605 SF
WOODS - 316,427 SF
REMAINDER - RESIDENTIAL. (1/2 AC)
PREDEVELOPMENT CONDITIONS
DRAINAGE AREA
ROADWAY DRAINAGE TO OFFSITE
DRAINAGE AREA 3 - SEE BREAKOUT
UNDEVELOPED (PROPOSED SITE)
DRAINAGE AREA S - SEE BREAKOUT
UNDEVELOPED (PROPOSED SITE)
DRAINAGE AREA 6 - SEE BREAKOUT
UNDEVELOPED (PROPOSED SITE)
000e 8j:Lb:7i £Z Jew nUl 6Mp•jj-ajd-ep\£1:09\rOad\NSOS\:0
2

aw?w ?
0
O
\ 0 ®? 0
? ? o OC 00
op 0
?0 0
62
\ CO 6
?J r
1A
AREA U • IA96.M45
L POW . I02.71L67
2. PARRWfi • 743,12161
3. ROAD • 125.931A9
l OIAKL • 639.7
S VMDS • 67AI92
L MUSH • 76,77739
7. ROOKS • 1.132.59
8. RISC D TWMUS 229.61
9. COOMLAL AREA 718,997.71
3

IB
1,261,736.79
99,440
WAIG" .12 ?Q
136,017.83
• 3,084.33
• 179,410.45
13,860.20
3,19634
PERVIOUS • 6,91&17
'AMM. = &0, 490
4t,
0008 5b :L0 :5j £Z JeW nUl 9MO' ea-eaJd\U09\rOdd\NSOS\ :O
5
A4t
3
A 3 938,6:1.38
ODF 13,092.44
'ARKING - t4,500.7
;DAD - 23293,4
RAVEL - 36,00023
/DUDS - 359,53319
(RUSH - 14,79922
DCKS - 2,901.86
IISC. IMPERVIOUS - 230.48
6
A4t'
0
u
n ?u? ?vo
.sNc?S?ui?6isNo?
000e 66 EZ :OL £Z JeNj nUl 6Ma u---5-eaiv,,\E609\rodd\NSOS\ :O

At',
?IIIiIIG
6
AREA 6 • LA02,74021
L ROOF - 324.33
2. PARON • 0
3. ROAD • 61,SS3.37
?• GRAM • 1606570
S. Yom Q%91.77
6. 7RUSM • 1M9713
7. ROCKS • 0
1. MSSC. "ERVIOUS - 0

8

STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
12-Aor-00
DRAINAGE AREA #: 1A/1B AREA 1A (SF) 1696750
DESCRIPTION AREA 1A: COMMERC IAL / SHOPPING CENTER AREA 1 B (SF) 1261757
DESCRIPTION AREA 113: COMMERC IAL/ WINN DIXIE OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 67.92
REMOTE ELEVATION 398 HYDRAULIC LENGTH: 4750
OUTFALL ELEVATION 292 BASIN SLOPE: 0.022
ELEVATIONAL DIFFERENCE: 106 TIME OF CONC.: 22.89
LAND USE/COVER AREA AREA % OF RATIONAL DELTA CU RVE DELTA
(SF) (AC) TOTAL C ' C CN CN
AREA 1A - SHOPPING CENTER
IMPERVIOUS AREA
ROOF 182317 4.19 0.06 0.95 0.06 98 6
PARKING LOT 543125 12.47 0.18 0.95 0.17 98 18
ROADWAY 125934 2.89 0.04 0.95 0.04 98 4
GRAVEL 660 0.02 0.00 0.80 0.00 85 0
ROCKS 1433 0.03 0.00 0.90 0.00 95 0
MISC IMPERVIOUS 230 0.01 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 318998 7.32 0.11 0.85 0.09 92 10
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 67118 1.54 0.02 0.20 0.00 55 1
WOODS, POOR COVER 56377 1.29 0.02 0.25 0.00 66 1
LAWN/PASTURE, GOOD 400558 9.20 0.14 0.30 0.04 61 8
AREA 1B - WINN DIXIE
IMPERVIOUS AREA
ROOF 99440 2.28 0.03 0.95 0.03 98 3
ROADWAY 156018 3.58 0.05 0.95 0.05 98 5
PARKING LOT 278528 6.39 0.09 0.95 0.09 98 9
GRAVEUDIRT ROAD 5084 0.12 0.00 0.80 0.00 85 0
ROCKS 3196 0.07 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 6918 0.16 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 60480 1.39 0.02 0.85 0.02 92 2
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 179410 4.12 0.06 0.20 0.01 55 3
WOODS, POOR COVER 15860 0.36 0.01 0.25 0.00 66 0
LAWN/PASTURE, GOOD 456823 10.49 0.15 0.30 0.05 61 9
EIGHTED C/CN 1.00 0.67 82
Page 1 of 5
9

STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
12-Aar-00
DRAINAGE AREA #: 2A/2B AREA 1A (SF) 1660992
DESCRIPTION AREA 1A: COMMERCIAL AND RESIDENTIAL AREA 1 B (SF) 851699
DESCRIPTION AREA 213: RESIDENTIAL (1/5 AC RE LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 57.68
REMOTE ELEVATION 380 HYDRAULIC LENGTH: 2830
OUTFALL ELEVATION 292 BASIN SLOPE: 0.031
ELEVATIONAL DIFFERENCE: 88 TIME OF CONC.: 13.52
LAND USE/COVER AREA AREA % OF RATIONAL DELTA CU RVE DELTA
(SF) (AC) TOTAL C C CN CN
AREA 2A - COMMERCIAL
IMPERVIOUS AREA
ROOF 45451 1.04 0.02 0.95 0.02 98 2
PARKING LOT 76165 1.75 0.03 0.95 0.03 98 3
ROADWAY 119019 2.73 0.05 0.95 0.04 98 5
GRAVEL 6485 0.15 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC IMPERVIOUS 5523 0.13 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMM E RCIAUBUS I NESS 141043 3.24 0.06 0.85 0.05 92 5
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 491217 11.28 0.20 0.20 0.04 55 11
WOODS, POOR COVER 54685 1.26 0.02 0.25 0.01 66 1
LAWN/PASTURE, GOOD 721404 16.56 0.29 0.30 0.09 61 18
AREA 26 - RESIDENTIAL
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
GRAVEUDIRT ROAD 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 0 0.00 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/5 AC LOTS 851699 19.55 0.34 0.52 0.18 78 26
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
WEIGHTED C/CN 1.00 0.45 71
Page 2 of 5
to

STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
7
UhbUKIPTION: UNDEVELOPED
PREDOMINENT SOIL GROUP: Type B
REMOTE ELEVATION 353
OUTFALL ELEVATION 280
ELEVATIONAL DIFFERENCE: 73
SURFACE TYPE AREA AREA
(SF) (AC)
IMPERVIOUS AREA
ROOF 15092 0.35
PARKING LOT 14500 0.33
ROADWAY 25293 0.58
GRAVEL 36000 0.83
ROCKS 2902 0.07
MISC. IMPERVIOUS 250 0.01
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00
INDUSTRIAL 0 0.00
RESIDENTIAL, 1/4 AC LOTS 0 0.00
GREEN/NATURAL AREAS
WOODS, GOOD COVER 559533 12.85
WOODS, POOR COVER 14799 0.34
LAWN/PASTURE, GOOD 290243 6.66
EIGHTED C/CN
-00
I U 1 AL AKL-A (5F): 958612
OFFSITE AREA (AC): 0.00
TOTAL AREA (AC): 22.01
HYDRAULIC LENGTH: 1700
BASIN SLOPE: 0.043
TIME OF CONC.: 8.06
% OF RATIONAL DELTA CURVE #, DELTA
TOTAL C C CN CN
0.02 0.95 0.01 98 2
0.02 0.95 0.01 98 1
0.03 0.95 0.03 98 3
0.04 0.80 0.03 85 3
0.00 0.90 0.00 95 0
0.00 0.95 0.00 98 0
0.00 0.85 0.00 92 0
0.00 0.75 0.00 88 0
0.00 0.50 0.00 75 0
0.58 0.20 0.12 55 32
0.02 0.25 0.00 66 1
0.30 0.30 0.09 61 18
1.00 0.30 61
DRAINAGE AREA #: 4 TOTAL AREA (SF): 4016127
OUTFALUSTRUCTURE #: RESIDENTI AL (1/3-1/5 AC LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 92.20
REMOTE ELEVATION 381 HYDRAULIC LENGTH: 3450
OUTFALL ELEVATION 267 BASIN SLOPE: 0.033
ELEVATIONAL DIFFERENCE: 114 TIME OF CONC.: 15.38
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 4016127 92.20 1.00 0.50 0.50 75 75
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
,WEIGHTED C/CN 1.00 0.50 75
Page 3 of 5

STORM DRAINAGE CALCULATIONS DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEUELOPMENT CONDITIONS
71-Apr-oo
FFALUSTRUCTURE #: UNDEVELOPED
:DOMINENT SOIL GROUP: Type B
AOTE ELEVATION 344
(FALL ELEVATION 263
VATIONAL DIFFERENCE: 81
ZFACE TYPE AREA AREA
(SF) (AC)
ERVIOUS AREA
ROOF 264 0.01
PARKING 0 0.00
ROADWAY 29227 0.67
CONCRETE, MISC 0 0.00
GRAVEL 18225 0.42
'ELOPED AREAS
COMMERCIAUBUSINESS 0 0.00
INDUSTRIAL 0 0.00
RESIDENTIAL, 1/4 AC LOTS 0 0.00
:EN/NATURAL AREAS
WOODS, GOOD COVER 507246 11.64
WOODS, POOR COVER 67817 1.56
LAWN/PASTURE, GOOD 186373 4.28
GHTED C/CN
TOTAL AREA (SF): 809152
OFFSITE AREA (AC): 0.00
TOTAL AREA (AC): 18.58
HYDRAULIC LENGTH: 1850
BASIN SLOPE: 0.04
TIME OF CONC.: 8.54
% OF RATIONAL DELTA CURVE #, DELTA
TOTAL C C CN CN
0.00 0.95 0.00 98 0
0.00 0.95 0.00 98 0
0.04 0.95 0.03 98 4
0.00 0.95 0.00 98 0
0.02 0.80 0.02 85 2
0.00 0.85 0.00 92 0
0.00 0.75 0.00 88 0
0.00 0.50 0.00 75 0
0.63 0.20 0.13 55 34
0.08 0.25 0.02 66 6
0.23 0.30 0.07 61 14
1.00 0.27 60
DRAINAGE AREA #: 6
OUTFALUSTRUCTURE #: UNDEVELOPED
PREDOMINENT SOIL GROUP: Type B
REMOTE ELEVATION 335
OUTFALL ELEVATION 245
ELEVATIONAL DIFFERENCE: 90
SURFACE TYPE AREA AREA
(SF) (AC)
IMPERVIOUS AREA
ROOF 324 0.01
PARKING LOT 0 0.00
ASPHALT 61153 1.40
CONCRETE, MISC 0 0.00
GRAVEL 16066 0.37
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00
INDUSTRIAL 0 0.00
RESIDENTIAL, 1/4 AC LOTS 0 0.00
GREEN/NATURAL AREAS
WOODS, GOOD COVER 425695 9.77
WOODS, POOR COVER 124297 2.85
LAWN/PASTURE, GOOD 775205 17.80
EIGHTED C/CN
TOTAL AREA (SF): 1402740
OFFSITE AREA (AC): 0.00
TOTAL AREA (AC): 32.20
HYDRAULIC LENGTH: 2650
BASIN SLOPE: 0.034
TIME OF CONC.: 12.42
% OF RATIONAL DELTA CURVE #, DELTA
TOTAL C C CN CN
0.00 0.95 0.00 98 0
0.00 0.95 0.00 98 0
0.04 0.95 0.04 98 4
0.00 0.95 0.00 98 0
0.01 0.80 0.01 85 1
0.00 0.85 0.00 92 0
0.00 0.75 0.00 88 0
0.00 0.50 0.00 75 0
0.30 0.20 0.06 55 17
0.09 0.25 0.02 66 6
0.55 0.30 0.17 61 34
1.00 0.30 62
Page 4 of 5
Z.
4. ?
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
7
OUTFALUSTRUCTURE #: RESIDENTIAL (1/2 AC LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 79.65
REMOTE ELEVATION 381 HYDRAULIC LENGTH: 3700
OUTFALL ELEVATION 243 BASIN SLOPE: 0.037
ELEVATIONAL DIFFERENCE: 138 TIME OF CONC.: 15.50
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE #, DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0:00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAL/BUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/2 AC LOTS 3153178 72.39 0.91 0.40 0.36 70 64
GREEN/NATURAL AREAS
WOODS, GOOD COVER 316427 7.26 0.09 0.20 0.02 55 5
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
EIGHTED C/CN 1.00 0.38 69
Page 5 of 5
13

DRAINAGE AREA 1A - 1.696.750 V
COMAERCIAL - SNOPPNO CENTER
DRAINAGE AREA 2A - 1.6606992 SF
RESIDENT1A1,/CO M"AL
DRAINAGE AREA 10 - SEE BREAKOUT
COMMERCIAL - MINI DIKE
AREA - 814,248 S
AL (1/5 AC TATS)
DRAINAGE AREA 14 - 4.016.127 SF
RESIDENTIAL (1/5 TO 1/3 AC)
DRAINAGE AREA
ROADWAY DRAINAGE TO OFFSITE
DRAINAGE AREA 3A AND B - SEE BREAKOUT
DEPARTMOIT STORE
DRAINAGE AREA 5A AND B - SEE BREAKOUT
NOME IMM%SIENT/ANCHOR STORES
DRAINAGE AREA /7 - 3.469.605 SF
WOODS - 310.427 SF
REMANDER - RESIDENTIAL (1/2 AC)
DRAINAGE AREA 6A. B. AND C - SEE BREAKOUT
CUTPARCELS AND ACCESS ROAD
POST DEVELOPMENT CONDITIONS
REVISED
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POST DEVELOPMENT
(REVISED)
AREA 5A = 291,990.27
1. ROOF = 130184.00
2. PARKING = 112,568.86
3.ROAD =0
4. GRAVEL = 0
5. WOODS = XXX
6. BRUSH = XXX
7. ROCKS = 0
8. CONCRETE = 41530.85
9. OUTPARCELS (COMMERCIAL)
10. RETENTION = 29,606.50
000e b5 ,EE :E6 90 unr ani 6Mp'le9-ls0d\E609\f O8d\?SOS\ '0
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POST DEVELOPMENT
(REVED)
5A2
AREA SA • 1,233,933,02
L ROOF 74,06721
2. PARKING • 647,33331
3. ROAD • 114,313.66
4. GRAVEL • 0
3. WOODS xxx
6. BRUSH xxx
7. ROCKS • 0
8. CONCRETE • 29,067.63
9. OUTPARCELS (COMMERCIAL) ¦ 73,037.80
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POST DEVELOPMENT
5B
42EVISED>
AREA 58 - 286,758.84
L ROOF ¦ 0
2. PARKING ¦ 0
3. ROAD - 0
4. GRAVEL - 0
3. VOODS ¦ 72,920.57
6. BRUSH ¦ 0
7. ROCKS - 0
8. MISC. IMPERVIOUS - 0
9. OUTPARCELS (COMMERCIAL) - 0
000a 80 :LE :Zi 1; jdd and 6Np, qq-ls0d\U09\r0dd\NSOS\ :0

POST DEVELOPMENT
6A
AREA 6A - 281,444.10
1. ROOF 0
7. ROM 0
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POST DEVELOPMENT 6 B
AREA 6B = 404,621.96
1. ROOF = 0
2. PARKING = 0
3. ROAD = 39,350.71
4. GRAVEL = 0
5. WOODS = 870.61
6. BRUSH = 0
7. ROCKS = 0
8. MISC. IMPERVIOUS = 0
9. OUTPARCELS (COMMERCIAL) = 243,760.15
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STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 1A1113 AREA 1A (SF) 1696750
DESCRIPTION AREA 1A: COMMERCI AL / SHOPPING CENTER AREA 1 B (SF) 1165911
DESCRIPTION AREA 1 B: COMMERCI AL/ WINN DIXIE OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 65.72
REMOTE ELEVATION 398 HYDRAULIC L ENGTH: 4750
OUTFALL ELEVATION 292 BASIN SLOPE : 0.022
ELEVATIONAL DIFFERENCE: 106 TIME OF CONC.: 22.89
LAND USEICOVER AREA AREA % OF RATIONAL DELTA CURVE # DELTA
(SF) (AC) TOTAL C C CN CN
REA 1A - SHOPPING CENTER
IMPERVIOUS AREA
ROOF 182317 4.19 0.06 0.95 0.06 98 6
PARKING LOT 543125 12.47 0.19 0.95 0.18 98 19
ROADWAY 125934 2.89 0.04 0.95 0.04 98 4
GRAVEL 660 0.02 0.00 0.80 0.00 85 0
ROCKS 1433 0.03 0.00 0.90 0.00 95 0
MISC IMPERVIOUS 230 0.01 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 318998 7.32 0.11 0.85 0.09 92 10
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 67118 1.54 0.02 0.20 0.00 55 1
WOODS, POOR COVER 56377 1.29 0.02 0.25 0.00 66 1
LAWN/PASTURE, GOOD 400558 9.20 0.14 0.30 0.04 61 9
AREA 1 B - WINN DIXIE
IMPERVIOUS AREA
ROOF 99440 2.28 0.03 0.95 0.03 98 3
ROADWAY 219604 5.04 0.08 0.95 0.07 98 8
PARKING LOT 278528 6.39 0.10 0.95 0.09 98 10
GRAVEUDIRT ROAD 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 6918 0.16 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 60480 1.39 0.02 0.85 0.02 92 2
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 80770 1.85 0.03 0.20 0.01 55 2
WOODS, POOR COVER 12343 0.28 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 407828 9.36 0.14 0.30 0.04 61 9
WEIGHTED C/CN 1.00 0.70 84
Page 1 DA-POST
zy
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
EA #: 2A/2B AREA 1A (SF) 1660992
AREA 1A:
F COMMERC IAL AND RESIDENTIAL AREA 1 B (SF) 814248
RIPTION
AREA 2B: RESIDENTIAL (1/5 ACRE LOTS) OFFSITE AREA (AC): 0.00
T
SOIL GROUP: Type B TOTAL AREA (AC): 56.82
REMOTE ELEVATION 380 HYDRAULIC LENGTH: 2830
OUTFALL ELEVATION 292 BASIN SLOPE: 0.031
ELEVATIONAL DIFFERENCE: 88 TIME OF CONC.: 13.52
LANE) USE/COVER AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
RE/12A - COMMERCIAL
IMPERVIOUS AREA
ROOF 45451 1.04 0.02 0.95 0.02 98 2
PARKING LOT 76165 1.75 0.03 0.95 0.03 98 3
ROADWAY 119019 2.73 0.05 0.95 0.05 98 5
GRAVEL 6485 0.15 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC IMPERVIOUS 5523 0.13 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 141043 3.24 0.06 0.85 0.05 92 5
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 491217 11.28 0.20 0.20 0.04 55 11
WOODS, POOR COVER 54685 1.26 0.02 0.25 0.01 66 1
LAWN/PASTURE, GOOD 721404 16.56 0.29 0.30 0.09 61 18
AREA 2113 - RESIDENTIAL
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
GRAVEUDIRT ROAD 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 0 0.00 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/5 AC LOTS 814248 18.69 0.33 0.52 0.17 78 26
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
-WEIGHTED C/CN 1.00 0.45 71
Page 2 DA-POST
25
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA M 3A TOTAL AREA (SF): 503230
DESCRIPTION: DEPARTMENT STORE OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 11.55
REMOTE ELEVATION 354 HYDRAULIC LENGTH: 1400
OUTFALL ELEVATION 310 BASIN SLOPE: 0.031
ELEVATIONAL DIFFERENCE: 44 TIME OF CONC.: 7.83
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE #, DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 120220 2.76 0.24 0.95 0.23 98 23
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 92291 2.12 0.18 0.95 0.17 98 18
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 2668 0.06 0.01 0.95 0.01 98 1
DEVELOPED AREAS
COMMERCIAL/BUSINESS 229899 5.28 0.46 0.85 0.39 92 42
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 58153 1.34 0.12 0.30 0.03 61 7
IWEIGHTED C/CN 1.00 0.83 91
DRAINAGE AREA M 3B TOTAL AREA (SF): 82976
DESCRIPTION: OUTFALL F ROM POND @ 3A OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 1.90
REMOTE ELEVATION 310 HYDRAULIC LENGTH: 850
OUTFALL ELEVATION 280 BASIN SLOPE: 0.035
ELEVATIONAL DIFFERENCE: 30 TIME OF CONC.: 5.10
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 0 0.00 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 17450 0.40 0.21 0.20 0.04 55 12
WOODS, POOR COVER 683 0.02 0.01 0.25 0.00 66 1
LAWN/PASTURE, GOOD 64843 1.49 0.78 0.30 0.23 61 48
[WEIGHTED C/CN 1.00 0.28 60
Page 3
DA-POST
Z&
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 4 TOTAL AREA (SF): 4016127
OUTFALUSTRUCTURE #: RESIDENTIAL (1/3-1/5 AC LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 92.20
REMOTE ELEVATION 381 HYDRAULIC LENGTH: 3450
OUTFALL ELEVATION 267 BASIN SLOPE: 0.033
ELEVATIONAL DIFFERENCE: 114 TIME OF CONC.: 15.38
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 4016127 92.20 1.00 0.50 0.50 75 75
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
EIGHTED C/CN 1.00 0.50 75
Page 4
DA-POST
2-7
? M
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 5A1 TOTAL AREA (SF): 291990
OUTFALUSTRUCTURE #: HOME IMPROVEMENT CENTER OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 6.70
REMOTE ELEVATION 319 HYDRAULIC LENGTH: 1150
OUTFALL ELEVATION 275 BASIN SLOPE: 0.04
ELEVATIONAL DIFFERENCE: 44 TIME OF CONC.: 6.24
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 130184 2.99 0.45 0.95 0.42 98 44
PARKING 112569 2.58 0.39 0.95 0.37 98 38
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 4531 0.10 0.02 0.95 0.01 98 2
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 44706 1.03 0.15 0.30 0.05 61 9
EIGHTED C/CN 1.00 0.85 92
DRAINAGE AREA #: 5A2 TOTAL AREA (SF): 1233933
OUTFALUSTRUCTURE M PARKING LOTS /ANCHOR STORES OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 28.33
REMOTE ELEVATION 350 HYDRAULIC LENGTH: 2800
OUTFALL ELEVATION 263 BASIN SLOPE: 0.03
ELEVATIONAL DIFFERENCE: 87 TIME OF CONC.: 13.41
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 74067 1.70 0.06 0.95 0.06 98 6
PARKING 647535 14.87 0.52 0.95 0.50 98 51
ROADWAY 114514 2.63 0.09 0.95 0.09 98 9
CONCRETE, MISC 28088 0.64 0.02 0.95 0.02 98 2
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 73058 1.68 0.06 0.85 0.05 92 5
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 296672 6.81 0.24 0.30 0.07 61 15
EIGHTED C/CN 1.00 0.79 89
Page 5
DA-POST
2a
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 5B TOTAL AREA (SF): 257152
OUTFALUSTRUCTURE #: AREA BEHI ND CURB/OUTFALL OF 5A OFFSITE AREA (AC): 0.D0
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 5.90
REMOTE ELEVATION 344 HYDRAULIC LENGTH: 2140
OUTFALL ELEVATION 263 BASIN SLOPE: 0.04
ELEVATIONAL DIFFERENCE: 81 TIME OF CONC.: 10.11
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 72921 1.67 0.28 0.20 0.06 55 16
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 184232 4.23 0.72 0.30 0.21 61 44
EIGHTED C/CN 1.00 0.27 59
Page 6
DA-POST
2 C)
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 6A TOTAL AREA (SF): 281444
OUTFALUSTRUCTURE #: DRAINAGE FROM US 1 OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 6.46
REMOTE ELEVATION 335 HYDRAULIC LENGTH: 2500
OUTFALL ELEVATION 255 BASIN SLOPE: 0.032
ELEVATIONAL DIFFERENCE: 80 TIME OF CONC.: 12.15
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 60055 1.38 0.21 0.95 0.20 98 21
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 23985 0.55 0.09 0.20 0.02 55 5
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 197404 4.53 0.70 0.30 0.21 61 43
EIGHTED C/CN 1.00 0.43 68
DRAINAGE AREA #: 6B TOTAL AREA (SF): 404622
OUTFALUSTRUCTURE #: COMMERC IAL OUTPARCELS OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 9.29
REMOTE ELEVATION 316 HYDRAULIC LENGTH: 1100
OUTFALL ELEVATION 260 BASIN SLOPE: 0.051
ELEVATIONAL DIFFERENCE: 56 TIME OF CONC.: 5.40
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 39351 0.90 0.10 0.95 0.09 98 10
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 243760 5.60 0.60 0.85 0.51 92 55
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 871 0.02 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 120640 2.77 0.30 0.30 0.09 61 18
EIGHTED C/CN 1.00 0.69 83
Page 7
DA-POST
30
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 6C TOTAL AREA (SF): 249843
OUTFALUSTRUCTURE #: UNDEVELOPED AREA OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 5.74
REMOTE ELEVATION 302 HYDRAULIC LENGTH: 925
OUTFALL ELEVATION 245 BASIN SLOPE: 0.062
ELEVATIONAL DIFFERENCE: 57 TIME OF CONC.: 4.39
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE #, DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 67745 1.56 0.27 0.20 0.05 55 15
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 182098 4.18 0.73 0.30 0.22 61 44
EIGHTED C/CN 1.00 0.27 59
DRAINAGE AREA #: 7 TOTAL AREA (SF): 3469605
OUTFALUSTRUCTURE #: RESIDENTIAL (1/2 AC LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 79.65
REMOTE ELEVATION 381 HYDRAULIC LENGTH: 3700
OUTFALL ELEVATION 243 BASIN SLOPE: 0.037
ELEVATIONAL DIFFERENCE: 138 TIME OF CONC.: 15.50
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/2 AC LOTS 3153178 72.39 0.91 0.40 0.36 70 64
GREEN/NATURAL AREAS
WOODS, GOOD COVER 316427 7.26 0.09 0.20 0.02 55 5
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
[WEIGHTED C/CN 1.00 0.38 69
Page 8
DA-POST
31
HYDROLOGIC ANALYSIS
PRE- AND POST- DEVELOPMENT
2 AND 10 YEAR STORMS
The hydrologic analysis presented was prepared using
Hydroflow Hydrographs 6.0. Only summary information is
presented for the 2 year storm.
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DETENTION/RETENTION REQUIREMENTS
POST DEVELOPMENT CONDITIONS
TOTAL BASE OUTPARCEL TOTAL ADJ. PERCENT PERCENT
AREA POND DRAINAGE NON-IMP NON-IMP NON4MP. NON-IMP IMPERVIOUS
NUMBER NUMBER AREA SURFACE SURFACE AREA AREA AREA
3A 1 503230 58153 34485 92638 18 82
SA1 2 291991 15100 29607 44707 15 85
6A2 3 1233933 369729 10959 380688 31 69
6B 4 404622 121511 36564 158075 39 61
PERMANENT POOL ANALYSIS
RETENTION SA REQ'D FOR SURFACE PERM POOL
AREA POND SA/DA 5'PERM AREA DEPTH
NUMBER NUMBER REQ'D, 5' DEEP POOL PROVIDED REQ'D
3A 1 2.23 11222 11810 6.0
SA1 2 2.31 6745 7130 5.0
6A2 3 1.94 23938 22810 6.5
6B 4 1.78 7202 7300 5.0
TEMPORARY STORAGE POOL DEPTH
RETENTION RETENTION RETENTION DEPTH TOTAL
AREA POND RUNOFF STORAGE STORAGE OF TEMP DEPTH FOR
NUMBER NUMBER COEF, Rv VOL. REQ'D PROVIDED POOL RETENTION
3A 1 0.78 32891 33900 2.5 7.50
5A1 2 0.81 19763 21200 2.5 7.50
5A2 3 0.67 69135 74550 3.0 8.00
6B 4 0.60 20177 21225 2.5 7.50
DETENTION POO L DEPTHS
DETENTION DEPTH OF TOTAL TOTAL TOTAL
AREA POND STORAGE DETENTION DEPTH OF DEPTH OF VOLUME OF
NUMBER NUMBER BELOW WEIR POOL STORAGE POND STORAGE
3A 1 0 0.00 2.50 7.60 33900
SA1 2 0 0.00 2.50 7.60 21200
5A2 3 136040 4.50 7.50 12.50 210590
613 4 0 0.00 2.60 7.50 21225
OUTLET DESIGN
FLOW FOR FLOW FOR ORIFICE ORIFICE ORIFICE CALCULATED APPROX.
AREA POND OUTLET IN OUTLET IN SIZE AREA AREA FLOW DAYS TO
NUMBER NUMBER 2 DAYS 5 DAYS (INCHES) SQ. IN SF CFS OUTLET
3A 1 0.196 0.078 1.75 2.40 0.02 0.13 3.13
5A1 2 0.123 0.049 1.50 1.77 0.01 0.09 2.66
5A2 3 1.219 0.487 2.00 3.14 0.02 0.29 3.02
6B 4 0.123 0.049 1.50 1.77 0.01 0.09 2.66
EMERGENCY SPILLWAY DESIGN
100 YEAR FLOW, DEPTH CALC. WEIR WEIR
AREA POND C AREA STORM Q H, LENGTH,L LENGTH,L
NUMBER NUMBER VALUE (ac) (in/hr) (cfs) (ft) (ft) (ft)
3A 1 0.830 11.550 8.83 84.68 1.00 28.23 30.00
5A1 2 0.850 6.240 9.15 48.52 1.00 16.17 20.00
6A2 3 0.790 28.330 7.65 168.98 1.00 56.33 60.00
6B 4 0.690 9.290 9.54 61.15 1.00 20.38 20.00
MAINTENANCE DRAIN DESIGN
VOLUME OF FLOW FOR CALCULATED MIN. CALC ACTUAL CALCULATED APPROX.
AREA POND PERMANENT OUTLET IN PIPE AREA PIPE DIA ORIFICE FLOW HRS TO
NUMBER NUMBER POOL 24 HOURS (SF) (IN) (IN) CFS OUTLET
3A 1 43425 0.503 0.05 1.471 1.626 0.54 22.48
SA1 2 26125 0.302 0.03 1.141 1.250 0.32 22.86
5A2 3 117560 1.361 0.13 2.420 2.750 1.54 21.26
68 4 28725 0.332 0.03 1.196 1.375 0.38 20.77
Page 1
RETENTION
34
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
JOB "t<r ©wIV P1T?'Q

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CALCULATED BY DATE
CHECKED BY DATE
SCALE
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PRODUCT 204 1 IS vlo Shun 1205.11P?OOMI
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
JOB
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
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CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
JOB 16LAMMAEYE OF REA 11'<
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
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Project: wake-pre2.GPW IDF file: Raleigh-malco IwIELM 04-13-2000
?, 38
Hydrograph Summary Report
Page 1
' Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuR) Hydrograph
description
1 SCS Runoff 63.3 1 756 452,835 2 -- - ------ Area 1 - Commercia
2 SCS Runoff 36.3 1 747 231,703 2 - ---- Area 2 -Commer/Res
3 Combine 97.5 1 754 684,539 2 1 +2 ----- First Fork
4 Reach 97.4 1 755 684,508 2 3 -- ---- Stream Section 1
6 SCS Runoff 7.3 1 741 48,680 2 -- -- Area 3 - Undevelop
7 Combine 103.6 1 755 733,187 2 4+6 Outfall of Area 3
8 Reach 103.6 1 756 732,871 2 7 -- - Stream Section 2
10 SCS Runoff 72.4 1 748 453,048 2 -__ --- Area 4 - Residenti
11 Combine 173.1 1 752 1,185,919 2 8+10 -- -- Outfall of Area 4
13 SCS Runoff 5.0 1 744 38,131 2 ---- - ---- Area 5 - Undevelop
14 Combine 177.9 1 751 1,224,051 2 11 +13 - - Outfall Area 5
15 Reach 177.6 1 754 1,223,356 2 14 - ---- Stream Section 4
17 SCS Runoff 8.7 1 755 76,033 2 --- - -- Area 6 - Undevelop
18 Combine 186.3 1 754 1,299,388 2 15 + 17 Outfall Area 6
20 SCS Runoff 37.6 1 755 287,645 2 -- - Area 7 - Residenti
21 Combine 223.9 1 754 1,587,033 2 18 + 20 Area 7 Outfall
Proj. file: wake-pre2.GPW OF file: Raleigh-malcolm.IDF Run date: 04-13-2000
2 Yp. PRE
37
.Hycirograph Summary Report
Page 1
Hyd.
No. ' Iydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 117.2 1 756 831,912 10 - - - Area 1 - Commercia
2 SCS Runoff 83.3 1 746 495,843 10 - -- Area 2 -Commer/Res
3 Combine 194.8 1 752 1,327,757 10 1 +2 - -- First Fork
4 Reach 194.8 1 753 1,327,755 10 3 - Stream Section 1
6 SCS Runoff 24.0 1 739 126,586 10 - - Area 3 - Undevelop
7 Combine 214.1 1 752 1,454,340 10 4+6 -- -- Outfall of Area 3
8 Reach 214.1 1 753 1,453,882 10 7 Stream Section 2
10 SCS Runoff 151.7 1 747 912,794 10 --- --- -- Area 4 - Residenti
11 Combine 362.4 1 749 2,366,677 10 8+10 -- - Outfall of Area 4
13 SCS Runoff 17.5 1 742 101,729 10 -- ---- --- Area 5 - Undevelop
14 Combine 378.8 1 749 2,468,406 10 11+13 -- -- Outfall Area 5
15 Reach 378.4 1 751 2,467,454 10 14 --- - Stream Section 4
17 SCS Runoff 27.0 1 753 193,380 10 - - - Area 6 - Undevelop
18 Combine 405.4 1 751 2,660,834 10 15+17 Outfali Area 6
20 SCS Runoff 91.5 1 754 636,658 10 -- Area 7 - Residenti
21 Combine 496.1 1 752 3,297,492 10 18 + 20 -- - Area 7 Outfall
Proj. file: wake-pre10.GPW OF file: Raleigh-malcolm.IDF Run date: 04-13-2000
10 YW, FRE
YO
A. -v I,--L-%--' f IV1 GN I
iji
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuff) Hydrograph
description
1 SCS Runoff 70.6 1 753 475,865 2 - - - Area 1 - Commercia
2 SCS Runoff 35.8 1 747 228,248 2 - - Area 2 -Commer/Res
3 Combine 105.2 1 751 704,114 2 1+2 - - First Fork
4 Reach 105.2 1 753 704,083 2 3 Stream Section 1
6 SCS Runoff 38.2 1 723 111,567 2 - Area 3a - Dept. St
7 Reservoir 31.1 1 728 77,570 2 6 307.50 86,114 POND 1 - RET ONLY
8 SCS Runoff 0.8 1 732 3,957 2 - Area 3B - Area be]
9 Combine 31.8 1 728 81,527 2 7+8 Area 3 to Stream
10 Combine 112.4 1 751 785,609 2 4+9 Outfall of Area 3
11 Reach 112.4 1 752 785,275 2 10 Stream Section 2
13 SCS Runoff 72.4 1 748 453,048 2 - Area 4 - Residenti
14 Combine 183.7 1 750 1,238,323 2 11+13 Outfall of Area 4
16 SCS Runoff 26.7 1 720 67,509 2 - Area 5A1
17 Reservoir 22.9 1 723 46,279 2 16 283.40 52,098 Pond 2 - Rat Only
18 SCS Runoff 60.8 1 732 252,091 2 - Area 5a - Stores
19 Reservoir 1.7 1 1097 38,268 2 18 275.06 318,984 Pond 3 - Ret/Det
20 SCS Runoff 1.3 1 749 11,236 2 - Area 5B - Area Bel
21 Combine 23.3 1 723 57,516 2 17 + 20 Total Area 5
22 Combine 23.4 1 723 95,784 2 19 + 21 Outfall Area 5
23 Combine 188.4 1 750 1,334,107 2 14 + 22 - Outfall at 5
24 Reach 188.3 1 751 1,333,550 2 23 - Stream Section 4
26 SCS Runoff 3.4 1 747 22,246 2 - Area 6A - US 1 Dra
27 SCS Runoff 24.4 1 722 65,314 2 - Area 6B - Outparce
28 Reservoir 1.5 1 803 22,808 2 27 267.53 69,545 Pond 4 - Ret Only
29 Combine 3.4 1 747 45,053 2 26 + 28 Area 6 Development
30 SCS Runoff 2.3 1 729 11,124 2 - - Area 6C - Undevelo
31 Combine 4.7 1 740 56,178 2 29 + 30 Total Area 6
32 Combine 192.4 1 751 1,389,726 2 24 + 31 Outfall Area 6
34 SCS Runoff 37.6 1 755 287,645 2 - Area 7 - Residenti
35 Combine 229.4 1 752 1,677,371 2 32+34, - Area 7 Outfall
Proj. file: 6013-final 2yr.GPW OF file: Raleigh-malcolm.IDF Run date: 07-03-2000
2 YR. o5-r
4Z
Hyc#rograph Summary Report
Page 1
Hyd. ' Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type now interval peak period hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (yrs) (lt) (cult)
1 SCS Runoff 126.4 1 752
2 SCS Runoff 82.1 1 746
3 Combine 205.7 1 750
4 Reach 205.7 1 751
6 SCS Runoff 61.5 1 723
7 Reservoir 58.7 1 725
8 SCS Runoff 2.6 1 730
9 Combine 60.9 1 725
10 Combine 217.2 1 750
11 Reach 217.2 1 751
13 SCS Runoff 151.7 1 747
14 Combine 366.9 1 749
16 SCS Runoff 42.4 1 720
17 Reservoir 40.3 1 722
18 SCS Runoff 100.9 1 732
19 Reservoir 21.7 1 763
20 SCS Runoff 4.7 1 747
21 Combine 41.8 1 722
22 Combine 42.1 1 722
23 Combine 398.0 1 749
24 Reach 397.9 1 750
26 SCS Runoff 8.4 1 745
27 SCS Runoff 43.6 1 722
28 Reservoir 32.0 1 728
29 Combine 37.2 1 728
30 SCS Runoff 8.4 1 727
31 Combine 45.6 1 728
32 Combine 414.7 1 750
34 SCS Runoff 91.5 1 754
35 Combine 504.3 1 751
Proj. file: 6013-final 10yr.GPW
852,976 I 10
488,449 10
1,341,425 10 1+2
-
1,341,423 10 3 -
184,226 10 - -
150,151 10 6 307.7
10,541 10 - -
160,692 10 7+8 -
1,502,115 10 4+9 -
1,501,632 10 10 -
912,794 10 - -
2,414,426 10 11 +13 -
110,225 10 - -
88,968 10 16 283.6
425,893 10 - -
211,339 10 18 276.1
30,809 10 -- -
119,777 10 17 + 20 -
331,116 10 19+21 --
2,745,541 10 14 + 22 -
2,744,803 10 23 -
50,070 10 --- ---
118,364 10 - -
75,817 10 27 268.0
125,887 10 26 + 28 -
30,418 10 - -
156,305 10 29 + 30 -
2,901,107 10 24 + 31 -
636,658 10 - -
3,537,766 10 32+34, -
OF file: Raleigh-malcolm.IDF
- Area 1 - Commercia
- Area 2 -Commer/Res
- First Fork
- Stream Section 1
- Area 3a - Dept. St
90,924 POND 1 - RET ONLY
- Area 3B - Area bel
- Area 3 to Stream
- Outfall of Area 3
- Stream Section 2
- Area 4 - Residenti
- Outfall of Area 4
- Area 5A1
54,511 Pond 2 - Ret. Only
- Area 5a - Stores
354,690 Pond 3 - Ret/Det
- Area 5B - Area Bel
- Total Area 5
- Outfall Area 5
-- Outfall at 5
- Stream Section 4
- Area 6A - US 1 Dra
- Area 6B - Outparce
75,169 Pond 4 - Ret Only
- Area 6 Development
- Area 6C - Undevelo
- Total Area 6
- Outfall Area 6
- Area 7 - Residenti
- Area 7 Outfall
Run date: 07-03-2000
10 YR Po5-r
143
Hydrograph Report
Page 1
Hyd. No. 1
Area 1 - Commercial
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 65.72 ac
= 2.2%
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 126.44 cfs
Time interval = 1 min
Curve number = 84
Hydraulic length = 4750 ft
Time of conc. (Tc) = 65.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.23 89.47 12.77 111.29
12.25 92.41 12.78 109.79
12.27 95.31 12.80 108.27
12.28 98.16 12.82 106.72
12.30 100.95 12.83 105.15
12.32 103.66 12.85 103.55
12.33 106.30 12.87 101.93
12.35 108.84 12.88 100.30
12.37 111.29 12.90 98.64
12.38 113.63 12.92 96.96
12.40 115.85 12.93 95.26
12.42 117.94 12.95 93.55
12.43 119.86 12.97 91.82
12.45 121.59 12.98 90.07
12.47 123.11
12.48 124.38
12.50 125.38 ... End
12.52 126.07
12.53 126.44 <<
12.55 126.43
12.57 126.04
12.58 125.39
12.60 124.50
12.62 123.42
12.63 122.23
12.65 120.97
12.67 119.67
12.68 118.35
12.70 117.00
12.72 115.61
12.73 114.20
12.75 112.76
Total Volume = 852,976 cult
7y
Hydrograph Report
Page 1
Hyd. No. 2
Area 2 -Commer/Residential
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 56.82 ac
= 3.1 %
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 82.08 cfs
Time interval = 1 min
Curve number = 71
Hydraulic length = 2830 ft
Time of conc. (Tc) = 53.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.18 57.56 12.72 66.36
12.20 59.93 12.73 65.11
12.22 62.25 12.75 63.83
12.23 64.52 12.77 62.54
12.25 66.73 12.78 61.22
12.27 68.87 12.80 59.88
12.28 70.92 12.82 58.53
12.30 72.88
12.32 74.73
12.33 76.43 ... End
12.35 77.96
12.37 79.30
12.38 80.41
12.40 81.27
12.42 81.84
12.43 82.08 <<
12.45 81.96
12.47 81.61
12.48 81.03
12.50 80.28
12.52 79.41
12.53 78.48
12.55 77.51
12.57 76.52
12.58 75.50
12.60 74.45
12.62 73.37
12.63 72.27
12.65 71.14
12.67 69.98
12.68 68.80
12.70 67.59
Total Volume = 488,449 cult
y?
'Hydrograph Report
Page 1
English
Hyd. No. 3
First Fork
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 1
Peak discharge = 205.65 cfs
Time interval = 1 min
2nd inflow hyd. No.= 2
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.22 86.49 62.25 148.75
12.23 89.47 64.52 154.00
12.25 92.41 66.73 159.15
12.27 95.31 68.87 164.18
12.28 98.16 70.92 169.08
12.30 100.95 72.88 173.83
12.32 103.66 74.73 178.39
12.33 106.30 76.43 182.73
12.35 108.84 77.96 186.81
12.37 111.29 79.30 190.59
12.38 113.63 80.41 194.04
12.40 115.85 81.27 197.12
12.42 117.94 81.84 199.77
12.43 119.86 82.08 << 201.93
12.45 121.59 81.96 203.55
12.47 123.11 81.61 204.71
12.48 124.38 81.03 205.41
12.50 125.38 80.28 205.65 <<
12.52 126.07 79.41 205.48
12.53 126.44 << 78.48 204.91
12.55 126.43 77.51 203.95
12.57 126.04 76.52 202.56
12.58 125.39 75.50 200.89
12.60 124.50 74.45 198.95
12.62 123.42 73.37 196.80
12.63 122.23 72.27 194.49
12.65 120.97 71.14 192.10
12.67 119.67 69.98 189.65
12.68 118.35 68.80 187.15
12.70 117.00 67.59 184.59
12.72 115.61 66.36 181.97
12.73 114.20 65.11 179.31
12.75 112.76 63.83 176.59
12.77 111.29 62.54 173.82
12.78 109.79 61.22 171.01
12.80 108.27 59.88 168.15
Continues on next page...
Total Volume = 1,341,425 cult
V6
First Fork
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.82 106.72 58.53 165.25
12.83 105.15 57.16 162.30
12.85 103.55 55.77 159.32
12.87 101.93 54.36 156.30
12.88 100.30 52.94 153.24
12.90 98.64 51.51 150.14
12.92 96.96 50.06 147.02
End
Page 2
!?
Hydrograph Report
Page 1
English
Hyd. No. 4
Stream Section 1
Hydrograph type
Storm frequency
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
= Reach
= 10 yrs
= 3
= 830.0 ft
= 0.040
= 2.0:1
= 1.395
= 20.23 ft/s
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
= 205.65 cfs
= 1 min
= Trapezoidal
= 1.2%
= 5.0 ft
= 2.9 ft
= 1.362
= 0.9980
Modified Att-Kin routing method used.
Hydrograph Discharge Table
Time Inflow Outflow
(hrs) cfs cfs
12.23 154.00 148.74
12.25 159.15 153.99
12.27 164.18 159.14
12.28 169.08 164.17
12.30 173.83 169.07
12.32 178.39 173.82
12.33 182.73 178.38
12.35 186.81 182.72
12.37 190.59 186.80
12.38 194.04 190.58
12.40 197.12 194.04
12.42 199.77 197.11
12.43 201.93 199.77
12.45 203.55 201.93
12.47 204.71 203.55
12.48 205.41 204.71
12.50 205.65 << 205.40
12.52 205.48 205.65 <<
12.53 204.91 205.48
12.55 203.95 204.91
12.57 202.56 203.95
12.58 200.89 202.57
12.60 198.95 200.89
12.62 196.80 198.95
12.63 194.49 196.80
12.65 192.10 194.50
12.67 189.65 192.11
12.68 187.15 189.66
12.70 184.59 187.15
12.72 181.97 184.59
12.73 179.31 181.98
12.75 176.59 179.31
Continues on next page...
Total Volume = 1,341,423 cutt
V8
Stream Section 1
Hydrograph Discharge Table
Time Inflow Outflow
(hrs) cfs cfs
12.77 173.82 176.59
12.78 171.01 173.83
12.80 168.15 171.01
12.82 165.25 168.15
12.83 162.30 165.25
12.85 159.32 162.31
12.87 156.30 159.32
12.88 153.24 156.30
12.90 150.14 153.24
12.92 147.02 150.15
12.93 143.86 147.02
... End
Page 2
/?
Hydrograph Report
Page 1
English
Hyd. No. 6
Area 3a - Dept. Store
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 11.55 ac
= 3.1 %
= LAG
= 5.38 in
= 24 hrs
Peak discharge = 61.45 cfs
Time interval = 1 min
Curve number 91
Hydraulic length = 1400 ft
Time of conc. (Tc) = 15.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 45.57
11.95 49.40
11.97 52.99
11.98 56.14
12.00 58.67
12.02 60.44
12.03 61.40
12.05 61.45 <<
12.07 60.53
12.08 58.57
12.10 55.98
12.12 52.83
12.13 49.31
12.15 45.58
End
Total Volume = 184,226 cult
5a
Hydrograph Report Page,
English
Hyd. No. 7
POND 1 - RET ONLY
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 6
Max. Elevation = 307.77 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 58.67 cfs
= 1 min
= POND 1
= 90,924 cuft
Storage Indication method used.
Hydrograph Discharge Table
Total Volume = 150,151 cuft
Time Inflow Elevation Clv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.98 56.14 307.65 87.74 0.14 ----- ----- 44.67 ----- ----- ----- 44.82
12.00 58.67 307.68 87.98 0.14 ----- ----- 48.65 ----- ----- ----- 48.80
12.02 60.44 307.72 88.18 0.14 ----- ----- 52.06 ----- ----- ----- 52.20
12.03 61.40 307.74 88.34 0.14 ----- ----- 54.81 ----- ----- ----- 54.95
12.05 61.45 << 307.76 88.47 0.14 ----- ----- 56.86 ----- ----- ----- 57.00
12.07 60.53 307.77 88.54 0.14 ----- ----- 58.12 ----- ----- ----- 58.26
12.08 58.57 307.77 << 88.57 0.14 ----- ----- 58.52 ----- ---- ----- 58.67 <<
12.10 55.98 307.77 88.54 0.14 ----- ----- 58.09 ----- ----- ----- 58.23
12.12 52.83 307.76 88.47 0.14 ----- ----- 56.88 ----- ----- ---- 57.02
12.13 49.31 307.74 88.36 0.14 ----- ----- 55.00 ----- ----- ----- 55.14
12.15 45.58 307.72 88.21 0.14 ----- ----- 52.56 ----- ----- ---- 52.71
12.17 41.85 307.69 88.04 0.14 ----- ----- 49.72 ----- ----- ----- 49.86
12.18 38.20 307.67 87.86 0.14 ----- ----- 46.61 ----- ----- ----- 46.75
12.20 34.66 307.64 87.66 0.14 ----- ----- 43.35 ----- ----- ----- 43.49
End
ft
Reservoir Report Page 1
English
Reservoir No. 1 - POND 1
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cult
0.00 299.50 5,560 0 0
5.00 304.50 11,810 43,425 43,425
7.50 307.00 15,310 33,900 77,325
10.50 310.00 19,830 52,710 130,035
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in = 36.0 1.8 0.0 0.0
Span in = 36.0 1.8 0.0 0.0
No. Barrels = 1 1 0 0
Invert El. ft = 299.50 304.50 0.00 0.00
Length ft = 50.0 0.0 0.0 0.0
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multistage = ----- Yes No No
Weir Structures
[A] [B] [C] [D]
Crest Len ft = 28.3 30.0 0.0 0.0
Crest El. ft = 307.00 308.00 0.00 0.00
Weir Coeff. = 3.00 3.00 0.00 0.00
Eqn. Exp. = 1.50 1.50 0.00 0.00
Multistage = Yes No No No
Tailwater Elevation = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Disch arge Table
Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 299.50 0.00 0.00 --- --- 0.00 0.00 --- --- 0.00
5.00 43,425 304.50 63.67 0.00 --- --- 0.00 0.00 --- --- 0.00
7.50 77,325 307.00 83.36 0.13 --- --- 0.00 0.00 --- --- 0.13
10.50 130,035 310.00 102.09 0.00 --- --- 440.53 254.56 --- --- 356.65
52
Hydrograph Report Page 1
English
Hyd. No. 8
Area 3B - Area below Pond
Hydrograph type = SCS Runoff Peak discharge = 2.59 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.90 ac Curve number = 60
Basin Slope = 3.5% Hydraulic length = 850 ft
Tc method = LAG Time of conc. (Tc) = 25.8 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 10,541 cuR
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 1.85
12.05 1.99
12.07 2.12
12.08 2.24
12.10 2.35
12.12 2.44
12.13 2.52
12.15 2.57
12.17 2.59 <<
12.18 2.59
12.20 2.56
12.22 2.52
12.23 2.46
12.25 2.39
12.27 2.32
12.28 2.24
12.30 2.17
12.32 2.09
12.33 2.01
12.35 1.93
12.37 1.85
End
S?
Hydrograph Report
Hyd. No. 9
Area 3 to Stream
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 7
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow
(hrs) cfs cfs
11.98 44.82 1.40
12.00 48.80 1.56
12.02 52.20 1.71
12.03 54.95 1.85
12.05 57.00 1.99
12.07 58.26 2.12
12.08 58.67 << 2.24
12.10 58.23 2.35
12.12 57.02 2.44
12.13 55.14 2.52
12.15 52.71 2.57
12.17 49.86 2.59 <<
12.18 46.75 2.59
12.20 43.49 2.56
12.22 40.16 2.52
... End
Page 1
English
Peak discharge = 60.91 cfs
Time interval = 1 min
2nd inflow hyd. No: 8
Total Volume =160,692 cuft
Outflow
cfs
46.22
50.35
53.90
56.81
58.99
60.39
60.91 <<
60.58
59.46
57.66
55.27
52.46
49.34
46.05
42.68
sy
Hydrograph Report Page 1
English
Hyd. No. 10
Outfall of Area 3
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 4
Peak discharge = 217.23 cfs
Time interval = 1 min
2nd inflow hyd. No,= 9
Total Volume = 1,502,115 cult
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.07 94.08 60.39 154.46
12.08 99.56 60.91 << 160.47
12.10 105.06 60.58 165.64
12.12 110.57 59.46 170.03
12.13 116.08 57.66 173.74
12.15 121.60 55.27 176.87
12.17 127.10 52.46 179.56
12.18 132.58 49.34 181.92
12.20 138.02 46.05 184.07
12.22 143.41 42.68 186.09
12.23 148.74 39.82 188.56
12.25 153.99 36.98 190.96
12.27 159.14 34.08 193.21
12.28 164.17 31.19 195.36
12.30 169.07 28.38 197.45
12.32 173.82 25.69 199.51
12.33 178.38 23.18 201.56
12.35 182.72 20.89 203.61
12.37 186.80 18.86 205.65
12.38 190.58 17.10 207.68
12.40 194.04 15.66 209.70
12.42 197.11 14.89 212.01
12.43 199.77 14.18 213.94
12.45 201.93 13.52 215.45
12.47 203.55 12.91 216.46
12.48 204.71 12.35 217.06
12.50 205.40 11.83 217.23 <<
12.52 205.65 << 11.34 216.99
12.53 205.48 10.88 216.35
12.55 204.91 10.44 215.35
12.57 203.95 10.03 213.98
12.58 202.57 9.65 212.21
12.60 200.89 9.29 210.18
12.62 198.95 8.95 207.90
12.63 196.80 8.64 205.44
12.65 194.50 8.35 202.85
Continues on next page...
55
Outfall of Area 3
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.67 192.11 8.08 200.19
12.68 189.66 7.83 197.49
12.70 187.15 7.59 194.74
12.72 184.59 7.37 191.96
12.73 181.98 7.16 189.14
12.75 179.31 6.96 186.28
12.77 176.59 6.78 183.38
12.78 173.83 6.61 180.44
12.80 171.01 6.45 177.46
12.82 168.15 6.30 174.45
12.83 165.25 6.16 171.41
12.85 162.31 6.03 168.34
12.87 159.32 5.91 165.23
12.88 156.30 5.79 162.10
12.90 153.24 5.69 158.93
12.92 150.15 5.59 155.74
12.93 147.02 5.50 152.52
End
Page 2
54
Hydrograph Report
Hyd. No. 11
Stream Section 2
Hydrograph type
Storm frequency
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
= Reach
= 10 yrs
= 10
= 1020.0 ft
= 0.040
= 2.0:1
= 1.383
= 19.55 ft/s
Modified Aft-Kin routing method used.
Hydrograph Discharge Table
Time Inflow O utflow
(hrs) cfs cfs
12.08 160.47 153.50
12.10 165.64 159.63
12.12 170.03 164.91
12.13 173.74 169.41
12.15 176.87 173.22
12.17 179.56 176.43
12.18 181.92 179.18
12.20 184.07 181.59
12.22 186.09 183.77
12.23 188.56 185.80
12.25 190.96 188.22
12.27 193.21 190.63
12.28 195.36 192.90
12.30 197.45 195.06
12.32 199.51 197.16
12.33 201.56 199.23
12.35 203.61 201.28
12.37 205.65 203.32
12.38 207.68 205.37
12.40 209.70 207,40
12.42 212.01 209.42
12.43 213.94 211.69
12.45 215.45 213.67
12.47 216.46 215.24
12.48 217.06 216.31
12.50 217.23 << 216.97
12.52 216.99 217.20 <<
12.53 216.35 217.01
12.55 215.35 216.43
12.57 213.98 215.48
12.58 212.21 214.17
12.60 210.18 212.45
Continues on next page...
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Page 1
English
= 217.20 cfs
= 1 min
= Trapezoidal
= 1.2%
= 5.0 ft
= 3.0 ft
= 1.363
= 0.8788
Total Volume = 1,501,632 cuft
.97
Stream Section 2
Hydrograph Discharge Table
Time Inflow Outflow
(hrs) cfs cfs
12.62 207.90 210.46
12.63 205.44 208.21
12.65 202.85 205.78
12.67 200.19 203.21
12.68 197.49 200.55
12.70 194.74 197.86
12.72 191.96 195.12
12.73 189.14 192.35
12.75 186.28 189.53
12.77 183.38 186.67
12.78 180.44 183.77
12.80 177.46 180.84
12.82 174.45 177.87
12.83 171.41 174.87
12.85 168.34 171.83
12.87 165.23 168.76
12.88 162.10 165.66
12.90 158.93 162.53
12.92 155.74 159.37
12.93 152.52 156.18
12.95 149.28 152.96
... End
Page 2
58
. Hydrograph Report
Page 1
Hyd. No. 13
Area 4 - Residential
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 92.20 ac
= 3.3%
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 151.70 cfs
Time interval = 1 min
Curve number = 75
Hydraulic length = 3450 ft
Time of conc. (Tc) = 54.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.20 110.33 12.73 122.53
12.22 114.45 12.75 120.27
12.23 118.49 12.77 117.97
12.25 122.41 12.78 115.63
12.27 126.21 12.80 113.26
12.28 129.88 12.82 110.86
12.30 133.39 12.83 108.43
12.32 136.73
12.33 139.84
12.35 142.69 ... End
12.37 145.24
12.38 147.44
12.40 149.24
12.42 150.58
12.43 151.42
12.45 151.70 <<
12.47 151.36
12.48 150.61
12.50 149.47
12.52 148.05
12.53 146.42
12.55 144.69
12.57 142.91
12.58 141.08
12.60 139.20
12.62 137.27
12.63 135.29
12.65 133.27
12.67 131.21
12.68 129.10
12.70 126.95
12.72 124.76
Total Volume = 912,794 cult
s9
Hydrograph Report
Hyd. No. 14
Outfall of Area 4
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 11
Page 1
English
Peak discharge = 366.92 cfs
Time interval = 1 min
2nd inflow hyd. No= 13
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.13 169.41 93.19 262.60
12.15 173.22 97.55 270.76
12.17 176.43 101.87 278.29
12.18 179.18 106.13 285.31
12.20 181.59 110.33 291.92
12.22 183.77 114.45 298.22
12.23 185.80 118.49 304.29
12.25 188.22 122.41 310.63
12.27 190.63 126.21 316.84
12.28 192.90 129.88 322.78
12.30 195.06 133.39 328.45
12.32 197.16 136.73 333.89
12.33 199.23 139.84 339.07
12.35 201.28 142.69 343.97
12.37 203.32 145.24 348.57
12.38 205.37 147.44 352.81
12.40 207.40 149.24 356.64
12.42 209.42 150.58 360.00
12.43 211.69 151.42 363.11
12.45 213.67 151.70 << 365.37
12.47 215.24 151.36 366.59
12.48 216.31 150.61 366.92 <<
12.50 216.97 149.47 366.44
12.52 217.20 << 148.05 365.25
12.53 217.01 146.42 363.43
12.55 216.43 144.69 361.12
12.57 215.48 142.91 358.39
12.58 214.17 141.08 355.24
12.60 212.45 139.20 351.65
12.62 210.46 137.27 347.73
12.63 208.21 135.29 343.51
12.65 205.78 133.27 339.05
12.67 203.21 131.21 334.41
12.68 200.55 129.10 329.65
12.70 197.86 126.95 324.81
12.72 195.12 124.76 319.88
Continues on next page
Total Volume = 2,414,426 cuft
4 o
Outfall of Area 4
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.73 192.35 122.53 314.88
12.75 189.53 120.27 309.80
12.77 186.67 117.97 304
64
12.78 183.77 115.63 .
299
41
12.80 180.84 113.26 .
294
10
12.82 177.87 110.86 .
288.73
12.83 174.87 108.43 283
30
12.85 171.83 105.97 .
277.80
12.87 168.76 103.48 272
24
12.88 165.66 100.97 .
266.63
12.90 162.53 98.43 260.96
... End
Page 2
1./
Hydrograph Report
Paae 1
Hyd. No. 16
Area 5A1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
English
= SCS Runoff Peak discharge = 42.38 cfs
= 10 yrs Time interval = 1 min
= 6.70 ac Curve number = 92
= 4.0% Hydraulic length = 1150 ft
= LAG Time of conc. (Tc) = 11.4 min
= 5.38 in Distribution = Type Il
= 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 30.09
11.92 33.13
11.93 36.00
11.95 38.58
11.97 40.64
11.98 41.98
12.00 42.38 <<
12.02 41.68
12.03 39.80
12.05 37.23
12.07 34.07
12.08 30.54
..End
Total Volume = 110,225 cuft
1Z
Hydrograph Report
Page 1
English
Hyd. No. 17
Pond 2 - Ret. Only
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 16
Max. Elevation = 283.61 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
= 40.25 cfs
= 1 min
= Pond 2
= 54,511 cuft
Total Volume = 88,968 cult
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.93 36.00 283.48 61.31 0.10 ----- ----- 29.36 ----- ----- ----- 29
46
11.95 38.58 283.51 61.46 0.10 ----- ----- 32.14 ----- ----- ----- .
32
24
11.97 40.64 283.55 61.60 0.10 ----- ----- 34.76 ----- ----- ----- .
34
86
11.98 41.98 283.57 61.73 0.10 ----- ----- 37.05 ----- ----- ----- .
37
15
12.00 42.38 << 283.59 61.82 0.10 ----- ----- 38.84 ----- ----- .
38
94
12.02 41.68 283.61 61.88 0.10 ----- ----- 40.10 ----- ----- ----- .
40
01
12.03 39.80 283.61 << 61.89 0.10 ----- ----- 40.44 ----- ----- .
40
25 <<
12.05 37.23 283.60 61.86 0.10 ----- ----- 39.63 ----- ----- ----- .
39
67
12.07 34.07 283.59 61.78 0.10 ----- ----- 38.15 ----- ----- .
38
25
12.08 30.54 283.56 61.67 0.10 ----- ----- 36.04 ----- ----- ----- .
36
14
12.10 26.87 283.53 61.53 0.10 ----- ----- 33.40 ----- ----- .
33
50
12.12 23.32 283.49 61.37 0.10 ----- ----- 30.41 ----- ----- .
30.51
... End
63
Reservoir Report
Page 1
Reservoir No. 4 - Pond 2 English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
ft
0.00
5.00
7.50
10.50 Elevation
ft
275.50
280.50
283.00
286.00 Contour area
sgft
3,320
7,130
9,830
13,750 Incr. Storage Total storage
tuft cult
0 0
26,125 26,125
21,200 47,325
35,370 82,695
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 30.0 1.5 0.0 0.0 Crest Len ft = 28.3 20.0 0.0 0.0
Span in = 30.0 1.5 0.0 0.0 Crest El. ft = 283.00 284.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.00 3.00 0.00 0.00
Invert El. ft = 275.50 280.50 0.00 0.00 Eqn. Exp. = 1.50 1.50 0.00 0.00
Length ft = 50.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = ----- Yes No No Tailwater Elevation = 0.00 ft
Stage / Storage / Discharge Table Note: All outFlows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
5.00 0
26,125 275.50
280
50 0.00
45
76 0.00
0
00 --- --- 0.00 0.00 --- --- 0.00

7.50
47,325 .
283.00 .
59.08 .
0.09 --- --- 0.00
--- --- 0.00 0.00 ---
0.00 --- --- 0.00
--- 0
09
10.50 82,695 286.00 71.88 0.00 --- --- 440.53 169.71 --- .
--- 241.58
1.41
Hydrograph Report
Page 1
Hyd. No. 18 English
Area 5a - Stores
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 28.33 ac
= 3.0%
= LAG
= 5.38 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.02 72.98
12.03 77.14
12.05 81.09
12.07 84.82
12.08 88.29
12.10 91.45
12.12 94.24
12.13 96.62
12.15 98.53
12.17 99.91
12.18 100.70
12.20 100.86 <<
12.22 100.32
12.23 99.03
12.25 97.26
12.27 95.05
12.28 92.51
12.30 89.75
12.32 86.89
12.33 84.00
12.35 81.06
12.37 78.10
12.38 75.11
12.40 72.10
End
Peak discharge = 100.86 cfs
Time interval = 1 min
Curve number = 89
Hydraulic length = 2800 ft
Time of conc. (Tc) = 30.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 425,893 cult
44z
Hydrograph Report
Page 1

Hyd. No. 19 English
Pond 3 - Ret/Det
Hydrograph type = Reservoir Peak discharge = 21
69 cis
Storm frequency = 10 yrs Time interval .
= 1
i

Inflow hyd. No. =
18
Reservoir name m
n
= Pond 3
Max. Elevation = 276.11 ft Max. Storage = 354,690 cuft

Storage Indication method used,
Total Volume = 211,339 cuff
Hydrograph Discharge Table
Time Inflow Elevation Clv A
(hrs) cfs ft Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.42 69.08 275.41 21.12 ----- 0.29 ----- 15
49 ----

2.43 66.04 275.50
21.20
----- 0.28 .
-
----- 21
13 -- ----- 15.47

2.45 63.01 275.58
21.27
----- 0.27 .
---
----- 26
14
----- ----- 18.24

12.47 59.98 275.65
21.33
----- 0.19 .
-----
----- 31
26 --- ----- 20.70

12.48 56.96 275.72
21.38
---- 0.11 .
--
----- 36
15 ---- ----- 21.33

2.50 53.96 275.78
21.43
----- 0.03 .
-
----- 40
64 --- ----- 21.38

52 50.98 275.84

21.47

----- ----- .
--
-----
--- 45
08 -----
-----
21.43

12.53 48.04 275.89
21.51
----- ----- .
----- 49
27
---- 21.47

2.55 45.15 275.93

21.55

---- ----- .
- -----
- --- 53
01 ---
-----
21.51

12.57 42.30 275.97
21.58
----- ----- .
--
----- 56
32 ---- ----- 21.55

12.58 39.51 276.00
21.61
----- ----- .
- -----
----- 59
21 ----- ----- 21.58

60 36.80 276.03

21.63

----- ----- .
-----
----- 61
71 ----
-----
21.61

12.62 34.16 276.05
21.65
----- ----- .
-
----- 63
80 --- ----- 21.63

12.63 31.63 276.07
21.67
----- ----- .
-- -----
----- 65
50 ----- ----- 21.65

12.65 29.22 276.09
21.68
----- ----- .
-----
----- 66
82 ----- ----- 21.67

67 26.96 276.10

21.69

----- ----- .
-----
----- 67
79 ----
-----
21.68

12.68 24.86 276.10
21.69
----- ----- .
- -----
----- 68
43 ----- ----- 21.69

70 22.95 276.11 '

21.69

----- ----- .
-----
----- 68
76 --
-----
21.69

2.72 21.25 276.11 << 21.69
----- ----- .
---
----- 68
83
----- ----- 21.69

73 19.78 276.11

21.69

----- ----- .
-----
----- 68
65 ---
-----
21.69 <<

12.75 18.57 276.10
21.69
----- ----- .
--
----- 68
2 ----- 21.69

12.77 17.63 276.10
21.68
----- ----- .
7 ----- -----
----- 67
73 ---- ----- 21.69

12.78 16.87 276.09
21.68
----- ----- .
-
----- 67
06 -- ----- 21.68

12.80 16.27 276.08
21.67
----- ----- .
--- -----
----- 66
28 --- ----- 21.68

12.82 15.80 276.07
21.66
----- ----- .
--
----- 65
43 ---- ----- 21.67

12.83 15.41 276.06
21.66
----- ----- .
- -----
----- 64
52 --- ----- 21.66

12.85 15.05 276.05
21.65
----- ----- .
-- -----
----- 63
55 --- ----- 21.66

2.87 14.71 276.04

21.64

----- ----- .
--
-----
----- 62
53 ---
-----
21.65

2.88 14.39 276.03
21.63
----- ----- .
--
----- 61
45 --- ----- 21.64

12.90 14.08 276.02
21.62
----- ----- .
-- -----
----- 60
34 ----- ----- 21.63

12.92 13.78 276.00
21.61
----- ----- .
-----
----- 59
17 -- ----- 21.62

2.93 13.49 275.99

21.60

----- ----- .
---
-----
----- 57
98 ---
-----
21.61

2.95 13.22 275.98
21.59
----- ----- .
--
----- 56
75 ----- ----- 21.60

12.97 12.96 275.96
21.57
----- ----- .
-----
----- 55
48 --- ----- 21.59

12.98 12.71 275.94
21.56
----- ----- .
-- -----
----- 54
18 ----- ----- 21.57

13.00 12.47 275.93
21.55
----- ----- .
--
----- 52
84 --- 21.56
.
-- ----- 21.55
Continues on next page...
?o(o
Pond 3 - ReUDet
Page 2
Hydrograph Discharge Table
Time
(hrs) Inflow
cfs Elevation
ft Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
cfs Cfs Cfs Cfs cfs Cfs Cfs Cfs cfs
13.02 12.25 275.91 21
54 -----

13.03
12.03
275.90 .
21
52
----- ----- ----- 51.46 -----
_""'" -----
21.54

13.05
11.82
275.88 .
21
51
---- ----- ----- 50.06 -----
'"'"" -----
21.52

13.07
11.62
275.86 .
21
49
----- ----- ----- 48.63 -----
----' -----
21.51

13.08
11.44
275.84 .
21
48
----- ----- ----- 47.17 -----
"""_- -----
21.49

13.10
11.26
275.83 .
21
47
----- ----- ----- 45.68 -----
_-""' -----
21.48

13.12
11.08
275.81 .
21
45
----- ----- ----- 44.17 -----
--- - """"' 21.47

13.13
10.92
275.79 .
21.44
----- -----

0.02 -----

----- 42.63

41
19 -----
_-'-- -----
21.45

13
.15 10.76 275.77 21.42 _____

0.04

----- .

39
79 ----- ----- 21.44
13.17
13
18 10.61
10
47 275.75 21.40 _____
0.07
----- .
38.38 ----- --- - -----
----- ---- - 21.42
.
13.20 .
10.33 275.73
275
71 21.39
21
37 _____
0.09
-----
36.95 ----
----- ----- ___ 21.40
21.39

1
3.22 10.20 .
275.69 .
21.36 _____

----- 0.12

0
14 ----- 35.50 ----- ----- ----- 21.37

13.23
10.08
275.67
21.34
----- .

0.17 -----

----- 34.04

32
56 -----
"""-- -----
21.36

13
.25
3
1
27 9.96

9
84 275.65 21.32 _____

0.20

----- .

31.07 ----- -----

----- ----- - 21.34
.

1
3.28 .
9.73 275.63
275
61 21.31
21
29 _____
0.23
-----
29.57 ----
----- ----- ----- 21.32
21.31

13
.30 9.62 .
275.59 .
21.27 _____
_____ 0.25
27
0 ----- 28.05 ----- ----- ----- 21.29

1
3.32 9.52
275.57
21.26
----- .
0.27 -----
----- 26.66
25
43 ----- -----
----- 20.95

13
.33
13
35 9.42

9
32 275.55 21.24 ----- 0.27

'"""" .

24.25 -----
----- -----
-----
----- 20.35
.

13
.37 .

9.22 275.53

275
52 21.23

21
21 --___

0.27

-----

23.12
-----
-----
----- ----- 19.77

19.22

13
.38 9.13 .
275.50 .
21.20 -----
----- 0
.28
0
28 -"--" 22.05 -----
----- ----- 18.69

13
.40 9.03 275.48 21.19 _____ .

0.28 -----

----- 21.02

20
03 ---- ----- -__ 18.18

1
3.42
13
43 8.94
8
85 275.47 21.17 _____
0.28
---- .
19.09 ----- ----- -----
----- ----- 17.70
.

1
3.45 .
8.76 275.45

275
44 21.16

21
15 _____
0.29
-----
18.18 -----
----- -----
----- 17.24
16.79
13.47 8.68 .
275.43 .
21.14 -----
_____ 0.29
0
29 ----- 17.32 ----- - 16.37

1
3.48 8.59
275.41
21.13
----- .

0.29 -----

----- 16.49

15
70 ----- -----
----- 15.96

1
3.50 8.51 275.40 21.12 _____

0.29

----- .
----- -----
14
93 ----- 15.57
. ----- 15.20
... End
l '9
F eservoir Report
Page 1
rvoir No. 2 - Pond 3
i Data
storage is based on known contour areas
St ge /Storage Table
St. ge Elevation
ft ft
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
Contour area Incr. Storage Total storage
sgft cuft cuft
15,950 0 0
18,270 34,220 34,220
20,800 39,070 73,290
23,470 44,270 117,560
26,190 49,660 167,220
29,070 55,260 222,480
32,020 61,090 283,570
35,120 67,140 350,710
38,290 73,410 424,120
262.00
264.00
266.00
268.00
270.00
272.00
274.00
276.00
278.00
English
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [13] [C] [D]
Rise in = 15.0 0.0 2.0 0.0 Crest Len ft = 19.6 60.0 0.0 0
0
Span in = 15.0 0.0 2.0 0.0 Crest El. ft = 275.00 276.5 0 0.00 .
0
00
No. Barrels = 1 0 1 0 Weir Coeff. = 3.00 3.00 0.00 .
0
00
Invert El. ft = 262.00 0.00 267.50 0.00 Eqn. Exp. = 1.50 1.50 0.00 .
0
00
Length ft = 50.0 0.0 0.0 0.0 Multi-Stage = Yes No No .
No
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = ----- Yes Yes No Tailwater Elevation = 0.00 ft
Stage / Storage / Disc harge Table Note All outflows have been analyzed under inlet and outlet control.
Stage Storage
ft
ft Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
tu ft cfs cfs cfs Us cfs cfs cfs cfs cfs
0.00 0
00 34
220 262.00
264
00 0.00 ---
6
76 0.00 --- 0.00 0.00 --- 0.00
,
4.00 73,290 .
266.00 .
---
10.85 --- 0.00
0.00 0.00
--- 0
00 0.00
0
00 --- --- 0.00

6.00 117,560
8.00 167
220
268.00
270
00
13.70 ---
16
04
0.07 .
--- 0.00 .
0.00 ---
--- ---
--- 0.00
0.07
,
10.00 222,480 .
272.00 .
---
18.09 --- 0.16
0.22 --- 0.00
--- 0
00 0.00
0
00 --- --- 0.16

12.00 283,570
274.00
19.93 ---
0.27 .
--- 0
00 .
0
00 --- --- 0.22

14.00 350,710
16.00 424
120
276.00
278
00
21.61 ---
23
17
0.00 .
--- 58.80 .
0.00 ---
--- ---
--- 0.27
21.61
, . .
--- 0.00 --- 305.53 330.68 --- --- 353.85
J- -
Hydrograph Report
Page 1
Hyd. No. 20
Area 5B - Area Below Outfall
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 5.90 ac
= 4.0%
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 4.69 cfs
Time interval = 1 min
Curve number = 59
Hydraulic length = 2140 ft
Time of conc. (Tc) = 51.9 min
Distribution = Type II
Shape factor = 484
Total Volume = 30,809 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.22 3.28 12.75 3.83
12.23 3.44 12.77 3.76
12.25 3.59 12.78 3.69
12.27 3.73 12.80 3.62
12.28 3.88 12.82 3.55
12.30 4.01 12.83 3.48
12.32 4.14 12.85 3.40
12.33 4.26 12.87 3.32
12.35 4.38
12.37 4.47
12.38 4.56 ... End
12.40 4.62
12.42 4.67
12.43 4.68
12.45 4.69 <<
12.47 4.68
12.48 4.65
12.50 4.62
12.52 4.58
12.53 4.54
12.55 4.50
12.57 4.46
12.58 4.41
12.60 4.36
12.62 4.31
12.63 4.26
12.65 4.20
12.67 4.14
12.68 4.09
12.70 4.02
12.72 3.96
12.73 3.90
/9
Hydrograph Report
Page 1
English
Hyd. No. 21
Total Area 5
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 17
Peak discharge = 41.85 cfs
Time interval = 1 min
2nd inflow hyd. No: 20
Total Volume =119,777 cult
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow
(hrs) cfs cfs
11.93 29.46 0.75
11.95 32.24 0.88
11.97 34.86 1.02
11.98 37.15 1.16
12.00 38.94 1.30
12.02 40.01 1.45
12.03 40.25 << 1.59
12.05 39.67 1.74
12.07 38.25 1.89
12.08 36.14 2.05
12.10 33.50 2.20
12.12 30.51 2.35
12.13 27.37 2.51
... End
Outflow
cfs
30.22
33.13
35.88
38.31
40.24
41.45
41.85 <<
41.41
40.15
38.19
35.70
32.87
29.88
70
Hydrograph Report
Page 1
English
Hyd. No. 22
Outfall Area 5
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 19
Peak discharge = 42.05 cfs
Time interval = 1 min
2nd inflow hyd. No.= 21
Total Volume = 331,116 cuft
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow
(hrs) cfs cfs
11.93 0.18 30.22
11.95 0.19 33.13
11.97 0.19 35.88
11.98 0.20 38.31
12.00 0.20 40.24
12.02 0.20 41.45
12.03 0.21 41.85 <<
12.05 0.21 41.41
12.07 0.22 40.15
12.08 0.22 38.19
12.10 0.23 35.70
12.12 0.23 32.87
12.13 0.24 29.88
12.45 20.70 10.14
12.47 21.33 9.94
12.48 21.38 9.73
12.50 21.43 9.53
12.52 21.47 9.33
12.53 21.51 9.13
12.55 21.55 8.94
12.57 21.58 8.75
12.58 21.61 8.56
12.60 21.63 8.38
12.62 21.65 8.20
12.63 21.67 8.03
12.65 21.68 7.87
... End
Outflow
cfs
30.40
33.31
36.07
38.51
40.44
41.66
42.05 <<
41.63
40.36
38.41
35.93
33.10
30.11
30.84
31.26
31.11
30.96
30.80
30.65
30.49
30.33
30.18
30.01
29.86
29.70
29.54
7/
Hydrograph Report Page 1
English
Hyd. No. 23
Outfall at 5
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 14
Peak discharge = 398.03 cfs
Time interval = 1 min
2nd inflow hyd. No: 22
Total Volume = 2,745,541 cuft
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.10 244.03 35.93 279.95
12.12 253.71 33.10 286.81
12.13 262.60 30.11 292.72
12.15 270.76 27.12 297.89
12.17 278.29 24.24 302.53
12.18 285.31 21.54 306.85
12.20 291.92 19.10 311.02
12.22 298.22 17.21 315.44
12.23 304.29 16.17 320.46
12.25 310.63 15.20 325.83
12.27 316.84 14.33 331.17
12.28 322.78 13.59 336.36
12.30 328.45 12.98 341.43
12.32 333.89 12.49 346.38
12.33 339.07 12.10 351.16
12.35 343.97 11.77 355.75
12.37 348.57 13.06 361.62
12.38 352.81 16.26 369.06
12.40 356.64 21.46 378.09
12.42 360.00 26.02 386.02
12.43 363.11 28.58 391.69
12.45 365.37 30.84 396.21
12.47 366.59 31.26 397.86
12.48 366.92 << 31.11 398.03 <<
12.50 366.44 30.96 397.40
12.52 365.25 30.80 396.05
12.53 363.43 30.65 394.08
12.55 361.12 30.49 391.61
12.57 358.39 30.33 388.73
12.58 355.24 30.18 385.42
12.60 351.65 30.01 381.66
12.62 347.73 29.86 377.58
12.63 343.51 29.70 373.21
12.65 339.05 29.54 368.60
12.67 334.41 29.39 363.81
12.68 329.65 29.24 358.90
Continues on next page...
721
Outfall at 5
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.70 324.81 29.10 353.91
12.72 319.88 28.96 348.84
12.73 314.88 28.82 343.70
12.75 309.80 28.69 338.48
12.77 304.64 28.55 333.19
12.78 299.41 28.42 327.83
12.80 294.10 28.30 322.40
12.82 288.73 28.17 316.91
12.83 283.30 28.05 311.35
12.85 277.80 27.92 305.72
12.87 272.24 27.80 300.04
12.88 266.63 27.68 294.30
12.90 260.96 27.55 288.51
12.92 255.24 27.43 282.66
End
Page 2
'7 3
Hydrograph Report
Page 1
Hyd. No. 24
Stream Section 4
Hydrograph type
Storm frequency
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
= Reach
= 10 yrs
= 23
= 1190.0 ft
= 0.040
= 2.0:1
= 1.221
= 20.32 ft/s
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
English
= 397.92 cfs
= 1 min
= Trapezoidal
= 0.9%
= 5.0 ft
= 3.0 ft
= 1.363
= 0.8223
Modified Att-Kin routing method used.
Hydrograph Discharge Table
Time Inflow Outflow
(hrs) cfs cfs
12.13 292.72 285.27
12.15 297.89 291.39
12.17 302.53 296.73
12.18 306.85 301.50
12.20 311.02 305.90
12.22 315.44 310.11
12.23 320.46 314.49
12.25 325.83 319.40
12.27 331.17 324.69
12.28 336.36 330.02
12.30 341.43 335.24
12.32 346.38 340.33
12.33 351.16 345.30
12.35 355.75 350.12
12.37 361.62 354.75
12.38 369.06 360.40
12.40 378.09 367.52
12.42 386.02 376.21
12.43 391.69 384.28
12.45 396.21 390.38
12.47 397.86 395.17
12.48 398.03 << 397.38
12.50 397.40 397.92 <<
12.52 396.05 397.49
12.53 394.08 396.31
12.55 391.61 394.48
12.57 388.73 392.12
12.58 385.42 389.33
12.60 381.66 386.11
12.62 377.58 382.45
12.63 373.21 378.45
12.65 368.60 374.14
Continues on next page...
Total Volume = 2,744,803 cult
?Y
Stream Section 4
Hydrograph Discharge Table
Time Inflow O utflow
(hrs) cfs cfs
12.67 363.81 369.58
12.68 358.90 364.83
12.70 353.91 359.95
12.72 348.84 354.98
12.73 343.70 349.93
12.75 338.48 344.81
12.77 333.19 339.61
12.78 327.83 334.33
12.80 322.40 328.99
12.82 316.91 323.57
12.83 311.35 318.09
12.85 305.72 312.54
12.87 300.04 306.94
12.88 294.30 301.27
12.90 288.51 295.54
12.92 282.66 289.76
12.93 276.76 283.92
End
Page 2
7S
Hydrograph Report
Page 1
Hyd. No. 26
Area 6A - US 1 Drainage
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 6.46 ac
= 3.2%
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 8.41 cfs
Time interval = 1 min
Curve number = 68
Hydraulic length = 2500 ft
Time of conc. (Tc) = 52.1 min
Distribution = Type II
Shape factor = 484
Total Volume = 50,070 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.18 5.94 12.72 6.72
12.20 6.19 12.73 6.59
12.22 6.44 12.75 6.45
12.23 6.68 12.77 6.32
12.25 6.91 12.78 6.18
12.27 7.14 12.80 6.04
12.28 7.36 12.82 5.90
12.30 7.56
12.32 7.75
12.33 7.92 ... End
12.35 8.08
12.37 8.21
12.38 8.31
12.40 8.38
12.42 8.41 <<
12.43 8.41
12.45 8.38
12.47 8.33
12.48 8.25
12.50 8.17
12.52 8.07
12.53 7.98
12.55 7.88
12.57 7.78
12.58 7.67
12.60 7.56
12.62 7.45
12.63 7.33
12.65 7.22
12.67 7.10
12.68 6.97
12.70 6.85
0 I
Hydrograph Report
Hyd. No. 27
Area 6B - Outparcels
Hydrograph. type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 9.29 ac
= 5.1 %
= LAG
= 5.38 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 32.60
11.95 35.54
11.97 38.24
11.98 40.54
12.00 42.28
12.02 43.33
12.03 43.63 <<
12.05 43.09
12.07 41.65
12.08 39.67
12.10 37.20
12.12 34.40
12.13 31.42
....End
Page 1
English
Peak discharge = 43.63 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 1100 ft
Time of conc. (Tc) = 13.8 min
Distribution = Type II
Shape factor = 484
Total Volume = 118,364 cult
'7 7
Hydrograph Report Page ,
English
Hyd. No. 28
Pond 4 - Ret Only
Hydrograph type = Reservoir Peak discharge = 32.04 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 27 Reservoir name = POND 4
Max. Elevation = 268.05 ft Max. Storage = 75,169 cuft
storage indication method used. Total Volume = 75,817 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.08 39.67 267.97 39.92 ----- 0.04 ----- 27.33 ----- ----- ----- 27.36
12.10 37.20 268.02 40.07 ----- 0.04 ----- 31.70 ----- ----- ----- 30.75
12.12 34.40 268.04 40.14 --- 0.05 ----- 34.19 ----- ---- ----- 31.81
12.13 31.42 268.05 << 40.15 ----- 0.05 ----- 34.73 ----- ----- ----- 32.04 <<
12.15 28.45 268.04 40.12 ---- 0.05 ----- 33.70 ----- ----- ----- 31.60
12.17 25.56 268.01 40.06 ----- 0.04 ----- 31.43 ----- ----- ----- 30.63
12.18 22.79 267.98 39.97 ---- 0.04 ----- 28.75 ----- ----- ---- 28.79
12.20 20.16 267.95 39.88 ----- 0.04 ----- 26.19 ----- ----- ----- 26.23
12.22 17.70 267.92 39.78 ---- 0.03 ----- 23.64 ----- ----- ---- 23.67
...End

7$
Reservoir Report Page 1
English
Reservoir No. 3 - POND 4
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
ft
0.00
5.00
7.50
10.00 Elevation
ft
260.00
265.00
267.50
270.00 Contour area
sqft
3,390
7,300
9,680
12,220 Incr. Storage Total storage
cuft cult
0 0
26,725 26,725
42,450 69,175
27,375 96,550
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 24.0 0.0 1.5 0.0 Crest Len ft = 28.3 20.0 0.0 0.0
Span in = 24.0 0.0 1.5 0.0 Crest El. ft = 267.50 268.50 0.00 0.00
No. Barrels = 1 0 1 0 Weir Coeff. = 3.00 3.00 0.00 0.00
Invert El. ft = 260.00 0.00 265.00 0.00 Eqn. Exp. = 1.50 1.50 0.00 0.00
Length ft = 50.0 0.0 50.0 0.0 Multi-Stage = Yes No No No
Slope % = 1.00 0.00 1.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = ----- No Yes No Tailwater Elevation = 0.00 ft

Stage / Storage / Discharge Table Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 260.00 0.00 --- 0.00 --- 0.00 0.00 --- --- 0.00
5.00 26,725 265.00 30.25 --- 0.00 --- 0.00 0.00 --- --- 0.00
7.50 69,175 267.50 38.56 --- 0.03 --- 0.00 0.00 --- --- 0.03
10.00 96,550 270.00 45.37 --- 0.97 --- 335.12 110.23 --- --- 155.60
Q9
Hydrograph Report Page
English
Hyd. No. 29
Area 6 Development
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 26
Peak discharge = 37.20 cfs
Time interval = 1 min
2nd inflow hyd. No.= 28
Total Volume = 125,887 cuft
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.08 4.37 27.36 31.73
12.10 4.63 30.75 35.38
12.12 4.90 31.81 36.71
12.13 5.16 32.04 << 37.20 <<
12.15 5.42 31.60 37.02
12.17 5.68 30.63 36.32
12.18 5.94 28.79 34.73
12.20 6.19 26.23 32.42
12.22 6.44 23.67 30.11
12.23 6.68 21.18 27.86
End
SD
Hydrograph Report
Page 1
Hyd. No. 30
Area 6C - Undeveloped
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 5.74 ac
= 6.2%
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 8.45 cfs
Time interval = 1 min
Curve number = 59
Hydraulic length = 925 ft
Time of conc. (Tc) = 21.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.00 5.98
12.02 6.53
12.03 7.03
12.05 7.48
12.07 7.85
12.08 8.15
12.10 8.36
12.12 8.45 <<
12.13 8.41
12.15 8.29
12.17 8.09
12.18 7.83
12.20 7.52
12.22 7.20
12.23 6.87
12.25 6.54
12.27 6.20
...End
Total Volume = 30,418 cult
$1
Hydrograph Report
Page 1
English
Hyd. No. 31
Total Area 6
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 29
Peak discharge = 45.62 cfs
Time interval = 1 min
2nd inflow hyd. No= 30
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.07 24.30 7.85 32.15
12.08 31.73 8.15 39.88
12.10 35.38 8.36 43.74
12.12 36.71 8.45 << 45.16
12.13 37.20 << 8.41 45.62 <<
12.15 37.02 8.29 45.32
12.17 36.32 8.09 44.41
12.18 34.73 7.83 42.55
12.20 32.42 7.52 39.94
12.22 30.11 7.20 37.31
12.23 27.86 6.87 34.74
12.25 25.73 6.54 32.27
... End
Total Volume = 156,305 cuft
A2
Hydrograph Report
Page 1
Hyd. No. 32
Outfall Area 6
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 24
English
Peak discharge = 41.4.69 cfs
Time interval = 1 min
2nd inflow hyd. No= 31
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.08 260.07 39.88 299.95
12.10 269.79 43.74 313.53
12.12 278.15 45.16 323.30
12.13 285.27 45.62 << 330.89
12.15 291.39 45.32 336.71
12.17 296.73 44.41 341.14
12.18 301.50 42.55 344.06
12.20 305.90 39.94 345.84
12.22 310.11 37.31 347.42
12.23 314.49 34.74 349.23
12.25 319.40 32.27 351.67
12.27 324.69 29.95 354.64
12.28 330.02 27.82 357.84
12.30 335.24 25.91 361.14
12.32 340.33 24.25 364.58
12.33 345.30 23.07 368.37
12.35 350.12 22.25 372.38
12.37 354.75 21.48 376.23
12.38 360.40 20.76 381.16
12.40 367.52 20.08 387.61
12.42 376.21 19.45 395.66
12.43 384.28 18.84 403.11
12.45 390.38 18.26 408.64
12.47 395.17 17.72 412.89
12.48 397.38 17.22 414.60
12.50 397.92 << 16.77 414.69 <<
12.52 397.49 16.36 413.85
12.53 396.31 15.98 412.28
12.55 394.48 15.62 410.10
12.57 392.12 15.28 407.40
12.58 389.33 14.95 404.28
12.60 386.11 14.63 400.74
12.62 382.45 14.31 396.76
12.63 378.45 13.99 392.44
12.65 374.14 13.68 387.82
12.67 369.58 13.38 382.96
Continues on next page...
Total Volume = 2,901,107 cult
g3
Qutfall Area 6
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.68 364.83 13.08 377.91
12.70 359.95 12.79 372.75
12.72 354.98 12.52 367.50
12.73 349.93 12.24 362.18
12.75 344.81 11.98 356.79
12.77 339.61 11.72 351.33
12.78 334.33 11.47 345.81
12.80 328.99 11.23 340.22
12.82 323.57 10.99 334.56
12.83 318.09 10.76 328.85
12.85 312.54 10.53 323.08
12.87 306.94 10.31 317.24
12.88 301.27 10.09 311.36
12.90 295.54 9.87 305.41
12.92 289.76 9.66 299.42
12.93 283.92 9.44 293.37
... End
Page 2
a?
IHydrograph Report
Page 1
English
Hyd. No. 34
Area 7 - Residential
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 79.65 ac
= 3.7%
= LAG
= 5.38 in
= 24 hrs
Peak discharge = 91.48 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 3700 ft
Time of conc. (Tc) = 64.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 636,658 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.28 65.69 12.82 80.45
12.30 67.94 12.83 79.46
12.32 70.15 12.85 78.45
12.33 72.32 12.87 77.41
12.35 74.45 12.88 76.36
12.37 76.52 12.90 75.28
12.38 78.53 12.92 74.18
12.40 80.46 12.93 73.07
12.42 82.32 12.95 71.94
12.43 84.07 12.97 70.79
12.45 85.70 12.98 69.62
12.47 87.18 13.00 68.44
12.48 88.49 13.02 67.24
12.50 89.60 13.03 66.03
12.52 90.48 13.05 64.80
12.53 91.11
12.55 91.46
12.57 91.48 << ...End
12.58 91.29
12.60 90.90
12.62 90.36
12.63 89.71
12.65 89.01
12.67 88.27
12.68 87.51
12.70 86.72
12.72 85.90
12.73 85.06
12.75 84.19
12.77 83.29
12.78 82.37
12.80 81.42
SS
IHydrograph Report Page 1

Hyd. No. 35
Area 7 Outfall
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 32

eak discharge =
Time interval =
2nd inflow hyd. No.= English

504.33 cfs
1 min
34
Total Volume = 3,537,766 cuft
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.10 313.53 40.37 353.90
12.12 323.30 42.64 365.94
12.13 330.89 44.93 375.82
12.15 336.71 47.24 383.94
12.17 341.14 49.55 390.69
12.18 344.06 51.87 395.92
12.20 345.84 54.19 400.03
12.22 347.42 56.51 403.93
12.23 349.23 58.82 408.05
12.25 351.67 61.13 412.80
12.27 354.64 63.42 418.06
12.28 357.84 65.69 423.53
12.30 361.14 67.94 429.08
12.32 364.58 70.15 434.73
12.33 368.37 72.32 440.69
12.35 372.38 74.45 446.82
12.37 376.23 76.52 452.74
12.38 381.16 78.53 459.68
12.40 387.61 80.46 468.07
12.42 395.66 82.32 477.98
12.43 403.11 84.07 487.19
12.45 408.64 85.70 494.34
12.47 412.89 87.18 500.07
12.48 414.60 88.49 503.09
12.50 414.69 << 89.60 504.29
12.52 413.85 90.48 504.33 <<
12.53 412.28 91.11 503.39
12.55 410.10 91.46 501.55
12.57 407.40 91.48 << 498.88
12.58 404.28 91.29 495.57
12.60 400.74 90.90 491.64
12.62 396.76 90.36 487.12
12.63 392.44 89.71 482.15
12.65 387.82 89.01 476.82
12.67 382.96 88.27 471.23
12.68 377.91 87.51 465.42
Continues on next page...
86
Area 7 Outfall
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.70 372.75 86.72 459.47
12.72 367.50 85.90 453.40
12.73 362.18 85.06 447.24
12.75 356.79 84.19 440.97
12.77 351.33 83.29 434.62
12.78 345.81 82.37 428.17
12.80 340.22 81.42 421.64
12.82 334.56 80.45 415.02
12.83 328.85 79.46 408.31
12.85 323.08 78.45 401.52
12.87 317.24 .77.41 394.66
12.88 311.36 76.36 387.71
12.90 305.41 75.28 380.69
12.92 299.42 74.18 373.60
12.93 293.37 73.07 366.44
12.95 287.27 71.94 359.20
End
Page 2
S'7
INLET/OUTLET
PROTECTION
Rip rap apron sizes calculated using NYDOT/USDA Soil Conservation Sevice
methods as outlined in the NC State manual.
06
60" Culvert
Worksheet for Circular Channel
Project Description
Project File c:\haestad\academic\fmw\wake for.fm2
Worksheet Culvert Crossing
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.005000 ft/ft
Diameter 60.00 in
Discharge 152.86 cfs
Results
Depth 3.48 ft
Flow Area 14.58 ftz
Wetted Perimeter 9.86 ft
Top Width 4.60 ft
Critical Depth 3.55 ft
Percent Full 69.54
Critical Slope 0.0047 55 ft/ft
Velocity 10.49 ft/s
Velocity Head 1.71 ft
Specific Energy 5.19 ft
Froude Number 1.04
Mabmum Discharge 198.09 cfs
Full Flow Capacity 184.15 cfs
Full Flow Slope 0.003445 ft/ft
Flow is supercritical.
zmNE 3
G? I R, P WAIF
T = 24 '
1?1= 3xUo
A
USE r OaTL-EE-!T

T = 24 „
L= 40'
L?/ = 21
I N LET
Ct_ l iP WA
T = I g''

06/02100 Academic Edition FlowMaster v5.17
08:29:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
9:?
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CIVIL CONSULTANTS, INC. SOB l?11,4^1?5-- le
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3622 Lyckan Pky. Suite 3003 SHEET NO. OF
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[phone] DATE
FAX [phone] CHECKED BY DATE
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Outfall @ Pond #1
Worksheet for Circular Channel
Project Description
Project File c:lhaestad\academic\fmw\wake for.fm2
Worksheet Outfall - Pond 1
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.010000 ft/ft
Diameter 36.00 in
Discharge 58.70 cfs
Results
Depth 26.2 in
Flow Area 5.51 ft2
Wetted Perimeter 6.13 ft
Top Width 2.67 ft
Critical Depth 2.48 ft
Percent Full 72.81
Critical Slope 0.007640 ft/ft
Velocity 10.65 ft/s
Velocity Head 1.76 ft
Specific Energy 3.95 ft
Froude Number 1.31
Maximum Discharge 71.74 cfs
Full Flow Capacity 66.69 cfs
Full Flow Slope 0.007746 ft/ft
Flow is supercritical.

07/03/00 Academic Edition FlowMaster v5.17
11:43:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-16W Page 1 of 1
91
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
JOB
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
SCALE
Z-
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PNOOUC1204 1 ISgk Wmi 205.1(PW*i 9Z
Outfall @ Pond 2
Worksheet for Circular Channel
Project Description
Project File cAhaestad\academic\fmw\wake for.fm2
Worksheet Outfall @ Pond 2
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.010000 ft/ft
Diameter 30.00 in
Discharge 40.25 cfs
Results
Depth 2.01 ft
Flow Area 4.23 ft2
Wetted Perimeter 5.56 ft
Top Width 1.99 ft
Critical Depth 2.13 ft
Percent Full 80.33
Critical Slope 0.0090 11 fttft
Velocity 9.52 ftts
Velocity Head 1.41 ft
Specific Energy 3.42 ft
Froude Number 1.15
Maximum Discharge 44.12 cfs
Full Flow Capacity 41.01 cfs
Full Flow Slope 0.009630 fttft
Flow is suaercritical.
Cass ,? ?C =????r?

7"
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07/03/00 Academic Edition FlowMaster v5.17
11:46:36 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

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CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
JOB-
SHEET NO.
SHEET
OF
CALCULATED BY v/ DATE 7 3
CHECKED BY
DATE

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CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
' DURHAM, NORTH CAROLINA 27707
[phone]
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CALCULATED BY DATE J oCJ
CHECKED BY DATE
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9(
Pond 1 - Outfall Protection
Worksheet for Trapezoidal Channel
Project Description
Project File c:lhaestadlacademiclfmwlwake ec.fm2
Worksheet Permanent Weir - Pond 1
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.072
Channel Slope 0.130000 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 30.00 ft
Discharge 84.68 cfs
Results
Depth 0.55 ft
Flow Area 17.53 ftz
Wetted Perimeter 33.50 ft
Top Width 33.32 ft
Critical Depth 0.61 ft
Critical Slope 0.091235 ft/ft
Velocity 4.83 ftis
Velocity Head 0.36 ft
Specific Energy 0.92 ft
Froude Number 1.17
Flow is suaercritical.
-T'=-,
¢xa15;?r-x,?3
4?
IZ5 ?ztP RAP, C?..?ss I

07/24100 Academic Edition Fla M star v5.17
03:50:45 PM Haestad M@thods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755.-IOW Page 1 of 1
93
Pond 2 - Outfall Protection
Worksheet for Trapezoidal Channel
Project Description
Project File c.1haestadlacademic1fmwlwake ec.fm2
Worksheet Permanent Weir - Pond 2
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.072
Channel Slope 0.250000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 20.00 ft
Discharge 48.52 cfs
Results
Depth 0.41 It
Flow Area 8.81 ftz
Wetted Perimeter 22.62 ft
Top Width 22.49 ft
Critical Depth 0.55 ft
Critical Slope 0.095362 ft/ft
Velocity 5.50 ft/s
Velocity Head 0.47 It
Specific Energy 0.89 ft
Froude Number 1.55
Flow is supercritical.
X2,4 x .¢1 x,ZS
6.4
?8v R?P Pp
C c s? 2 so
07/24/00 Academic Edition FbwMaster v5.17
03:47:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
99
Pond 4 - Outfall Protection
Worksheet for Trapezoidal Channel
Project Description
Project File cAhaestadlacademiclfmYAwake ec.fm2
Worksheet Permanent Weir - Pond 4
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.070
Channel Slope 0.330000 ft( ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 20.00 It
Discharge 61.15 cfs
Results
Depth 0.43 ft
Flow Area 9.18 ftz
Wetted Perimeter 22.73 ft
Top Width 22.59 ft
Critical Depth 0.64 ft
Critical Slope 0.086171 ft/ft
Velocity 6.66 ft 1s
Velocity Head 0.69 ft
Specific Energy 1.12 ft
Froude Number 1.84
Flow is supercritical.
T=-? ? 5
_ ?Z.4 x .4-3 x e 3,
= 9,S5;
2¢" ;;E'1 ;v 2A r
Cass 2 f ?1? P
ZeO // -r4 rc.K
07/24/00 Academic Edition FlowMaster v5.17
03:37:30 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

4,
Pond 3 - Outfall Protection
Worksheet for Trapezoidal Channel
Project Description
Project File cAhaestadlacademicVfmwlwake ec.fm2
Worksheet Permanent Weir - Pond 3
Flow Element Trapezoidal Channel
Method Manning's Formula
Sohn For Channel Depth
Input Data
Mannings Coefficient 0.072
Channel Slope 0.330000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 60.00 ft
Discharge 168.98 cfs
Results
Depth 0.42 ft
Flow Area 25.77 ftz
Wetted Perimeter 62.66 ft
Top Width 62.52 ft
Critical Depth 0.62 ft
Critical Slope 0.089821 ftfft
Velocity 6.56 ft/s
Velocity Head 0.67 ft
Specific Energy 1.09 ft
Froude Number 1.80
Flow is suaercritical.
?- \
? d5
(a Z,4x 10 42
24'? Rr4v Woe
" Tu t c+C
- G L A!Ss Z
07/24/00 Academic Edition FbwMaster v5.17
03:38:06 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
/0,0
d

i*- CIVIL CONSULTANTS INC.
Civil Engineers 4
Land Development Consultants
STORMWATER
MANAGEMENT
CALCULATIONS
for
CAPITAL PLAZA
Wake Forest, North Carolina
June 13, 2000
Revised July 3, 2000
Revised July 14, 2000
Revised July 24, 2000
Project No. 06013
Prepared for:
Wake Forest/Granite, LLC 001047
P.O. Box 1928
Mount Airy, NC 27030

?Iff' ii 3 tM Q,tii'
?j??4Ii?6l:SSS!
3622 Lyckan Parkway Suite 3003 Durham, N.C. 27707
919-490-1645 Phone [phone] Fax [e-mail]
,I
DRAINAGE AREA ANALYSIS
PRE- AND POST- DEVELOPMENT
l
DRAINAGE AREA to - 1,6964760 Sr
COMMERCIAL - SHOPPING CENTER
DRAINAGE AREA 2A - 1.660.992 SF
RESIDENTIAL/COMMERCIAL
DRAINAGE AREA IB - SEE BREAKOUT
COMMERCIAL - MANN DOGE
VNAOE AREA - 861.699 SF
RESIDENTIAL (1/6 AC LOTS),
DRAINAGE AREA 04 - 4,016,127 SF
RESIDENTIAL (1/5 TO 1/3 AC)
DRAINAGE AREA J7 - 3.469.606 SF
WOODS - 316.427 SF
REMAINDER - RESIDENTIAL (1/2 AC)
PREDEVELOPMENT CONDITIONS
DRAINAGE AREA
ROADWAY DRAINAGE M OFFSITE
DRAINAGE AREA 3 - SEE BREAKOUT
UNDEVELOPED (PROPOSED SITE)
DRAINAGE AREA 6 - SEE BREAKOUT
UNDEVELOPED (PROPOSED SITE)
DRAINAGE AREA 6 - SEE BREAKOUT
UNDEVELOPED (PROPOSED SITE)
oooZ 8j :Lb :dj £Z jew nqi 6Mp • j j-ajd-ep\£j09\f 0dd\NSOS\ :9
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AREA tA. IA96.77a17
L Ml W • ID2.31"7
2 PMKD1fi 543J25M
1 D?AD 127.931.19
l GRAVEL . 139.7
S Vmw JAM2
MUSH • 76.3".9
7. MOOS • 1.13279
a HIM DrERVMUS • 229.64
!. CCPOC LAL AREA . 315.99141
3
IB
1261,736.79
99 ,440.12 'Q
i a6y.,bi 27$, 77 c{7
156,017.83
5,084.33
179,410.{5
15,860.20
3,196.5.4
1PERVIOUS - 6,91&17
"AKM- = l00, 490
y
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5
3
A 3 958,6!1.38
OOi 15,092.44
ARKI116 - 14,500.7
TOAD - 25293,4
TRAVEL - 36,000.25
/ODDS 559,333.19
(RUSH 14,79922
OCKS 2,901.86
IISC. IMPERVIOUS - 250.48
6
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AREA C • 1402,74021
L RW . 324.33
2, MR)a . 0
3. ROAD • 61463.37
4. GRAVEL • 16063.70
5. V= 426694.73
6. ]RUSH 124t9713
7. ROCKS • 0
s. HsSG PIERViOUS • o
1.'^iV? r r r ^r C7 FV? \nnk3 v
8
t

STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
12-Aar-00
DRAINAGE AREA #: 1A/1B AREA 1A (SF) 1696750
DESCRIPTION AREA 1A: COMMERC IAL / SHOPPING CENTER AREA 1B (SF) 1261757
DESCRIPTION AREA 1B: COMMERC IAL/ WINN DIXIE OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 67.92
REMOTE ELEVATION 398 HYDRAULIC LENGTH: 4750
OUTFALL ELEVATION 292 BASIN SLOPE: 0.022
ELEVATIONAL DIFFERENCE: 106 TIME OF CONC.: 22.89
LAND USE/COVER AREA AREA W OF RATIONAL DELTA CU RVE #, DELTA
(SF) (AC) TOTAL C C CN CN
AREA 1A - SHOPPING CENTER
IMPERVIOUS AREA
ROOF 182317 4.19 0.06 0.95 0.06 98 6
PARKING LOT 543125 12.47 0.18 0.95 0.17 98 18
ROADWAY 125934 2.89 0.04 0.95 0.04 98 4
GRAVEL 660 0.02 0.00 0.80 0.00 85 0
ROCKS 1433 0.03 0.00 0.90 0.00 95 0
MISC IMPERVIOUS 230 0.01 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 318998 7.32 0.11 0.85 0.09 92 10
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 67118 1.54 0.02 0.20 0.00 55 1
WOODS, POOR COVER 56377 1.29 0.02 0.25 0.00 66 1
LAWN/PASTURE, GOOD 400558 9.20 0.14 0.30 0.04 61 8
AREA 1 B - WINN DIXIE
IMPERVIOUS AREA
ROOF 99440 2.28 0.03 0.95 0.03 98 3
ROADWAY 156018 3.58 0.05 0.95 0.05 98 5
PARKING LOT 278528 6.39 0.09 0.95 0.09 98 9
GRAVEUDIRT ROAD 5084 0.12 0.00 0.80 0.00 85 0
ROCKS 3196 0.07 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 6918 0.16 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSI NESS 60480 1.39 0.02 0.85 0.02 92 2
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 179410 4.12 0.06 0.20 0.01 55 3
WOODS, POOR COVER 15860 0.36 0.01 0.25 0.00 66 0
LAWN/PASTURE, GOOD 456823 10.49 0.15 0.30 0.05 61 9
WEIGHTED C/CN 1.00 0.67 82
Page 1 of 5
9
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
12-Aar-00
DRAINAGE AREA #: 2A/2B AREA 1A (SF) 1660992
DESCRIPTION AREA 1A: COMMERC IAL AND RESIDENTIAL AREA 1 B (SF) 851699
DESCRIPTION AREA 213: RESIDENTI AL (1/5 ACRE LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 57.68
REMOTE ELEVATION 380 HYDRAULIC LENGTH: 2830
OUTFALL ELEVATION 292 BASIN SLOPE: 0.031
ELEVATIONAL DIFFERENCE: 88 TIME OF CONC.: 13.52
LAND USE/COVER AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
AREA 2A - COMMERCIAL
IMPERVIOUS AREA
ROOF 45451 1.04 0.02 0.95 0.02 98 2
PARKING LOT 76165 1.75 0.03 0.95 0.03 98 3
ROADWAY 119019 2.73 0.05 0.95 0.04 98 5
GRAVEL 6485 0.15 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC IMPERVIOUS 5523 0.13 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 141043 3.24 0.06 0.85 0.05 92 5
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 491217 11.28 0.20 0.20 0.04 55 11
WOODS, POOR COVER 54685 1.26 0.02 0.25 0.01 66 1
LAWN/PASTURE, GOOD 721404 16.56 0.29 0.30 0.09 61 18
AREA 2B - RESIDENTIAL
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
GRAVEUDIRT ROAD 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 0 0.00 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/5 AC LOTS 851699 19.55 0.34 0.52 0.18 78 26
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
WEIGHTED C/CN 1.00 0.45 71
Page 2 of 5
10

STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
1
DESCRIPTION: UNDEVELOPED
PREDOMINENT SOIL GROUP: Type B
REMOTE ELEVATION 353
OUTFALL ELEVATION 280
ELEVATIONAL DIFFERENCE: 73
SURFACE TYPE AREA AREA
(SF) (AC)
IMPERVIOUS AREA
ROOF 15092 0.35
PARKING LOT 14500 0.33
ROADWAY 25293 0.58
GRAVEL 36000 0.83
ROCKS 2902 0.07
MISC. IMPERVIOUS 250 0.01
DEVELOPED AREAS
COMMERCIAL/BUSINESS 0 0.00
INDUSTRIAL 0 0.00
RESIDENTIAL, 1/4 AC LOTS 0 0.00
GREEN/NATURAL AREAS
WOODS, GOOD COVER 559533 12.85
WOODS, POOR COVER 14799 0.34
LAWN/PASTURE, GOOD 290243 6.66
EIGHTED C/CN
OFFSITE AREA (AC): 0.00
TOTAL AREA (AC): 22.01
HYDRAULIC LENGTH: 1700
BASIN SLOPE: 0.043
TIME OF CONC.: 8.06
% OF RATIONAL DELTA CURVE DELTA
TOTAL C C CN CN
0.02 0.95 0.01 98 2
0.02 0.95 0.01 98 1
0.03 0.95 0.03 98 3
0.04 0.80 0.03 85 3
0.00 0.90 0.00 95 0
0.00 0.95 0.00 98 0
0.00 0.85 0.00 92 0
0.00 0.75 0.00 88 0
0.00 0.50 0.00 75 0
0.58 0.20 0.12 55 32
0.02 0.25 0.00 66 1
0.30 0.30 0.09 61 18
1.00 0.30 61
DRAINAGE AREA #: 4 TOTAL AREA (SF): 4016127
OUTFALUSTRUCTURE #: RESIDENTI AL (1/3-1/5 AC LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 92.20
REMOTE ELEVATION 381 HYDRAULIC LENGTH: 3450
OUTFALL ELEVATION 267 BASIN SLOPE: 0.033
ELEVATIONAL DIFFERENCE: 114 TIME OF CONC.: 15.38
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 4016127 92.20 1.00 0.50 0.50 75 75
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
EIGHTED C/CN 1.00 0.50 75
Page 3 of 5

STORM DRAINAGE CALCULATIONS DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
7
DRAINAGE AREA #: 5
OUTFALUSTRUCTURE #: UNDEVELOPED
PREDOMINENT SOIL GROUP: Type B
REMOTE ELEVATION 344
OUTFALL ELEVATION 263
ELEVATIONAL DIFFERENCE: 81
SURFACE TYPE AREA AREA
(SF) (AC)
IMPERVIOUS AREA
ROOF 264 0.01
PARKING 0 0.00
ROADWAY 29227 0.67
CONCRETE, MISC 0 0.00
GRAVEL 18225 0.42
DEVELOPED AREAS
COMMERCIAUBUSI NESS 0 0.00
INDUSTRIAL 0 0.00
RESIDENTIAL, 1/4 AC LOTS 0 0.00
GREEN/NATURAL AREAS
WOODS, GOOD COVER 507246 11.64
WOODS, POOR COVER 67817 1.56
LAWN/PASTURE, GOOD 186373 4.28
EIGHTED C/CN
-00
TOTAL AREA (SF): 809152
OFFSITE AREA (AC): 0.00
TOTAL AREA (AC): 18.58
HYDRAULIC LENGTH: 1850
BASIN SLOPE: 0.04
TIME OF CONC.: 8.54
% OF RATIONAL DELTA CURVE #, DELTA
TOTAL C C CN CN
0.00 0.95 0.00 98 0
0.00 0.95 0.00 98 0
0.04 0.95 0.03 98 4
0.00 0.95 0.00 98 0
0.02 0.80 0.02 85 2
0.00 0.85 0.00 92 0
0.00 0.75 0.00 88 0
0.00 0.50 0.00 75 0
0.63 0.20 0.13 55 34
0.08 0.25 0.02 66 6
0.23 0.30 0.07 61 14
1.00 0.27 60
DRAINAGE AREA #: 6
OUTFALUSTRUCTURE #: UNDEVELOPED
PREDOMINENT SOIL GROUP: Type B
REMOTE ELEVATION 335
OUTFALL ELEVATION 245
ELEVATIONAL DIFFERENCE: 90
SURFACE TYPE AREA AREA
(SF) (AC)
IMPERVIOUS AREA
ROOF 324 0.01
PARKING LOT 0 0.00
ASPHALT 61153 1.40
CONCRETE, MISC 0 0.00
GRAVEL 16066 0.37
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00
INDUSTRIAL 0 0.00
RESIDENTIAL, 1/4 AC LOTS 0 0.00
GREEN/NATURAL AREAS
WOODS, GOOD COVER 425695 9.77
WOODS, POOR COVER 124297 2.85
LAWN/PASTURE, GOOD 775205 17.80
EIGHTED C/CN
TOTAL AREA (SF): 1402740
OFFSITE AREA (AC): 0.00
TOTAL AREA (AC): 32.20
HYDRAULIC LENGTH: 2650
BASIN SLOPE: 0.034
TIME OF CONC.: 12.42
% OF RATIONAL DELTA CURVE DELTA
TOTAL C C CN CN
0.00 0.95 0.00 98 0
0.00 0.95 0.00 98 0
0.04 0.95 0.04 98 4
0.00 0.95 0.00 98 0
0.01 0.80 0.01 85 1
0.00 0.85 0.00 92 0
0.00 0.75 0.00 88 0
0.00 0.50 0.00 75 0
0.30 0.20 0.06 55 17
0.09 0.25 0.02 66 6
0.55 0.30 0.17 61 34
1.00 0.30 62
Page 4 of 5
/2.

STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
PREDEVELOPMENT CONDITIONS
1
OUTFALUSTRUCTURE #: RESIDENTIAL (1/2 AC LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 79.65
REMOTE ELEVATION 381 HYDRAULIC LENGTH: 3700
OUTFALL ELEVATION 243 BASIN SLOPE: 0.037
ELEVATIONAL DIFFERENCE: 138 TIME OF CONC.: 15.50
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE #, DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAL/BUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/2 AC LOTS 3153178 72.39 0.91 0.40 0.36 70 64
GREEN/NATURAL AREAS
WOODS, GOOD COVER 316427 7.26 0.09 0.20 0.02 55 5
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
EIGHTED C/CN 1.00 0.38 69
Page 5 of 5
13
? r
DRAINAGE AREA 1A - 1.696,750 SF
COMMERCIAL - SHOPPING CENTER
DRAINAGE AREA 2A - 1.660.992 SF
K
DRAINAGE AREA 18 - SEE BREAKOUT
COWERCIK - 16NN DIME
AREA - 814,248 SF
IAL (1/5 AC LOTS)
DRAINAGE AREA 04 - 4,016,127
RESIDENTIAL (1/5 TO 1/3
DRAINAGE AREA
ROADWAY DRAINAGE TO OFFSITE
DRAINAGE AREA 3A AND B - SEE BREAKOUT
DEPARTMENT STORE
DRAINAGE AREA SA AND 8 - SEE BREAKOUT
NOME IMPROM*NT/ANCHOR STORES
DRAINAGE AREA F - 3.469.905 SF
WOODS - 316.427 SF
RUANOEA - RESIDENTIAL (1/2 AC)
DRAINAGE AREA 6A, B. AND C - SEE BREAKOUT
OUTPARCELS AND ACCESS ROAD
POST DEVELOPMENT CONDITIONS
(REVISED)
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POST DEVELOPMENT
(REVISED)
AREA 5A = 291,990.27
1. ROOF = 130184.00
2. PARKING = 112,568.86
3. ROAD =0
4, GRAVEL = 0
5. WOODS = XXX
6. BRUSH = XXX
7. ROCKS = 0
8. CONCRETE = 4,530.85
9. OUTPARCELS (COMMERCIAL) _
10. RETENTION = 29,606.50
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POST DEVELOPMENT
SED>
<REVI 5A2
AREA SA - 1,233,933.02
L ROOF . 74,067.21
2. PARKING • 647,533.31
3. ROAD • 114,313.66
4. GRAVEL - 0
S. WOODS - Xxx
6. BRUSH : XXX
7. ROCKS a 0
8. CONCRETE . 28487.65
9. OUTPARCELS (COMMERCIAL)
000e of hE .e" 90 L-'Ir @7,1 bmG Zec-iscc' G C9Gad\ ? 9\
3
I
iq
POST DEVELOPMENT
5B
(REVISED)
AREA SB - 286,738.84
L ROOF ¦ 0
2. PARKING - 0
3. ROAD ¦ 0
4. GRAVEL - 0
3. VOOD.S ¦ 72,92057
6. BRUSH ¦ 0
7. ROCKS - 0
8. MISC. IMPERVIOUS ¦ 0
9. OUTPARCELS (COMMERCIAL) - 0
0002 80:LE:2t ;? jdd and 6NP'Q5-ls0d\EL09\r08d\NS0S\:0
A--u " .
POST DEVELOPMENT
6A
AREA 6A - 201,444-10
1. ROOF 0
36 ROAD - 60454.94
4. GRAVEL - 0
7. ROCKS - 0
000a 6; :90:0; ji add and 6Mp,e9-ls0d\E;09\f 0dd\NSOS\ :0
21
POST DEVELOPMENT 6 B
AREA 6B = 404,621.96
1. ROOF = 0
2. PARKING = 0
3. ROAD = 39,350.71
4. GRAVEL = 0
5. WOODS = 870.61
6. BRUSH = 0
7. ROCKS = 0
8. MISC. IMPERVIOUS = 0
9. OUTPARCELS (COMMERCIAL) = 243,760.15
0002 EO :5b :o; ; 6 jdd and 6Mp • qq-ls0d\U09\f 0ad\Nsas\ :0
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STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 1A/1 B AREA 1A (SF) 1696750
DESCRIPTION AREA 1A: COMMERC IAL / SHOPPING CENTER AREA 1 B (SF) 1165911
DESCRIPTION AREA 1 B: COMMERCIAL/ WINN DIXIE OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 65.72
REMOTE ELEVATION 398 HYDRAULIC LEN GTH: 4750
OUTFALL ELEVATION 292 BASIN SLOPE: 0.022
ELEVATIONAL DIFFERENCE: 106 TIME OF CONC.: 22.89
LAND USEICOVER AREA AREA % OF RATIONAL DELTA CURVE # DELTA
(SF) (AC) TOTAL C C CN CN
AREA 1A - SHOPPING CENTER
IMPERVIOUS AREA
ROOF 182317 4.19 0.06 0.95 0.06 98 6
PARKING LOT 543125 12.47 0.19 0.95 0.18 98 19
ROADWAY 125934 2.89 0.04 0.95 0.04 98 4
GRAVEL 660 0.02 0.00 0.80 0.00 85 0
ROCKS 1433 0.03 0.00 0.90 0.00 95 0
MISC IMPERVIOUS 230 0.01 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 318998 7.32 0.11 0.85 0.09 92 10
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 67118 1.54 0.02 0.20 0.00 55 1
WOODS, POOR COVER 56377 1.29 0.02 0.25 0.00 66 1
LAWN/PASTURE, GOOD 400558 9.20 0.14 0.30 0.04 61 9
AREA 1 B - WINN DIXIE
IMPERVIOUS AREA
ROOF 99440 2.28 0.03 0.95 0.03 98 3
ROADWAY 219604 5.04 0.08 0.95 0.07 98 8
PARKING LOT 278528 6.39 0.10 0.95 0.09 98 10
GRAVEUDIRT ROAD 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 6918 0.16 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 60480 1.39 0.02 0.85 0.02 92 2
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 80770 1.85 0.03 0.20 0.01 55 2
WOODS, POOR COVER 12343 0.28 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 407828 9.36 0.14 0.30 0.04 61 9
-WEIGHTED C/CN 1.00 0.70 84
Page 1 DA-POST
2y
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
EA #: 2A/2B AREA 1A (SF) 1660992
AREA 1A:
F COMMERC IAL AND RESIDENTIAL AREA 1 B (SF) 814248
AREA 2B: RESIDENTIAL (1/5 ACRE LOTS) OFFSITE AREA (AC): 0.00
T SOIL GROUP: Type B TOTAL AREA (AC): 56.82
REMOTE ELEVATION 380 HYDRAULIC LENGTH: 2830
OUTFALL ELEVATION 292 BASIN SLOPE: 0.031
ELEVATIONAL DIFFERENCE: 88 TIME OF CONC.: 13.52
LAND USE/COVER AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
AREA 2A - COMMERCIAL
IMPERVIOUS AREA
ROOF 45451 1.04 0.02 0.95 0.02 98 2
PARKING LOT 76165 1.75 0.03 0.95 0.03 98 3
ROADWAY 119019 2.73 0.05 0.95 0.05 98 5
GRAVEL 6485 0.15 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC IMPERVIOUS 5523 0.13 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 141043 3.24 0.06 0.85 0.05 92 5
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 491217 11.28 0.20 0.20 0.04 55 11
WOODS, POOR COVER 54685 1.26 0.02 0.25 0.01 66 1
LAWN/PASTURE, GOOD 721404 16.56 0.29 0.30 0.09 61 18
AREA 2B - RESIDENTIAL
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
GRAVEUDIRT ROAD 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 0 0.00 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/5 AC LOTS 814248 18.69 0.33 0.52 0.17 78 26
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
-WEIGHTED C/CN 1.00 0.45 71
Page 2 DA-POST
z5
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA 3A TOTAL AREA (SF): 503230
DESCRIPTION: DEPARTME NT STORE OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 11.55
REMOTE ELEVATION 354 HYDRAULIC LENGTH: 1400
OUTFALL ELEVATION 310 BASIN SLOPE: 0.031
ELEVATIONAL DIFFERENCE: 44 TIME OF CONC.: 7.83
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE # DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 120220 2.76 0.24 0.95 0.23 98 23
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 92291 2.12 0.18 0.95 0.17 98 18
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 2668 0.06 0.01 0.95 0.01 98 1
DEVELOPED AREAS
COMMERCIAUBUSINESS 229899 5.28 0.46 0.85 0.39 92 42
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 58153 1.34 0.12 0.30 0.03 61 7
EIGHTED C/CN 1.00 0.83 91
DRAINAGE AREA #: 3B TOTAL AREA (SF): 82976
DESCRIPTION: OUTFALL F ROM POND @ 3A OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 1.90
REMOTE ELEVATION 310 HYDRAULIC LENGTH: 850
OUTFALL ELEVATION 280 BASIN SLOPE: 0.035
ELEVATIONAL DIFFERENCE: 30 TIME OF CONC.: 5.10
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE # DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
ROCKS 0 0.00 0.00 0.90 0.00 95 0
MISC. IMPERVIOUS 0 0.00 0.00 0.95 0.00 98 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 17450 0.40 0.21 0.20 0.04 55 12
WOODS, POOR COVER 683 0.02 0.01 0.25 0.00 66 1
LAWN/PASTURE, GOOD 64843 1.49 0.78 0.30 0.23 61 48
-WEIGHTED C/CN 1.00 0.28 60
Page 3
DA-POST
Z&
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA # 4 TOTAL AREA (SF): 4016127
OUTFALUSTRUCTURE #: RESIDENTIAL (1/3-1/5 AC LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 92.20
REMOTE ELEVATION 381 HYDRAULIC LENGTH: 3450
OUTFALL ELEVATION 267 BASIN SLOPE: 0.033
ELEVATIONAL DIFFERENCE: 114 TIME OF CONC.: 15.38
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE # DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 4016127 92.20 1.00 0.50 0.50 75 75
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
EIGHTED C/CN 1.00 0.50 75
Page 4
DA-POST
27
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
E AREA #: 5A1 TOTAL AREA (SF): 291990
STRUCTURE
F HOME IMPROVEMENT CENTER OFFSITE AREA (AC): 0.00
NENT SOIL GROUP: Type B TOTAL AREA (AC): 6.70
REMOTE ELEVATION 319 HYDRAULIC LENGTH: 1150
OUTFALL ELEVATION 275 BASIN SLOPE: 0.04
ELEVATIONAL DIFFERENCE: 44 TIME OF CONC.: 6.24
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 130184 2.99 0.45 0.95 0.42 98 44
PARKING 112569 2.58 0.39 0.95 0.37 98 38
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 4531 0.10 0.02 0.95 0.01 98 2
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 44706 1.03 0.15 0.30 0.05 61 9
EIGHTED C/CN 1.00 0.85 92
DRAINAGE AREA #: 5A2 TOTAL AREA (SF): 1233933
OUTFALUSTRUCTURE PARKING LOTS /ANCHOR STORES OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 28.33
REMOTE ELEVATION 350 HYDRAULIC LENGTH: 2800
OUTFALL ELEVATION 263 BASIN SLOPE: 0.03
ELEVATIONAL DIFFERENCE: 87 TIME OF CONC.: 13.41
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 74067 1.70 0.06 0.95 0.06 98 6
PARKING 647535 14.87 0.52 0.95 0.50 98 51
ROADWAY 114514 2.63 0.09 0.95 0.09 98 9
CONCRETE, MISC 28088 0.64 0.02 0.95 0.02 98 2
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 73058 1.68 0.06 0.85 0.05 92 5
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 0 0.00 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 296672 6.81 0.24 0.30 0.07 61 15
[WEIGHTED C/CN 1.00 0.79 89
Page 5
DA-POST
28
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE ARE % #: 5B TOTAL AREA (SF): 257152
OUTFALUSTRUGTURE AREA BEHI ND CURB/OUTFALL OF 5A OFFSITE AREA (AC): 0.00
PREDOMINENT 301L GROUP: Type B TOTAL AREA (AC): 5.90
REMOTE ELEVATION 344 HYDRAULIC LENGTH: 2140
OUTFALL ELEW.TION 263 BASIN SLOPE: 0.04
ELEVATIONAL DIFFERENCE: 81 TIME OF CONC.: 10.11
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE # DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING 0 0.00 0.00 0.95 0.00 98 0
ROADWAY 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOOD 3, GOOD COVER 72921 1.67 0.28 0.20 0.06 55 16
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 184232 4.23 0.72 0.30 0.21 61 44
EIGHTED C/C? 1.00 0.27 59
Page 6
DA-POST
29
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 6A TOTAL AREA (SF): 281444
OUTFALUSTRUCTURE #: DRAINAGE FROM US 1 OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 6.46
REMOTE ELEVATION 335 HYDRAULIC LENGTH: 2500
OUTFALL ELEVATION 255 BASIN SLOPE: 0.032
ELEVATIONAL DIFFERENCE: 80 TIME OF CONC.: 12.15
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE # DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 60055 1.38 0.21 0.95 0.20 98 21
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 23985 0.55 0.09 0.20 0.02 55 5
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 197404 4.53 0.70 0.30 0.21 61 43
EIGHTED C/CN 1.00 0.43 68
DRAINAGE AREA #: 6B TOTAL AREA (SF): 404622
OUTFALUSTRUCTURE #: COMMERC IAL OUTPA RCELS OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 9.29
REMOTE ELEVATION 316 HYDRAULIC LENGTH: 1100
OUTFALL ELEVATION 260 BASIN SLOPE: 0.051
ELEVATIONAL DIFFERENCE: 56 TIME OF CONC.: 5.40
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 39351 0.90 0.10 0.95 0.09 98 10
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 243760 5.60 0.60 0.85 0.51 92 55
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 871 0.02 0.00 0.20 0.00 55 0
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 120640 2.77 0.30 0.30 0.09 61 18
EIGHTED C/CN 1.00 0.69 83
Page 7
DA-POST
30
STORM DRAINAGE CALCULATIONS - DRAINAGE AREA BREAKDOWN
WAKE FOREST TOWN CENTER
POSTDEVELOPMENT CONDITIONS
12-Jun-00
DRAINAGE AREA #: 6C TOTAL AREA (SF): 249843
OUTFALUSTRUCTURE #: UNDEVELOPED AREA OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 5.74
REMOTE ELEVATION 302 HYDRAULIC LENGTH: 925
OUTFALL ELEVATION 245 BASIN SLOPE: 0.062
ELEVATIONAL DIFFERENCE: 57 TIME OF CONC.: 4.39
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
PARKING LOT 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/4 AC LOTS 0 0.00 0.00 0.50 0.00 75 0
GREEN/NATURAL AREAS
WOODS, GOOD COVER 67745 1.56 0.27 0.20 0.05 55 15
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 182098 4.18 0.73 0.30 0.22 61 44
[WEIGHTED C/CN 1.00 0.27 58
DRAINAGE AREA #: 7 TOTAL AREA (SF): 3469605
OUTFALUSTRUCTURE M RESIDENTIAL (1/2 AC LOTS) OFFSITE AREA (AC): 0.00
PREDOMINENT SOIL GROUP: Type B TOTAL AREA (AC): 79.65
REMOTE ELEVATION 381 HYDRAULIC LENGTH: 3700
OUTFALL ELEVATION 243 BASIN SLOPE: 0.037
ELEVATIONAL DIFFERENCE: 138 TIME OF CONC.: 15.50
SURFACE TYPE AREA AREA % OF RATIONAL DELTA CURVE DELTA
(SF) (AC) TOTAL C C CN CN
IMPERVIOUS AREA
ROOF 0 0.00 0.00 0.95 0.00 98 0
ASPHALT 0 0.00 0.00 0.95 0.00 98 0
CONCRETE, MISC 0 0.00 0.00 0.95 0.00 98 0
GRAVEL 0 0.00 0.00 0.80 0.00 85 0
DEVELOPED AREAS
COMMERCIAUBUSINESS 0 0.00 0.00 0.85 0.00 92 0
INDUSTRIAL 0 0.00 0.00 0.75 0.00 88 0
RESIDENTIAL, 1/2 AC LOTS 3153178 72.39 0.91 0.40 0.36 70 64
GREEN/NATURAL AREAS
WOODS, GOOD COVER 316427 7.26 0.09 0.20 0.02 55 5
WOODS, POOR COVER 0 0.00 0.00 0.25 0.00 66 0
LAWN/PASTURE, GOOD 0 0.00 0.00 0.30 0.00 61 0
-WEIGHTED C/CN 1.00 0.38 69
Page 8
DA-POST
3)
HYDROLOGIC ANALYSIS
PRE- AND POST- DEVELOPMENT
2 AND 10 YEAR STORMS
The hydrologic analysis presented was prepared using
Hydroflow Hydrographs 6.0. Only summary information
presented for the 2 year storm.
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DETENTION/RETENTION REQUIREMENTS
POST DEVELOPMENT CONDITIONS
TOTAL BASE OUTPARCEL TOTAL ADJ. PERCENT PERCENT
AREA POND DRAINAGE NON-IMP NON-IMP NON4MP. NON-IMP IMPERVIOUS
NUMBER NUMBER AREA SURFACE SURFACE AREA AREA AREA
3A 1 503230 58153 34485 92638 18 82
6A1 2 291991 15100 29607 44707 15 86
6A2 3 1233933 369729 10959 380688 31 69
6B 4 404822 121511 36564 168075 39 61
PERMANENT POOL ANALYSIS
RETENTION SA REQ'D FOR SURFACE PERM POOL
AREA POND SA/DA 5'PERM AREA DEPTH
NUMBER NUMBER REQ'D, 5' DEEP POOL PROVIDED REQ'D
3A 1 2.23 11222 11810 6.0
6A1 2 2.31 6745 7130 5.0
6A2 3 1.94 23938 22810 5.5
613 4 1.78 7202 7300 5.0
TEMPORARY STORAGE POOL DEPTH
RETENTION RETENTION RETENTION DEPTH TOTAL
AREA POND RUNOFF STORAGE STORAGE OF TEMP DEPTH FOR
NUMBER NUMBER COEF, Rv VOL. REQ'D PROVIDED POOL RETENTION
3A 1 0.78 32891 33900 2.5 7.60
5A1 2 0.81 19763 21200 2.5 7.50
6A2 3 0.67 69135 74550 3.0 8.00
6B 4 0.60 20177 21225 2.5 7.60
DETENTION POOL DEPTHS
DETENTION DEPTH OF TOTAL TOTAL TOTAL
AREA POND STORAGE DETENTION DEPTH OF DEPTH OF VOLUME OF
NUMBER NUMBER BELOW WEIR POOL STORAGE POND STORAGE
3A 1 0 0.00 2.50 7.60 33900
6A1 2 0 0.00 2.60 7.60 21200
5A2 3 136040 4.50 7.50 12.50 210590
613 4 0 0.00 2.60 7.60 21225
OUTLET DESIGN
FLOW FOR FLOW FOR ORIFICE ORIFICE ORIFICE CALCULATED APPROX.
AREA POND OUTLET IN OUTLET IN SIZE AREA AREA FLOW DAYS TO
NUMBER NUMBER 2 DAYS 5 DAYS (INCHES) SQ. IN SF CFS OUTLET
3A 1 0.196 0.078 1.75 2.40 0.02 0.13 3.13
6A1 2 0.123 0.049 1.60 1.77 0.01 0.09 2.66
SA2 3 1.219 0.487 2.00 3.14 0.02 0.29 3.02
6B 4 0.123 0.049 1.60 1.77 0.01 0.09 2.66
EMERGENCY SPILLWAY DESIGN
100 YEAR FLOW, DEPTH CALC. WEIR WEIR
AREA POND C AREA STORM Q H. LENGTH,L LENGTH,L
NUMBER NUMBER VALUE (ac) (in/hr) (cfs) (ft) (ft) (ft)
3A 1 0.830 11.550 8.83 84.68 1.00 28.23 30.00
5A1 2 0.850 6.240 9.15 48.52 1.00 16.17 20.00
6A2 3 0.790 28.330 7.65 168.98 1.00 56.33 60.00
6B 4 0.690 9.290 9.54 61.15 1.00 20.38 20.00
MAINTENANCE DRAIN DESIGN
VOLUME OF FLOW FOR CALCULATED MIN. CALC ACTUAL CALCULATED APPROX.
AREA POND PERMANENT OUTLET IN PIPE AREA PIPE DIA ORIFICE FLOW HRS TO
NUMBER NUMBER POOL 24 HOURS (SF) (IN) (IN) CFS OUTLET
3A 1 43425 0.503 0.05 1.471 1.625 0.54 22.48
5A1 2 26125 0.302 0.03 1.141 1.250 0.32 22.86
5A2 3 117560 1.361 0.13 2.420 2.750 1.54 21.26
6B 4 28725 0.332 0.03 1.196 1.375 0.38 20.77
Page 1
RETENTION
34
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
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PPOOUCT 204 1(Smk WM) 2051 (Padded1 3 W
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
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Project: wake-pre2.GPW IDF file: Raleigh-malco ImLEMEyd's 04-13-2000
y 38
.Mydrograph Summary Report
Page 1
'Hyd.
No. Aydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(fl) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 63.3 1 756 452,835 2 -- - - Area 1 - Commercia
2 SCS Runoff 36.3 1 747 231,703 2 - Area 2 -Commer/Res
3 Combine 97.5 1 754 684,539 2 1 +2 --- -- First Fork
4 Reach 97.4 1 755 684,508 2 3 -- - Stream Section 1
6 SCS Runoff 7.3 1 741 48,680 2 - --- - Area 3 - Undevelop
7 Combine 103.6 1 755 733,187 2 4+6 --- --- Outfall of Area 3
8 Reach 103.6 1 756 732,871 2 7 -- -- Stream Section 2
10 SCS Runoff 72.4 1 748 453,048 2 ---- - ---- Area 4 - Residenti
11 Combine 173.1 1 752 1,185,919 2 8+10 --- --- Outfall of Area 4
13 SCS Runoff 5.0 1 744 38,131 2 ---- - ---- Area 5 - Undevelop
14 Combine 177.9 1 751 1,224,051 2 11 +13 Outfall Area 5
15 Reach 177.6 1 754 1,223,356 2 14 Stream Section 4
17 SCS Runoff 87 1 755 76,033 2 ---- - -- Area 6 - Undevelop
18 Combine 186.3 1 754 1,299,388 2 15 + 17 Outfall Area 6
20 SCS Runoff 37.6 1 755 287,645 2 -- -- - Area 7 - Residenti
21 Combine 223.9 1 754 1,587,033 2 18 + 20 Area 7 Outfall
Proj. file: wake-pre2.GPW OF file: Raleigh-malcolm.lDF F Run date: 04-13-2000
2 Y(2 PRE
39
-Hydrograph Summary Report
Page 1
Hyd.
No. ?iydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(CUR) Return
period
(yrs) Inflow
hyd(sl Maximum
elevation
(R) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 117.2 1 756 831,912 10 - -- Area 1 - Commercia
2 SCS Runoff 83.3 1 746 495,843 10 - - Area 2 -Commer/Res
3 Combine 194.8 1 752 1,327,757 10 1+2 - -- First Fork
4 Reach 194.8 1 753 1,327,755 10 3 - - Stream Section 1
6 SCS Runoff 24.0 1 739 126,586 10 -- - - - Area 3 - Undevelop
7 Combine 214.1 1 752 1,454,340 10 4+6 --- --- Outfall of Area 3
8 Reach 214.1 1 753 1,453,882 10 7 - - Stream Section 2
10 SCS Runoff 151.7 1 747 912,794 10 --- --- Area 4 - Residenti
11 Combine 362.4 1 749 2,366,677 10 8+10 -- -- Outfall of Area 4
13 SCS Runoff 17.5 1 742 101,729 10 -- Area 5 - Undevelop
14 Combine 378.8 1 749 2,468,406 10 11+13 -- -- Outfall Area 5
15 Reach 378.4 1 751 2,467,454 10 14 --- - Stream Section 4
17 SCS Runoff 27.0 1 753 193,380 10 - -- -- Area 6 - Undevelop
18 Combine 405.4 1 751 2,660,834 10 15 + 17 - Outfali Area 6
20 SCS Runoff 91.5 1 754 636,658 10 -- Area 7 - Residenti
21 Combine 496.1 1 752 3,297,492 10 18 + 20 - Area 7 Outfall
Proj. file: wake-pre10.GPW
7 O
file: Raleigh-malcolm.IDF
Run date: 04-13-2000
10 YI PRE
Y0
Ljl

Hydrograph Summary Report
Page 1
.Hyd.
No. hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
peak
(min) Volume

(cult) Return
period
(yrs) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 70.6 1 753 475,865 2 - Area 1 - Commercia
2 SCS Runoff 35.8 1 747 228,248 2 - - Area 2 -CommedRes
3 Combine 105.2 1 751 704,114 2 1+2 - First Fork
4 Reach 105.2 1 753 704,083 2 3 Stream Section 1
6 SCS Runoff 38.2 1 723 111,567 2 - - Area 3a - Dept. St
7 Reservoir 31.1 1 728 77,570 2 6 307.50 86,114 POND 1 - RET ONLY
8 SCS Runoff 0.8 1 732 3,957 2 - - Area 3B - Area bell
9 Combine 31.8 1 728 81,527 2 7+8 - Area 3 to Stream
10 Combine 112.4 1 751 785,609 2 4+9 Outfall of Area 3
11 Reach 112.4 1 752 785,275 2 10 Stream Section 2
13 SCS Runoff 72.4 1 748 453,048 2 - Area 4 - Residenti
14 Combine 183.7 1 750 1,238,323 2 11+13 Outfall of Area 4
16 SCS Runoff 26.7 1 720 67,509 2 - Area 5A1
17 Reservoir 22.9 1 723 46,279 2 16 283.40 52,098 Pond 2 - Ret Only
18 SCS Runoff 60.8 1 732 252,091 2 - - Area 5a - Stores
19 Reservoir 1.7 1 1097 38,268 2 18 275.06 318,984 Pond 3 - Ret/Det
20 SCS Runoff 1.3 1 749 11,236 2 - - Area 5B - Area Be[
21 Combine 23.3 1 723 57,516 2 17 + 20 Total Area 5
22 Combine 23.4 1 723 95,784 2 19 + 21 Outfall Area 5
23 Combine 188.4 1 750 1,334,107 2 14 + 22 Outfall at 5
24 Reach 188.3 1 751 1,333,550 2 23 Stream Section 4
26 SCS Runoff 3.4 1 747 22,246 2 - Area 6A - US 1 Dra
27 SCS Runoff 24.4 1 722 65,314 2 - Area 6B - Outparce
28 Reservoir 1.5 1 803 22,808 2 27 267.53 69,545 Pond 4 - Rat Only
29 Combine 3.4 1 747 45,053 2 26 + 28 Area 6 Development
30 SCS Runoff 2.3 1 729 11,124 2 - - Area 6C - Undevelo
31 Combine 4.7 1 740 56,178 2 29 + 30 Total Area 6
32 Combine 192.4 1 751 1,389,726 2 24 + 31 - Outfall Area 6
34 SCS Runoff 37.6 1 755 287,645 2 - Area 7 - Residenti
35 Combine 229.4 1 752 1,677,371, 2 32 +34, Area 7 Outfall
Proj. file: 6013-final 2yr.GPW OF file: Raleigh-malcolm.IDF Run date: 07-03-2000
Z Yp_ pOST-
4Z
.Hydrograph Summary Report
Page 1
Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak period hyd(s) elevation storage description
(origin) (cis) (min) (min) (cult) (yrs) (fl) (cult)
1 SCS Runoff 126.4 1 752 852,976 10 - Area 1 - Commercia
2 SCS Runoff 82.1 1 746 488,449 10 - Area 2 -Commer/Res
3 Combine 205.7 1 750 1,341,425 10 1+2 - First Fork
4 Reach 205.7 1 751 1,341,423 10 3 - Stream Section 1
6 SCS Runoff 61.5 1 723 184,226 10 - Area 3a - Dept. St
7 Reservoir 58.7 1 725 150,151 10 6 307.77 90,924 POND 1 - RET ONLY
8 SCS Runoff 2.6 1 730 10,541 10 - - Area 3B - Area bell
9 Combine 60.9 1 725 160,692 10 7+8 - Area 3 to Stream
10 Combine 217.2 1 750 1,502,115 10 4+9 - - Outfall of Area 3
11 Reach 217.2 1 751 1,501,632 10 10 Stream Section 2
13 SCS Runoff 151.7 1 747 912,794 10 - -- Area 4 - Resident!
14 Combine 366.9 1 749 2,414,426 10 11 +13 - Outfall of Area 4
16 SCS Runoff 42.4 1 720 110,225 10 -- - Area 5A1
17 Reservoir 40.3 1 722 88,968 10 16 283.61 54,511 Pond 2 - Ret. Only
18 SCS Runoff 100.9 1 732 425,893 10 - - - Area 5a - Stores
19 Reservoir 21.7 1 763 211,339 10 18 276.11 354,690 Pond 3 - Ret/Det
20 SCS Runoff 4.7 1 747 30,809 10 - -- Area 5B - Area Bel
21 Combine 41.8 1 722 119,777 10 17 + 20 Total Area 5
22 Combine 42.1 1 722 331,116 10 19 + 21 - Outfall Area 5
23 Combine 398.0 1 749 2,745,541 10 14 + 22 - -- Outfall at 5
24 Reach 397.9 1 750 2,744,803 10 23 - - Stream Section 4
26 SCS Runoff 8.4 1 745 50,070 10 --- -- - Area 6A - US 1 Dra
27 SCS Runoff 43.6 1 722 118,364 10 - - Area 6B - Outparce
28 Reservoir 32.0 1 728 75,817 10 27 268.05 75,169 Pond 4 - Ret Only
29 Combine 37.2 1 728 125,887 10 26 + 28 Area 6 Development
30 SCS Runoff 8.4 1 727 30,418 10 - - Area 6C - Undevelo
31 Combine 45.6 1 728 156,305 10 29 + 30 Total Area 6
32 Combine 414.7 1 750 2,901,107 10 24 + 31 Outfall Area 6
34 SCS Runoff 91.5 1 754 636,658 10 - -- - Area 7 - Residenti
35 Combine 504.3 1 751 3,537,766 10 32+34, Area 7 Outfall
Proj. file: 6013-final 10yr.GPW OF file: Raleigh-malcolm.IDF Run date: 07-03-2000
(O YR PoST
?I
Hydrograph Report
Page 1
Hyd. No. 1
Area 1 - Commercial
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 65.72 ac
= 2.2%
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 126.44 cfs
Time interval = 1 min
Curve number = 84
Hydraulic length = 4750 ft
Time of conc. (Tc) = 65.5 min
Distribution = Type II
Shape factor = 484
Total Volume = 852,976 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.23 89.47 12.77 111.29
12.25 92.41 12.78 109.79
12.27 95.31 12.80 108.27
12.28 98.16 12.82 106.72
12.30 100.95 12.83 105.15
12.32 103.66 12.85 103.55
12.33 106.30 12.87 101.93
12.35 108.84 12.88 100.30
12.37 111.29 12.90 98.64
12.38 113.63 12.92 96.96
12.40 115.85 12.93 95.26
12.42 117.94 12.95 93.55
12.43 119.86 12.97 91.82
12.45 121.59 12.98 90.07
12.47 123.11
12.48 124.38
12.50 125.38 ... End
12.52 126.07
12.53 126.44 <<
12.55 126.43
12.57 126.04
12.58 125.39
12.60 124.50
12.62 123.42
12.63 122.23
12.65 120.97
12.67 119.67
12.68 118.35
12.70 117.00
12.72 115.61
12.73 114.20
12.75 112.76
qy
'Hydrograph Report
Page 1
Hyd. No. 2
Area 2 -Commer/Residential
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 56.82 ac
= 3.1 %
= LAG
= 5.38 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.18 57.56 12.72 66.36
12.20 59.93 12.73 65.11
12.22 62.25 12.75 63.83
12.23 64.52 12.77 62.54
12.25 66.73 12.78 61.22
12.27 68.87 12.80 59.88
12.28 70.92 12.82 58.53
12.30 72.88
12.32 74.73
12.33 76.43 ... End
12.35 77.96
12.37 79.30
12.38 80.41
12.40 81.27
12.42 81.84
12.43 82.08 <<
12.45 81.96
12.47 81.61
12.48 81.03
12.50 80.28
12.52 79.41
12.53 78.48
12.55 77.51
12.57 76.52
12.58 75.50
12.60 74.45
12.62 73.37
12.63 72.27
12.65 71.14
12.67 69.98
12.68 68.80
12.70 67.59
English
Peak discharge = 82.08 cfs
Time interval = 1 min
Curve number = 71
Hydraulic length = 2830 ft
Time of conc. (Tc) = 53.9 min
Distribution = Type II
Shape factor = 484
Total Volume = 488,449 cult
y4
Hydrograph Report
Hyd. No. 3
First Fork
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 1
Page 1
English
Peak discharge = 205.65 cfs
Time interval = 1 min
2nd inflow hyd. No: 2
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.22 86.49 62.25 148.75
12.23 89.47 64.52 154.00
12.25 92.41 66.73 159.15
12.27 95.31 68.87 164.18
12.28 98.16 70.92 169.08
12.30 100.95 72.88 173.83
12.32 103.66 74.73 178.39
12.33 106.30 76.43 182.73
12.35 108.84 77.96 186.81
12.37 111.29 79.30 190.59
12.38 113.63 80.41 194.04
12.40 115.85 81.27 197.12
12.42 117.94 81.84 199.77
12.43 119.86 82.08 << 201.93
12.45 121.59 81.96 203.55
12.47 123.11 81.61 204.71
12.48 124.38 81.03 205.41
12.50 125.38 80.28 205.65 <<
12.52 126.07 79.41 205.48
12.53 126.44 << 78.48 204.91
12.55 126.43 77.51 203.95
12.57 126.04 76.52 202.56
12.58 125.39 75.50 200.89
12.60 124.50 74.45 198.95
12.62 123.42 73.37 196.80
12.63 122.23 72.27 194.49
12.65 120.97 71.14 192.10
12.67 119.67 69.98 189.65
12.68 118.35 68.80 187.15
12.70 117.00 67.59 184.59
12.72 115.61 66.36 181.97
12.73 114.20 65.11 179.31
12.75 112.76 63.83 176.59
12.77 111.29 62.54 173.82
12.78 109.79 61.22 171.01
12.80 108.27 59.88 168.15
Continues on next page...
Total Volume = 1,341,425 cult
y?
First Fork
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.82 106.72 58.53 165.25
12.83 105.15 57.16 162.30
12.85 103.55 55.77 159.32
12.87 101.93 54.36 156.30
12.88 100.30 52.94 153.24
12.90 98.64 51.51 150.14
12.92 96.96 50.06 147.02
End
Page 2
Y7
Hydrograph Report
Hyd. No. 4
Stream Section 1
Hydrograph type
Storm frequency
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
= Reach
= 10 yrs
= 3
= 830.0 ft
= 0.040
= 2.0:1
= 1.395
= 20.23 ft/s
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
Page 1
English
= 205.65 cfs
= 1 min
= Trapezoidal
= 1.2%
= 5.0 ft
= 2.9 ft
= 1.362
= 0.9980
Modified Aft-Kin routing method used.
Hydrograph Discharge Table
Time Inflow Outflow
(hrs) cfs cfs
12.23 154.00 148.74
12.25 159.15 153.99
12.27 164.18 159.14
12.28 169.08 164.17
12.30 173.83 169.07
12.32 178.39 173.82
12.33 182.73 178.38
12.35 186.81 182.72
12.37 190.59 186.80
12.38 194.04 190.58
12.40 197.12 194.04
12.42 199.77 197.11
12.43 201.93 199.77
12.45 203.55 201.93
12.47 204.71 203.55
12.48 205.41 204.71
12.50 205.65 << 205.40
12.52 205.48 205.65 <<
12.53 204.91 205.48
12.55 203.95 204.91
12.57 202.56 203.95
12.58 200.89 202.57
12.60 198.95 200.89
12.62 196.80 198.95
12.63 194.49 196.80
12.65 192.10 194.50
12.67 189.65 192.11
12.68 187.15 189.66
12.70 184.59 187.15
12.72 181.97 184.59
12.73 179.31 181.98
12.75 176.59 179.31
Continues on next page...
Total Volume = 1,341,423 cult
/O
Stream Section 1
Hydrograph Discharge Table
Time Inflow Outflow
(hrs) cfs cfs
12.77 173.82 176.59
12.78 171.01 173.83
12.80 168.15 171.01
12.82 165.25 168.15
12.83 162.30 165.25
12.85 159.32 162.31
12.87 156.30 159.32
12.88 153.24 156.30
12.90 150.14 153.24
12.92 147.02 150.15
12.93 143.86 147.02
End
Page 2
/?
Hydrograph Report
Page 1
English
Hyd. No. 6
Area 3a - Dept. Store
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 11.55 ac
= 3.1 %
= LAG
= 5.38 in
= 24 hrs
Peak discharge = 61.45 cfs
Time interval = 1 min
Curve number 91
Hydraulic length = 1400 ft
Time of conc. (Tc) = 15.9 min
Distribution = Type II
Shape factor = 484
Total Volume = 184,226 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 45.57
11.95 49.40
11.97 52.99
11.98 56.14
12.00 58.67
12.02 60.44
12.03 61.40
12.05 61.45 <<
12.07 60.53
12.08 58.57
12.10 55.98
12.12 52.83
12.13 49.31
12.15 45.58
.End
50
Hydrograph Report Page 1
English
Hyd. No. 7
POND 1 - RET ONLY
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 6
Max. Elevation = 307.77 ft
S'tmage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
= 58.67 cfs
= 1 min
= POND 1
= 90,924 cult
Total Volume = 150,151 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.98 56.14 307.65 87.74 0.14
12.00 58.67 307.68 87.98 0.14
12.02 60.44 307.72 88.18 0.14
12.03 61.40 307.74 88.34 0.14
12.05 61.45 << 307.76 88.47 0.14
12.07 60.53 307.77 88.54 0.14
12.08 58.57 307.77 << 88.57 0.14
12.10 55.98 307.77 88.54 0.14
12.12 52.83 307.76 88.47 0.14
12.13 49.31 307.74 88.36 0.14
12.15 45.58 307.72 88.21 0.14
12.17 41.85 307.69 88.04 0.14
12.18 38.20 307.67 87.86 0.14
12.20 34.66 307.64 87.66 0.14
... End
----- ----- 44.67 ----- ----- ----- 44.82
----- ----- 48.65 ----- ----- ----- 48.80
----- ----- 52.06 ----- ----- ----- 52.20
----- ----- 54.81 ----- ----- ----- 54.95
----- ----- 56.86 ----- ----- ----- 57.00
----- ----- 58.12 ----- ----- ----- 58.26
----- ----- 58.52 ----- ----- ----- 58.67 <<
----- ----- 58.09 ----- ----- ----- 58.23
----- ----- 56.88 ---- ----- ----- 57.02
----- ----- 55.00 ----- ----- ----- 55.14
----- ----- 52.56 ----- ----- ----- 52.71
----- ----- 49.72 ----- ----- ----- 49.86
----- ----- 46.61 ----- ----- ----- 46.75
----- ----- 43.35 ----- ----- ----- 43.49
ft
Reservoir Report
Page 1
Reservoir No. 1 - POND 1
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cult cult
0.00 299.50 5,560 0 0
5.00 304.50 11,810 43,425 43,425
7.50 307.00 15,310 33,900 77,325
10.50 310.00 19,830 52,710 130,035
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in = 36.0 1.8 0.0 0.0
Span in = 36.0 1.8 0.0 0.0
No. Barrels = 1 1 0 0
Invert El. ft = 299.50 304.50 0.00 0.00
Length ft = 50.0 0.0 0.0 0.0
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-stage = ----- Yes No No
Weir Structures
[A] [B] [C]
Crest Len ft = 28.3 30.0 0.0
Crest El. ft = 307.00 308.00 0.00
Weir Coeff. = 3.00 3.00 0.00
Eqn. Exp. = 1.50 1.50 0.00
Multi-Stage = Yes No No
Tailwater Elevation = 0.00 ft
English

0.0
0.00
0.00
0.00
No
Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Disch arge Table
Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Discharge
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 299.50 0.00 0.00 --- --- 0.00 0.00 --- --- 0.00
5.00 43,425 304.50 63.67 0.00 --- --- 0.00 0.00 --- --- 0.00
7.50 77,325 307.00 83.36 0.13 --- --- 0.00 0.00 --- --- 0.13
10.50 130,035 310.00 102.09 0.00 --- --- 440.53 254.56 --- --- 356.65
52
Hydrograph Report'
Page 1
Hyd. No. 8
Area 3B - Area below Pond
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 1.90 ac
= 3.5%
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 2.59 cfs
Time interval = 1 min
Curve number = 60
Hydraulic length = 850 ft
Time of conc. (Tc) = 25.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.03 1.85
12.05 1.99
12.07 2.12
12.08 2.24
12.10 2.35
12.12 2.44
12.13 2.52
12.15 2.57
12.17 2.59 <<
12.18 2.59
12.20 2.56
12.22 2.52
12.23 2.46
12.25 2.39
12.27 2.32
12.28 2.24
12.30 2.17
12.32 2.09
12.33 2.01
12.35 1.93
12.37 1.85
End
Total Volume = 10,541 cuft
S:
Hydrograph Report
Hyd. No. 9
Area 3 to Stream
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 7
Page 1
English
Peak discharge = 60.91 cfs
Time interval = 1 min
2nd inflow hyd. No.= 8
Total Volume = 160,692 cult
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow
(hrs) cfs cfs
11.98 44.82 1.40
12.00 48.80 1.56
12.02 52.20 1.71
12.03 54.95 1.85
12.05 57.00 1.99
12.07 58.26 2.12
12.08 58.67 << 2.24
12.10 58.23 2.35
12.12 57.02 2.44
12.13 55.14 2.52
12.15 52.71 2.57
12.17 49.86 2.59 <<
12.18 46.75 2.59
12.20 43.49 2.56
12.22 40.16 2.52
Outflow
cfs
46.22
50.35
53.90
56.81
58.99
60.39
60.91 <<
60.58
59.46
57.66
55.27
52.46
49.34
46.05
42.68
...End
5V
Hydrograph Report Page 1
English
Hyd. No. 10
Outfall of Area 3
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No. = 4
Peak discharge = 217.23 cfs
Time interval = 1 min
2nd inflow hyd. No= 9
Total Volume = 1,502,115 cult
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow
(hrs) cfs cfs
12.07 94.08 60.39
12.08 99.56 60.91 <<
12.10 105.06 60.58
12.12 110.57 59.46
12.13 116.08 57.66
12.15 121.60 55.27
12.17 127.10 52.46
12.18 132.58 49.34
12.20 138.02 46.05
12.22 143.41 42.68
12.23 148.74 39.82
12.25 153.99 36.98
12.27 159.14 34.08
12.28 164.17 31.19
12.30 169.07 28.38
12.32 173.82 25.69
12.33 178.38 23.18
12.35 182.72 20.89
12.37 186.80 18.86
12.38 190.58 17.10
12.40 194.04 15.66
12.42 197.11 14.89
12.43 199.77 14.18
12.45 201.93 13.52
12.47 203.55 12.91
12.48 204.71 12.35
12.50 205.40 11.83
12.52 205.65 << 11.34
12.53 205.48 10.88
12.55 204.91 10.44
12.57 203.95 10.03
12.58 202.57 9.65
12.60 200.89 9.29
12.62 198.95 8.95
12.63 196.80 8.64
12.65 194.50 8.35
Outflow
cfs
154.46
160.47
165.64
170.03
173.74
176.87
179.56
181.92
184.07
186.09
188.56
190.96
193.21
195.36
197.45
199.51
201.56
203.61
205.65
207.68
209.70
212.01
213.94
215.45
216.46
217.06
217.23 <<
216.99
216.35
215.35
213.98
212.21
210.18
207.90
205.44
202.85
Continues on next page...
5f
Outfall of Area 3
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.67 192.11 8.08 200.19
12.68 189.66 7.83 197.49
12.70 187.15 7.59 194.74
12.72 184.59 7.37 191.96
12.73 181.98 7.16 189.14
12.75 179.31 6.96 186.28
12.77 176.59 6.78 183.38
12.78 173.83 6.61 180.44
12.80 171.01 6.45 177.46
12.82 168.15 6.30 174.45
12.83 165.25 6.16 171.41
12.85 162.31 6.03 168.34
12.87 159.32 5.91 165.23
12.88 156.30 5.79 162.10
12.90 153.24 5.69 158.93
12.92 150.15 5.59 155.74
12.93 147.02 5.50 152.52
End
Page 2
5 Cp
HI
ydrograph Report
Page 1
English
Hyd. No. 11
Stream Section 2
Hydrograph type
Storm frequency
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
= Reach
= 10 yrs
= 10
= 1020.0 ft
= 0.040
= 2.0:1
= 1.383
= 19.55 ft/s
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
= 217.20 cfs
= 1 min
= Trapezoidal
= 1.2%
= 5.0 ft
= 3.0 ft
= 1.363
= 0.8788
Modified Att-Kn routing method used.
Hydrograph Discharge Table
Time Inflow O utflow
(hrs) cfs cfs
12.08 160.47 153.50
12.10 165.64 159.63
12.12 170.03 164.91
12.13 173.74 169.41
12.15 176.87 173.22
12.17 179.56 176.43
12.18 181.92 179.18
12.20 184.07 181.59
12.22 186.09 183.77
12.23 188.56 185.80
12.25 190.96 188.22
12.27 193.21 190.63
12.28 195.36 192.90
12.30 197.45 195.06
12.32 199.51 197.16
12.33 201.56 199.23
12.35 203.61 201.28
12.37 205.65 203.32
12.38 207.68 205.37
12.40 209.70 207,40
12.42 212.01 209.42
12.43 213.94 211.69
12.45 215.45 213.67
12.47 216.46 215.24
12.48 217.06 216.31
12.50 217.23 << 216.97
12.52 216.99 217.20 <<
12.53 216.35 217.01
12.55 215.35 216.43
12.57 213.98 215.48
12.58 212.21 214.17
12.60 210.18 212.45
Continues on next page...
Total Volume = 1,501,632 cult
57
Stream Section 2
Hydrograph Discharge Table
Time Inflow Outflow
(hrs) cfs cfs
12.62 207.90 210.46
12.63 205.44 208.21
12.65 202.85 205.78
12.67 200.19 203.21
12.68 197.49 200.55
12.70 194.74 197.86
12.72 191.96 195.12
12.73 189.14 192.35
12.75 186.28 189.53
12.77 183.38 186.67
12.78 180.44 183.77
12.80 177.46 180.84
12.82 174.45 177.87
12.83 171.41 174.87
12.85 168.34 171.83
12.87 165.23 168.76
12.88 162.10 165.66
12.90 158.93 162.53
12.92 155.74 159.37
12.93 152.52 156.18
12.95 149.28 152.96
End
Page 2
58
Hydrograph Report
Page 1
Hyd. No. 13
Area 4 - Residential
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 92.20 ac
= 3.3%
= LAG
= 5.38 in
= 24 hrs
English
Peak discharge = 151.70 cfs
Time interval = 1 min
Curve number = 75
Hydraulic length = 3450 ft
Time of conc. (Tc) = 54.8 min
Distribution = Type II
Shape factor = 484
Total Volume = 912,794 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.20 110.33 12.73 122.53
12.22 114.45 12.75 120.27
12.23 118.49 12.77 117.97
12.25 122.41 12.78 115.63
12.27 126.21 12.80 113.26
12.28 129.88 12.82 110.86
12.30 133.39 12.83 108.43
12.32 136.73
12.33 139.84
12.35 142.69 ... End
12.37 145.24
12.38 147.44
12.40 149.24
12.42 150.58
12.43 151.42
12.45 151.70 <<
12.47 151.36
12.48 150.61
12.50 149.47
12.52 148.05
12.53 146.42
12.55 144.69
12.57 142.91
12.58 141.08
12.60 139.20
12.62 137.27
12.63 135.29
12.65 133.27
12.67 131.21
12.68 129.10
12.70 126.95
12.72 124.76
59
Hydrograph Report
Hyd. No. 14
Outfall of Area 4
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 11
Page 1
English
Peak discharge = 366.92 cfs
Time interval = 1 min
2nd inflow hyd. No: 13
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.13 169.41 93.19 262.60
12.15 173.22 97.55 270.76
12.17 176.43 101.87 278.29
12.18 179.18 106.13 285.31
12.20 181.59 110.33 291.92
12.22 183.77 114.45 298.22
12.23 185.80 118.49 304.29
12.25 188.22 122.41 310.63
12.27 190.63 126.21 316.84
12.28 192.90 129.88 322.78
12.30 195.06 133.39 328.45
12.32 197.16 136.73 333.89
12.33 199.23 139.84 339.07
12.35 201.28 142.69 343.97
12.37 203.32 145.24 348.57
12.38 205.37 147.44 352.81
12.40 207.40 149.24 356.64
12.42 209.42 150.58 360.00
12.43 211.69 151.42 363.11
12.45 213.67 151.70 << 365.37
12.47 215.24 151.36 366.59
12.48 216.31 150.61 366.92 <<
12.50 216.97 149.47 366.44
12.52 217.20 << 148.05 365.25
12.53 217.01 146.42 363.43
12.55 216.43 144.69 361.12
12.57 215.48 142.91 358.39
12.58 214.17 141.08 355.24
12.60 212.45 139.20 351.65
12.62 210.46 137.27 347.73
12.63 208.21 135.29 343.51
12.65 205.78 133.27 339.05
12.67 203.21 131.21 334.41
12.68 200.55 129.10 329.65
12.70 197.86 126.95 324.81
12.72 195.12 124.76 319.88
Continues on next page
Total Volume = 2,414,426 cuft
G0
Outfall of Area 4
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.73 192.35 122.53 314.88
12.75 189.53 120.27 309
80
12.77 186.67 117.97 .
304
64
12.78 183.77 115.63 .
299
41
12.80 180.84 113.26 .
294.10
12.82 177.87 110.86 288.73
12.83 174.87 108.43 283
30
12.85 171.83 105.97 .
277.80
12.87 168.76 103.48 272.24
12.88 165.66 100.97 266
63
12.90 162.53 98.43 .
260.96
... End
Page 2

Hydrograph Report
Page 1
Hyd. No. 16
Area 5A1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
English
= SCS Runoff Peak discharge = 42.38 cfs
= 10 yrs Time interval = 1 min
= 6.70 ac Curve number = 92
= 4.0% Hydraulic length = 1150 ft
= LAG Time of conc. (Tc) = 11.4 min
= 5.38 in Distribution = Type II
= 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.90 30.09
11.92 33.13
11.93 36.00
11.95 38.58
11.97 40.64
11.98 41.98
12.00 42.38 <<
12.02 41.68
12.03 39.80
12.05 37.23
12.07 34.07
12.08 30.54
End
Total Volume= 110,225 cuft
t2
Hydrograph Report
Page 1
Hyd. No. 17
Pond 2 - Ret. Only
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 16
Max. Elevation = 283.61 ft
Storage Indication method used.
Hydrograph Discharge Table
English
Peak discharge
Time interval
Reservoir name
Max. Storage
= 40.25 cfs
= 1 min
= Pond 2
= 54,511 cult
Total Volume = 88,968 cuft
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.93 36.00 283.48 61.31 0.10
11.95 38.58 283.51 61.46 0.10
11.97 40.64 283.55 61.60 0.10
11.98 41.98 283.57 61.73 0.10
12.00 42.38 << 283.59 61.82 0.10
12.02 41.68 283.61 61.88 0.10
12.03 39.80 283.61 << 61.89 0.10
12.05 37.23 283.60 61.86 0.10
12.07 34.07 283.59 61.78 0.10
12.08 30.54 283.56 61.67 0.10
12.10 26.87 283.53 61.53 0.10
12.12 23.32 283.49 61.37 0.10
... End
----- ----- 29.36 ----- ----- ----- 29.46
----- ----- 32.14 ----- ----- ----- 32.24
----- ----- 34.76 -----
----- -----
34.86
----- ----- 37.05 ----- ----- ----- 37.15
----- ----- 38.84 ----- ----- ----- 38.94
----- ----- 40.10 ----- ----- ----- 40.01
----- ----- 40.44 -----
----- -----
40.25 «
----- ----- 39.63 ----- ----- ----- 39.67
----- ----- 38.15
----- ----- -----
38.25
----- ----- 36.04 ----- ----- ----- 36.14
----- ----- 33.40 -----
----- -----
33.50
----- ----- 30.41 ----- ----- ----- 30.51
G3
Reservoir Report
Weir Structures
[A] [B] [C]
Reservoir No. 4 - Pond 2
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cult cult
0.00 275.50 3,320 0 0
5.00 280.50 7,130 26,125 26
125
7.50 283.00 9,830 21,200 ,
47
325
10.50 286.00 13,750 35,370 ,
82,695
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in = 30.0 1.5 0.0 0.0
Span in = 30.0 1.5 0.0 0.0
No. Barrels = 1 1 0 0
Invert El. ft = 275.50 280.50 0.00 0.00
Length ft = 50.0 0.0 0.0 0.0
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = ----- Yes No No
Stage / Storage / Discharge Table
Crest Len ft = 28.3 20.0 0.0
Crest El. ft = 283.00 284.00 0.00
Weir Coeff. = 3.00 3.00 0.00
Eqn. Exp. = 1.50 1.50 0.00
Multi-Stage = Yes No No
Tailwater Elevation = 0.00 ft
Page 1
English
[D]
0.0
0.00
0.00
0.00
No
Note: All outFlows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Discharge
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 275.50 0.00 0.00 --- --- 0.00 0.00 --- --- 0
00
5.00 26,125 280.50 45.76 0.00 --- --- 0.00 0.00 --- .
--- 0
00
7.50 47,325 283.00 59.08 0.09 --- --- 0.00 0.00 --- .
--- 0
09
10.50 82,695 286.00 71.88 0.00 --- --- 440.53 169.71 --- .
--- 241.58
to q
`Hydrograph Report
Page 1
Hyd. No. 18
Area 5a - Stores
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 28.33 ac
= 3.0%
= LAG
= 5.38 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.02 72.98
12.03 77.14
12.05 81.09
12.07 84.82
12.08 88.29
12.10 91.45
12.12 94.24
12.13 96.62
12.15 98.53
12.17 99.91
12.18 100.70
12.20 100.86 <<
12.22 100.32
12.23 99.03
12.25 97.26
12.27 95.05
12.28 92.51
12.30 89.75
12.32 86.89
12.33 84.00
12.35 81.06
12.37 78.10
12.38 75.11
12.40 72.10
...End
English
Peak discharge = 100.86 cfs
Time interval = 1 min
Curve number = 89
Hydraulic length = 2800 ft
Time of conc. (Tc) = 30.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 425,893 cuft
/„ g
Hydrograph Report
Page 1

Hyd. No. 19 English
Pond 3 - Ret/Det
Hydrograph type = Reservoir Peak discharge = 21
69 cfs
Storm frequency = 10 yrs Time interval .
= 1 mi

Inflow hyd. No
=
18 n
.
Max. Elevation =
276
11 ft Reservoir name = Pond 3
. Max. Storage = 354,690 cuft

Storage Indication method used,
Total Volume = 211,339 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A
(hrs) cfs Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.42 69.08 275.41 21.12 ----- 0.29 ----- 15
49 -----

12.43 66.04 275.50
21.20
----- 0.28 .
----- 21
13 ~~
--- ----- 15.47

12.45 63.01 275.58
21.27
----- 0.27 .
-- -----
----- 26
14 -- ----_ 18.24

2.47 59.98 275.65
21.33
----- 0.19 .
---
----- 31
26 ---- ----- 20.70

12.48 56.96 275.72
21.38
----- 0.11 .
-
----- 36
15 ----- ----- 21.33

2.50 53.96 275.78
21.43
----- 0.03 .
----- 40
64 --- ----- 21.38

2.52 50.98 275.84
21.47
----- ----- .
--
----- 45
08 ----- ----- 21.43

12.53 48.04 275.89
21.51
----- ----- .
-- -- -
----- 49
27 ---- ----- 21.47

2.55 45.15 275.93
21.55
----- ----- .
-
----- 53
01 -- ----- 21.51

12.57 42.30 275.97
21.58
----- ----- .
--- -----
----- 56
32 ----- ----- 21.55

12.58 39.51 276.00
21.61
----- ----- .
-----
59
21 ---- ----- 21.58

12.60 36.80 276.03
21.63
----- ----- .
----- 61
71 ---- ----- 21.61

2.62 34.16 276.05
21.65
----- ----- .
-
----- 63
80 ----- ----- 21.63

12.63 31.63 276.07
21.67
----- ----- .
-----
----- 65
50 ---- ----- 21.65

12.65 29.22 276.09
21.68
----- ----- .
- -----
-----
66
82 ----- ----- 21.67

12.67 26.96 276.10
21.69
----- ----- .
-----
----- 67
79 --- ----- 21.68

12.68 24.86 276.10
21.69
----- ----- .
-- -----
----- 68
43 ----- ----- 21.69

0 22.95 276.11 '

21.69

----- ----- .
-----
----- 68
76
---
-----
21.69

12.72 21.25 276.11 << 21.69

----- ----- .
--
-----
----- 68
83 ----
----- 21.69

12.73 19.78 276.11
21.69
----- ----- .
- - - --
----- 68
65 --- ----- 21.69 <<

12.75 18.57 276.10
21.69
----- ----- .
-- -----
----- 68
27 ---- ----- 21.69

12.77 17.63 276.10
21.68
----- ----- .
- -----
----- 67
73 --- ----- 21.69

12.78 16.87 276.09
21.68
----- ----- .
-- -----
----- 67
06 ---- ----- 21.68

12.80 16.27 276.08
21.67
----- ----- .
- -----
----- 66
28 ---- ----- 21.68

12.82 15.80 276.07
21.66
----- ----- .
- -----
----- 65
43 ---- ----- 21.67

12.83 15.41 276.06
21.66
----- ----- .
- -----
----- 64
52 --- ----- 21.66

12.85 15.05 276.05
21.65
----- ----- .
-- -----
----- 63
55 ---- ----- 21.66

12.87 14.71 276.04
21.64
----- ----- .
- -----
----- 62
53 --- ----- 21.65

12.88 14.39 276.03
21.63
----- ----- .
-- -----
61
45 ---- ----- 21.64

12.90 14.08 276.02
21.62
----- ----- .
-
60
34 --- ----- 21.63

12.92 13.78 276.00
21.61
-----
----- .
--
-----
----- 59
17 ---- ----- 21.62

93 13.49 275.99

21.60

----- ----- .
-
-----
----- 57
98 ---
-----
21.61

2.95 13.22 275.98
21.59
----- ----- .
--
----- 56
75 --- ----- 21.60

12.97 12.96 275.96
21.57
-----
----- .
--
-----
---- 55
48 ----- 21.59
-----

12.98 12.71 275.94
21.56
----- ----- .
----- 54
18 ---- ----- 21.57

13.00 12.47 275.93
21.55
----- ----- .
- -----
52
84 - ----- 21.56
.
---- ----- 21.55
Continues on next page...
L'o?o
Pond 3 - ReMet
Hydrograph Discharge Table
Page 2
Time
Mrs) Inflow
cfs Elevation
ft Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflo

cfs
cfs
cfs
cfs
cfs
cfs cfs cfs w
cfs
13.02 12.25 275.91 21
54 -----

13.03
12.03
275.90 .
21
52
----- ----- ----- 51.46 -----
-----
-
21.54

13.05
11.82
275.88 .
21
51
---- ----- ----- 50.06 -
--
-----
-----
-
21.52

13.07
11.62
275.86 .
21
49
----- ----- ----- 48.63 -
-----
" -----
21.51

13.08
11.44
275.84 .
21
48
----- ----- ----- 47.17 -----
----
-
-'
21.49

13.10
11.26
275.83 .
21
47
----- ----- ----- 45.68 -
-
-----
_----- -----
21.48

13.12
11.08
275.81 .
21
45
---- ----- ----- 44.17 -----
-----
21.47
13.13 10.92 275.79 .
21.44 ----- ---_
0.02 -----
----- 42.63
41
19 ----- --
__ ----- 21.45

1
3.15
13
17 10.76

10
61 275.77 21.42 _____

0.04

----- .

39.79 ----- -----

-----
----- 21.44
.

13.18 .

10.47 275.75

275
73 21.40

21
39 _____

0.07

-----

38.38
-----
----- ----- ----- 21.42

21.40
13.20 10.33 .
275.71 .
21.37 _____
_____ 0.09
12
0 ----- 36.95 ----- ----- ---- 21.39
13.22 10.20 275.69 21.36 _-__ .
0.14 -----
----- 35.50
34
04 ----- ----- ----- 21.37
13.23
13
25 10.08
9
96 275.67 21.34 _____
0.17
----- .
32.56 ----- ----- -----
-----
----- 21.36
.
13.27 .
9.84
275.65
275.63
21.32
21
31
-----
0.20
-----
31.07 -----
-----
----- ----- 21.34
21.32
13.28 9.73
275.61 .
21.29 _____
----- 0.23

0
25 ----- 29.57 ----- -----
----- 21.31
13.30 9.62 275.59 21.27 _____ .
0.27 -----
----- 28.05
26
66 ----- ----- 21.29

13
.32
13
33 9.52

9
42
275.57
21.26
-----
0.27

----- .

25.43 -----
-----
-
-'
----- 20.95
.

1
3.35 .
9.32 275.55

275
53 21.24

21
23 _____
0.27
-----
24.25 -
-
-----
----- -----
----- 20.35
19.77

1
3.37 9.22 .
275.52 .
21.21 -----
----- 0.27

0
28 ----- 23.12 -----
----- ----' 19.22

13
.38 9.13 275.50 21.20 _____ .

0
28 ----- 22.05 ----- ----- 18.69

1
3.40 9.03
275.48
21.19
----- .

0.28 -----

----- 21.02

20
03 --- -----
----" 18.18

1
3.42
1
3
43 8.94

8
85 275.47 21.17 _____

0.28

----- .

19.09 ----- -----

-----
----- 17.70
.

1
3.45 .
8.76
275.45
275
44
21.16
21
15
-----
0.29
-----
18.18 -----
----- ----- 17.24
16.79

1
3.47 8.68 .
275.43 .
21.14 _____
----- 0.29

29
0 ----- 17.32 ----- -----
----- 16.37

1
3.48 8.59 275.41 21.13 _____ .

0.29 -----

----- 16.49

15
70 ----- ----- 15.96

1
3.50 8.51 275.40 21.12 _____

0.29

----- .

14
93 ----- ----- -----

----- 15.57
. ----- 15.20
..End
ly
Reservoir Report
Page 1
Reservoir No. 2 - Pond 3 English
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation
ft ft
0.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00
16.00
262.00
264.00
266.00
268.00
270.00
272.00
274.00
276.00
278.00
Contour area Incr. Storage Total storage
sgft cuft cult
15,950 0 0
18,270 34,220 34,220
20,800 39,070 73,290
23,470 44,270 117,560
26,190 49,660 167,220
29,070 55,260 222,480
32,020 61,090 283,570
35,120 67,140 350,710
38,290 73,410 424,120
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 15.0 0.0 2.0 0.0 Crest Len ft = 19.6 60.0 0.0 0
0
Span in = 15.0 0.0 2.0 0.0 Crest El. ft = 275.00 276.50 0.00 .
0
00
No. Barrels = 1 0 1 0 Weir Coeff. = 3.00 3.00 0.00 .
0
00
Invert El. ft = 262.00 0.00 267.50 0.00 Eqn. Exp. = 1.50 1.50 0.00 .
0
00
Length ft = 50.0 0.0 0.0 0.0 Multi-Stage = Yes No No .
No
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = ----- Yes Yes No Tailwater Elevation = 0.00 ft
Stage / Storage / Disc harge Table Note All outflows have been analyzed under inlet and outlet control.
Stage Storage
ft
lt Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
cu ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0
2.00 34
220 262.00
264
00 0.00 ---
6
76 0.00 --- 0.00 0.00 0.00
,
4.00 73,290 .
266.00 .
10.85 --- 0.00
0.00 --- 0.00
--- 0
00 0.00
0
00 0.00

6.00 117,560
268.00
13.70 ---
0.07 .
0
00 .
0
00 0.00

8.00 167,220
10.00 222
480
270.00
272
00
16.04 ---
18
09
0.16 .
--- 0.00 .
0.00 ---
--- ---
--- 0.07
0.16
,
12.00 283,570 .
274.00 .
---
19.93 --- 0.22
0.27 --- 0.00
--- 0
00 0.00
0
00 --- --- 0.22

14.00 350,710
16.00 424
120
276.00
278
00
21.61 ---
23
17
0.00 .
--- 58.80 .
0.00 ---
--- ---
--- 0.27
21.61
, . .
--- 0.00 --- 305.53 330.68 --- --- 353.85
I _
Hydrograph Report Page ,
English
Hyd. No. 20
Area 5B - Area Below Outfall
Hydrograph type = SCS Runoff Peak discharge = 4.69 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 5.90 ac Curve number = 59
Basin Slope = 4.0% Hydraulic length = 2140 ft
Tc method = LAG Time of conc. (Tc) = 51.9 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 30,809 cult
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.22 3.28 12.75 3.83
12.23 3.44 12.77 3.76
12.25 3.59 12.78 3.69
12.27 3.73 12.80 3.62
12.28 3.88 12.82 3.55
12.30 4.01 12.83 3.48
12.32 4.14 12.85 3.40
12.33 4.26 12.87 3.32
12.35 4.38
12.37 4.47
12.38 4.56 ...End
12.40 4.62
12.42 4.67
12.43 4.68
12.45 4.69 <<
12.47 4.68
12.48 4.65
12.50 4.62
12.52 4.58
12.53 4.54
12.55 4.50
12.57 4.46
12.58 4.41
12.60 4.36
12.62 4.31
12.63 4.26
12.65 4.20
12.67 4.14
12.68 4.09
12.70 4.02
12.72 3.96
12.73 3.90
49
Hydrograph Report
Hyd. No. 21
Total Area 5
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 17
Page 1
English
Peak discharge = 41.85 cfs
Time interval = 1 min
2nd inflow hyd. No: 20
Total Volume =119,777 cuft
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow
Mrs) cfs cfs
11.93 29.46
11.95 32.24
11.97 34.86
11.98 37.15
12.00 38.94
12.02 40.01
12.03 40.25 <<
12.05 39.67
12.07 38.25
12.08 36.14
12.10 33.50
12.12 30.51
12.13 27.37
... End
0.75
0.88
1.02
1.16
1.30
1.45
1.59
1.74
1.89
2.05
2.20
2.35
2.51
Outflow
cfs
30.22
33.13
35.88
38.31
40.24
41.45
41.85 <<
41.41
40.15
38.19
35.70
32.87
29.88
70
Hydrograph Report
Page 1
English
Hyd. No. 22
Outfall Area 5
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 19
Peak discharge = 42.05 cfs
Time interval = 1 min
2nd inflow hyd. No= 21
Total Volume = 331,116 cuft
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow
(hrs) cfs cfs
11.93 0.18 30.22
11.95 0.19 33.13
11.97 0.19 35.88
11.98 0.20 38.31
12.00 0.20 40.24
12.02 0.20 41.45
12.03 0.21 41.85 <<
12.05 0.21 41.41
12.07 0.22 40.15
12.08 0.22 38.19
12.10 0.23 35.70
12.12 0.23 32.87
12.13 0.24 29.88
12.45 20.70 10.14
12.47 21.33 9.94
12.48 21.38 9.73
12.50 21.43 9.53
12.52 21.47 9.33
12.53 21.51 9.13
12.55 21.55 8.94
12.57 21.58 8.75
12.58 21.61 8.56
12.60 21.63 8.38
12.62 21.65 8.20
12.63 21.67 8.03
12.65 21.68 7.87
... End
Outflow
cfs
30.40
33.31
36.07
38.51
40.44
41.66
42.05 <<
41.63
40.36
38.41
35.93
33.10
30.11
30.84
31.26
31.11
30.96
30.80
30.65
30.49
30.33
30.18
30.01
29.86
29.70
29.54
7/
Outfall at 5
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.70 324.81 29.10 353.91
12.72 319.88 28.96 348.84
12.73 314.88 28.82 343.70
12.75 309.80 28.69 338.48
12.77 304.64 28.55 333.19
12.78 299.41 28.42 327.83
12.80 294.10 28.30 322.40
12.82 288.73 28.17 316.91
12.83 283.30 28.05 311.35
12.85 277.80 27.92 305.72
12.87 272.24 27.80 300.04
12.88 266.63 27.68 294.30
12.90 260.96 27.55 288.51
12.92 255.24 27.43 282.66
End
Page 2
?3
Hydrograph Report
Page 1
Hyd. No. 24
Stream Section 4
Hydrograph type
Storm frequency
Inflow hyd. No.
Reach length
Manning's n
Side slope
Rating curve x
Ave. velocity
= Reach
= 10 yrs
= 23
= 1190.0 ft
= 0.040
= 2.0:1
= 1.221
= 20.32 ft/s
Peak discharge
Time interval
Section type
Channel slope
Bottom width
Max. depth
Rating curve m
Routing coeff.
English
= 397.92 cfs
= 1 min
= Trapezoidal
= 0.9%
= 5.0 ft
= 3.0 ft
= 1.363
= 0.8223
Modified Aft-Kin routing method used.
Hydrograph Discharge Table
Time Inflow Outflow
(hrs) cfs cfs
12.13 292.72 285.27
12.15 297.89 291.39
12.17 302.53 296.73
12.18 306.85 301.50
12.20 311.02 305.90
12.22 315.44 310.11
12.23 320.46 314.49
12.25 325.83 319.40
12.27 331.17 324.69
12.28 336.36 330.02
12.30 341.43 335.24
12.32 346.38 340.33
12.33 351.16 345.30
12.35 355.75 350.12
12.37 361.62 354.75
12.38 369.06 360.40
12.40 378.09 367.52
12.42 386.02 376.21
12.43 391.69 384.28
12.45 396.21 390.38
12.47 397.86 395.17
12.48 398.03 << 397.38
12.50 397.40 397.92 <<
12.52 396.05 397.49
12.53 394.08 396.31
12.55 391.61 394.48
12.57 388.73 392.12
12.58 385.42 389.33
12.60 381.66 386.11
12.62 377.58 382.45
12.63 373.21 378.45
12.65 368.60 374.14
Continues on next page...
Total Volume = 2,744,803 cuft
7y
Stream Section 4
Hydrograph Discharge Table
Time Inflow O utflow
(hrs) cfs cfs
12.67 363.81 369.58
12.68 358.90 364.83
12.70 353.91 359.95
12.72 348.84 354.98
12.73 343.70 349.93
12.75 338.48 344.81
12.77 333.19 339.61
12.78 327.83 334.33
12.80 322.40 328.99
12.82 316.91 323.57
12.83 311.35 318.09
12.85 305.72 312.54
12.87 300.04 306.94
12.88 294.30 301.27
12.90 288.51 295.54
12.92 282.66 289.76
12.93 276.76 283.92
End
Page 2
7S
Hydrograph Report
Page 1
Hyd. No. 26
Area 6A - US 1 Drainage
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 6.46 ac
Basin Slope = 3.2%
Tc method = LAG
Total precip. = 5.38 in
Storm duration = 24 hrs
English
Peak discharge = 8.41 cfs
Time interval = 1 min
Curve number = 68
Hydraulic length = 2500 ft
Time of conc. (Tc) = 52.1 min
Distribution = Type II
Shape factor = 484
Total Volume = 50,070 cult
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.18 5.94 12.72 6.72
12.20 6.19 12.73 6.59
12.22 6.44 12.75 6.45
12.23 6.68 12.77 6.32
12.25 6.91 12.78 6.18
12.27 7.14 12.80 6.04
12.28 7.36 12.82 5.90
12.30 7.56
12.32 7.75
12.33 7.92 ...End
12.35 8.08
12.37 8.21
12.38 8.31
12.40 8.38
12.42 8.41 <<
12.43 8.41
12.45 8.38
12.47 8.33
12.48 8.25
12.50 8.17
12.52 8.07
12.53 7.98
12.55 7.88
12.57 7.78
12.58 7.67
12.60 7.56
12.62 7.45
12.63 7.33
12.65 7.22
12.67 7.10
12.68 6.97
12.70 6.85
r) &
Hydrograph Report
Page 1
English
Hyd. No. 27
Area 6B - Outparcels
Hydrograph. type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 9.29 ac
= 5.1 %
= LAG
= 5.38 in
= 24 hrs
Peak discharge = 43.63 cfs
Time interval = 1 min
Curve number = 83
Hydraulic length = 1100 ft
Time of conc. (Tc) = 13.8 min
Distribution = Type II
Shape factor = 484
Total Volume =118,364 cuff
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.93 32.60
11.95 35.54
11.97 38.24
11.98 40.54
12.00 42.28
12.02 43.33
12.03 43.63 <<
12.05 43.09
12.07 41.65
12.08 39.67
12.10 37.20
12.12 34.40
12.13 31.42
End
77
Hydrograph Report Page 1
English
Hyd. No. 28
Pond 4 - Ret Only
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 27
Max. Elevation = 268.05 ft
Peak discharge = 32.04 cfs
Time interval = 1 min
Reservoir name = POND 4
Max. Storage = 75,169 cuft
Storage Indication method used.
Hydrograph Discharge Table
Total Volume = 75,817 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.08 39.67 267.97 39.92 ----- 0.04 ----- 27.33 ----- ----- ----- 27.36
12.10 37.20 268.02 40.07 ----- 0.04 ----- 31.70 ----- ----- ----- 30.75
12.12 34.40 268.04 40.14 ----- 0.05 ----- 34.19 ----- ----- ----- 31.81
12.13 31.42 268.05 << 40.15 ----- 0.05 ----- 34.73 ----- ----- ----- 32.04 <<
12.15 28.45 268.04 40.12 ----- 0.05 ----- 33.70 ----- ----- ----- 31.60
12.17 25.56 268.01 40.06 ----- 0.04 ----- 31.43 ----- ----- ----- 30.63
12.18 22.79 267.98 39.97 ----- 0.04 ----- 28.75 ----- ----- ----- 28.79
12.20 20.16 267.95 39.88 ----- 0.04 ----- 26.19 ----- ----- ----- 26.23
12.22 17.70 267.92 39.78 ----- 0.03 ----- 23.64 ----- ----- ----- 23.67
,..End
7$
Reservoir Report Page 1
English
Reservoir No. 3 - POND 4
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft tuft cult
0.00 260.00 3,390 0 0
5.00 265.00 7,300 26,725 26,725
7.50 267.50 9,680 42,450 69,175
10.00 270.00 12,220 27,375 96,550
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in = 24.0 0.0 1.5 0.0
Span in = 24.0 0.0 1.5 0.0
No. Barrels = 1 0 1 0
Invert El. ft = 260.00 0.00 265.00 0.00
Length ft = 50.0 0.0 50.0 0.0
Slope % = 1.00 0.00 1.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = ----- No Yes No
Weir Structures
[A] [B] [C] [D]
Crest Len ft = 28.3 20.0 0.0 0.0
Crest El. ft = 267.50 268.50 0.00 0.00
Weir Coeff. = 3.00 3.00 0.00 0.00
Eqn. Exp. = 1.50 1.50 0.00 0.00
Multi-Stage = Yes No No No
Tailwater Elevation = 0.00 ft
Stage / Storage / Discharge Table
Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 260.00 0.00 --- 0.00 --- 0.00 0.00 --- --- 0.00
5.00 26,725 265.00 30.25 --- 0.00 --- 0.00 0.00 --- --- 0.00
7.50 69,175 267.50 38.56 --- 0.03 --- 0.00 0.00 --- --- 0.03
10.00 96,550 270.00 45.37 --- 0.97 --- 335.12 110.23 --- --- 155.60
r19
Hydrograph Report Page
English
Hyd. No. 29
Area 6 Development
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 26
Peak discharge = 37.20 cfs
Time interval = 1 min
2nd inflow hyd. No.= 28
Total Volume =125,887 cuft
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.08 4.37 27.36 31.73
12.10 4.63 30.75 35.38
12.12 4.90 31.81 36.71
12.13 5.16 32.04 << 37.20 <<
12.15 5.42 31.60 37.02
12.17 5.68 30.63 36.32
12.18 5.94 28.79 34.73
12.20 6.19 26.23 32.42
12.22 6.44 23.67 30.11
12.23 6.68 21.18 27.86
... End
SD
Hydrograph Report Page
English
Hyd. No. 30
Area 6C - Undeveloped
Hydrograph type = SCS Runoff Peak discharge = 8.45 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 5.74 ac Curve number = 59
Basin Slope = 6.2% Hydraulic length = 925 ft
Tc method = LAG Time of conc. (Tc) = 21.3 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Total Volume = 30,418 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.00 5.98
12.02 6.53
12.03 7.03
12.05 7.48
12.07 7.85
12.08 8.15
12.10 8.36
12.12 8.45 <<
12.13 8.41
12.15 8.29
12.17 8.09
12.18 7.83
12.20 7.52
12.22 7.20
12.23 6.87
12.25 6.54
12.27 6.20
End
a/
Hydrograph Report
Page 1
English
Hyd. No. 31
Total Area 6
Hydrograph type = Combine
Storm frequency = 10 yrs
1 st inflow hyd. No.= 29
Peak discharge = 45.62 cfs
Time interval = 1 min
2nd inflow hyd. No; 30
Total Volume = 156,305 cult
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow =
(hrs) cfs cfs
12.07 24.30
12.08 31.73
12.10 35.38
12.12 36.71
12.13 37.20 <<
12.15 37.02
12.17 36.32
12.18 34.73
12.20 32.42
12.22 30.11
12.23 27.86
12.25 25.73
... End
7.85
8.15
8.36
8.45 <<
8.41
8.29
8.09
7.83
7.52
7.20
6.87
6.54
Outflow
cfs
32.15
39.88
43.74
45.16
45.62 <<
45.32
44.41
42.55
39.94
37.31
34.74
32.27
A2
Hydrograph Report Page 1
English
Hyd. No. 32
Outfall Area 6
Hydrograph type = Combine Peak discharge = 41.4.69 cfs
Storm frequency = 10 yrs Time interval = 1 min
1 st inflow hyd. No.= 24 2nd inflow hyd. No.= 31
Total Volume = 2,901,107 cuft
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.08 260.07 39.88 299.95
12.10 269.79 43.74 313.53
12.12 278.15 45.16 323.30
12.13 285.27 45.62 << 330.89
12.15 291.39 45.32 336.71
12.17 296.73 44.41 341.14
12.18 301.50 42.55 344.06
12.20 305.90 39.94 345.84
12.22 310.11 37.31 347.42
12.23 314.49 34.74 349.23
12.25 319.40 32.27 351.67
12.27 324.69 29.95 354.64
12.28 330.02 27.82 357.84
12.30 335.24 25.91 361.14
12.32 340.33 24.25 364.58
12.33 345.30 23.07 368.37
12.35 350.12 22.25 372.38
12.37 354.75 21.48 376.23
12.38 360.40 20.76 381.16
12.40 367.52 20.08 387.61
12.42 376.21 19.45 395.66
12.43 384.28 18.84 403.11
12.45 390.38 18.26 408.64
12.47 395.17 17.72 412.89
12.48 397.38 17.22 414.60
12.50 397.92 << 16.77 414.69 <<
12.52 397.49 16.36 413.85
12.53 396.31 15.98 412.28
12.55 394.48 15.62 410.10
12.57 392.12 15.28 407.40
12.58 389.33 14.95 404.28
12.60 386.11 14.63 400.74
12.62 382.45 14.31 396.76
12.63 378.45 13.99 392.44
12.65 374.14 13.68 387.82
12.67 369.58 13.38 382.96
Continues on next page...
63
Outfall Area 6
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.68 364.83 13.08 377.91
12.70 359.95 12.79 372.75
12.72 354.98 12.52 367.50
12.73 349.93 12.24 362.18
12.75 344.81 11.98 356.79
12.77 339.61 11.72 351.33
12.78 334.33 11.47 345.81
12.80 328.99 11.23 340.22
12.82 323.57 10.99 334.56
12.83 318.09 10.76 328.85
12.85 312.54 10.53 323.08
12.87 306.94 10.31 317.24
12.88 301.27 10.09 311.36
12.90 295.54 9.87 305.41
12.92 289.76 9.66 299.42
12.93 283.92 9.44 293.37
End
Page 2
&V
Hydrograph Report
Page 1
Hyd. No. 34
Area 7 - Residential
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 79.65 ac
= 3.7%
= LAG
= 5.38 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
12.28 65.69 12.82 80.45
12.30 67.94 12.83 79.46
12.32 70.15 12.85 78.45
12.33 72.32 12.87 77.41
12.35 74.45 12.88 76.36
12.37 76.52 12.90 75.28
12.38 78.53 12.92 74.18
12.40 80.46 12.93 73.07
12.42 82.32 12.95 71.94
12.43 84.07 12.97 70.79
12.45 85.70 12.98 69.62
12.47 87.18 13.00 68.44
12.48 88.49 13.02 67.24
12.50 89.60 13.03 66.03
12.52 90.48 13.05 64.80
12.53 91.11
12.55 91.46
12.57 91.48 << ... End
12.58 91.29
12.60 90.90
12.62 90.36
12.63 89.71
12.65 89.01
12.67 88.27
12.68 87.51
12.70 86.72
12.72 85.90
12.73 85.06
12.75 84.19
12.77 83.29
12.78 82.37
12.80 81.42
English
Peak discharge = 91.48 cfs
Time interval = 1 min
Curve number = 69
Hydraulic length = 3700 ft
Time of conc. (Tc) = 64.6 min
Distribution = Type II
Shape factor = 484
Total Volume = 636,658 cuft
g5
Hydrograph Report
Page 1
English
Hyd. No. 35
Area 7 Outfall
Hydrograph type = Combine Peak discharge = 504.33 cfs
Storm frequency = 10 yrs Time interval = 1 min
1 st inflow hyd. No.= 32 2nd inflow hyd. No. 34
Hydrograph Discharge Table
Time 1 st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.10 313.53 40.37 353.90
12.12 323.30 42.64 365.94
12.13 330.89 44.93 375.82
12.15 336.71 47.24 383.94
12.17 341.14 49.55 390.69
12.18 344.06 51.87 395.92
12.20 345.84 54.19 400.03
12.22 347.42 56.51 403.93
12.23 349.23 58.82 408.05
12.25 351.67 61.13 412.80
12.27 354.64 63.42 418.06
12.28 357.84 65.69 423.53
12.30 361.14 67.94 429.08
12.32 364.58 70.15 434.73
12.33 368.37 72.32 440.69
12.35 372.38 74.45 446.82
12.37 376.23 76.52 452.74
12.38 381.16 78.53 459.68
12.40 387.61 80.46 468.07
12.42 395.66 82.32 477.98
12.43 403.11 84.07 487.19
12.45 408.64 85.70 494.34
12.47 412.89 87.18 500.07
12.48 414.60 88.49 503.09
12.50 414.69 << 89.60 504.29
12.52 413.85 90.48 504.33 <<
12.53 412.28 91.11 503.39
12.55 410.10 91.46 501.55
12.57 407.40 91.48 << 498.88
12.58 404.28 91.29 495.57
12.60 400.74 90.90 491.64
12.62 396.76 90.36 487.12
12.63 392.44 89.71 482.15
12.65 387.82 89.01 476.82
12.67 382.96 88.27 471.23
12.68 377.91 87.51 465.42
Continues on next page...
Total Volume = 3,537,766 cult
86
Area 7 Outfall
Hydrograph Discharge Table
Time 1st Inflow + 2nd Inflow = Outflow
(hrs) cfs cfs cfs
12.70 372.75 86.72 459.47
12.72 367.50 85.90 453.40
12.73 362.18 85.06 447.24
12.75 356.79 84.19 440.97
12.77 351.33 83.29 434.62
12.78 345.81 82.37 428.17
12.80 340.22 81.42 421.64
12.82 334.56 80.45 415.02
12.83 328.85 79.46 408.31
12.85 323.08 78.45 401.52
12.87 317.24 77.41 394.66
12.88 311.36 76.36 387.71
12.90 305.41 75.28 380.69
12.92 299.42 74.18 373.60
12.93 293.37 73.07 366.44
12.95 287.27 71.94 359.20
End
Page 2
87
INLET/OUTLET
PROTECTION
Rip rap apron sizes calculated using NYDOT/USDA Soil Conservation Sevice
methods as outlined in the NC State manual.
06
60" Culvert
Worksheet for Circular Channel
Project Description
Project File c:\haestadftacademic\fmw\wake for.fm2
Worksheet Culvert Crossing
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.005000 ft/ft
Diameter 60.00 in
Discharge 152.86 cfs
Results
Depth 3.48 ft
Flow Area 14.58 ftz
Wetted Perimeter 9.86 ft
Top Width 4.60 ft
Critical Depth 3.55 ft
Percent Full 69.54
Critical Slope 0.0047 55 ft/ft
Velocity 10.49 ft/s
Velocity Head 1.71 ft
Specific Energy 5.19 ft
Froude Number 1.04
Maximum Discharge 198.09 cfs
Full Flow Capacity 184.15 cfs
Full Flow Slope 0.003445 fttft
Flow is supercritical.
ZaNe 3
G? I RI P WAF
T= 24?'
mil = 3 >e = 3 x 5' = ? `'
ZIP
U s E -- Oa-rLJE-T
L- '
-r = 24 "
L=40'
I N L.ET
C? 1 ?iPP
T = 18"
L - 2D
W = 1?`.
06/02/00 Academic Edition FlowMaster v5.17
08:29:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
t7 /
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
JOB -1, ?? Ate-. Aei ?,,cST -- , 40.40 /4S
SHEET NO. '/ OF ?
CALCULATED BY 9: DATE
CHECKED BY
c(e(F
DATE

Z 7//
wd?
//v Y.-I I?ES!-rte'
SASS / ?f' ? F'

PRODUCT 204 1 (S." X1203-1 ft MI 9e)
Outfall @ Pond #1
Worksheet for Circular Channel
Project Description
Project File c:lhaestadlacademic\fmvAwake for.fm2
Worksheet Outfall - Pond 1
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.010000 ft/ft
Diameter 36.00 in
Discharge 58.70 cfs
Results
Depth 26.2 in
Flow Area 5.51 ftz
Wetted Perimeter 6.13 ft
Top Width 2.67 ft
Critical Depth 2.48 ft
Percent Full 72.81
Critical Slope 0.007640 fttft
Velocity 10.65 ftts
Velocity Head 1.76 ft
Specific Energy 3.95 ft
Froude Number 1.31
Maximum Discharge 71.74 cfs
Full Flow Capacity 66.69 cfs
Full Flow Slope 0.007746 fttft
Flow is supercritical.
ZDh1,E5 3
cuss i ,?,? ??r
Z- x

07/03100 Academic Edition FlowMaster v5.17
11:43:58 AM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 or 1
91
CIVIL CONSULTANTS, INC. JOB
3622 Lyckan Pky. Suite 3003 SHEET NO. OF
DURHAM, NORTH CAROLINA 27707 CALCULATED DATE
[phone]
FAX [phone] CHECKED BY DATE
W = 21J, _
PRODUCT 204 1 15npk Shedd 205.1 IPaW) 92
Outfall @ Pond 2
Worksheet for Circular Channel
Project Description
Project File c:\haestadlacademiclfmvAwake for.fm2
Worksheet Outfall @ Pond 2
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Channel Slope 0.010000 ft/ft
Diameter 30.00 in
Discharge 40.25 cfs
Results
Depth 2.01 ft
Flow Area 4.23 ft2
Wetted Perimeter 5.56 ft
Top Width 1.99 ft
Critical Depth 2.13 ft
Percent Full 80.33
Critical Slope 0.009011 ft/ft
Velocity 9.52 ft/s
Velocity Head 1.41 ft
Specific Energy 3.42 ft
Froude Number 1.15
Maximum Discharge 44.12 cfs
Full Flow Capacity 41.01 cfs
Full Flow Slope 0.009630 ft/ft
Flow is supercritical.
%/mar G??'EuE'

r?
1 ?5 ,/
07/03/00 Academic Edition FlowMaster v5.17
11:46:36 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

4?
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]

SHEET NO.
OF
CALCULATED BY__ elc \ DATE 7
CHECKED BY
SCALE
DATE
?"? ?Ns?L ??Sf?l
7. Z
PRODUCT 2011 RS+gk SIMSI 205 1 (PaM)
4.4 = 20
9'q
CIVIL CONSULTANTS, INC.
3622 Lyckan Pky. Suite 3003
DURHAM, NORTH CAROLINA 27707
[phone]
FAX [phone]
joB
SHEET NO. OF
CALCULATED BY = -•? r`. DATE J ?V
i
CHECKED BY
SCALF
DATE
Z
-7- = /v6 'i
PROOUCT 204 1 iS.ngM ShMs, 2051 i.PjWMi
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V
O
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m
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9
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96
Pond 1 - Outfall Protection
Worksheet for Trapezoidal Channel
Project Description
Project File c:lhaestaftcademic\fmvAwake ec.fm2
Worksheet Permanent Weir - Pond 1
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.072
Channel Slope 0.130000 ft(ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 30.00 ft
Discharge 84.68 cfs
Results
Depth 0.55 ft
Flow Area 17.53 ftz
Wetted Perimeter 33.50 ft
Top Width 33.32 ft
Critical Depth 0.61 ft
Critical Slope 0.091235 ft/ft
Velocity 4.83 ft/s
Velocity Head 0.36 ft
Specific Energy 0.92 ft
Froude Number 1.17
Flow is supercritical.

xe?? ?,13
- 4e
fZtP RAP, C?,?Ss
T Imo,
07/24100 Academic Edition RmWaster v5.17
03:50:45 PM HaestadM@thods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
97
Pond 2 - Outfall Protection
Worksheet for Trapezoidal Channel
Project Description
Project File cAhaestad\academic%fmw\wake ec.fm2
Worksheet Permanent Weir - Pond 2
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.072
Channel Slope 0.250000 ftfft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 20.00 ft
Discharge 48.52 cfs
Results
Depth 0.41 ft
Flow Area 8.81 fl2
Wetted Perimeter 22.62 ft
Top Width 22.49 ft
Critical Depth 0.55 ft
Critical Slope 0.095362 ft/ft
Velocity 5.50 ft/s
Velocity Head 0.47 ft
Specific Energy 0.89 ft
Froude Number 1.55
Flow is supercritical.
=?2,4x.41x,ZS
_ <;.4
S ??, F, ?P
C c.AS?6 e":2.) 30 `' Tl?tc
07124100 Academic Edition FlowMaster v5.17
03:47:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
9k
Pond 4 - Outfall Protection
Worksheet for Trapezoidal Channel
Project Description
Project File cAhaestad\academic\fmw\wake ec.fm2
Worksheet Permanent Weir - Pond 4
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.070
Channel Slope 0.330000 ft1ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 20.00 ft
Discharge 61.15 cfs
Results
Depth 0.43 ft
Flow Area 9.18 ftz
Wetted Perimeter 22.73 ft
Top Width 22.59 ft
Critical Depth 0.64 ft
Critical Slope 0.086171 ft/ft
Velocity 6.66 ftis
Velocity Head 0.69 ft
Specific Energy 1.12 ft
Froude Number 1.84
Flow is supercritical.
T=-? <? s
= ('OZ-4.x . ?3 x e 3?
= 8.815;
2¢„ f;FtP 2AP
Cis Z F??P ??Ap
Zoo " ?t4 ccCK
0724/00 Academic Edition Fl)wMaster v5.17
03:37:30 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
99

Pond 3 - Outfall Protection
Worksheet for Trapezoidal Channel
Project Description
Project File c:lhaestad\academiclfmwlwake ec.fm2
Worksheet Permanent Weir - Pond 3
Flow Element Trapezoidal Channel
Method Manning's Formula
Sohn For Channel Depth
Input Data
Mannings Coefficient 0.072
Channel Slope 0.330000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 60.00 ft
Discharge 168.98 cfs
Results
Depth 0.42 ft
Flow Area 25.77 fl?
Wetted Perimeter 62.66 ft
Top Width 62.52 ft
Critical Depth 0.62 ft
Critical Slope 0.089821 ft/ft
Velocity 6.56 ftfs
Velocity Head 0.67 ft
Specific Energy 1.09 ft
Froude Number 1.80
Flow is suaercritical.
T 1/) s
o42
24'? Rrp WAe
. '? TN i c.+<
- G Lass 7-
07/24100 Academic Edition FkrWaster v5.17
03:38:06 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
ioo
APR-25-00 TUE 11:50 AM CIVIL CONSULTANTS, INC. 919 403 0336 P.02
CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants

#6013
April 25, 2000
Mr. Todd Tugweil
U.S. Army Corps of Engineers
6508 Fails of the Neuse Road
Suite 120
Raleigh, NC 27615
Re: Wake Forest Town Center (proposed 63 acre shopping center)
U. S. Highway 1
Wake Forest, NC
Dear Mr. Tugwell:
This letter will document the meeting in your office this morning between you, Harlan Britt,
and myself regarding the referenced project- Based on the land title information presented and
the other items discussed, you agreed that the subject property will not be linked to the adjoining
State Properties, LLC property (Winn-Dixie) for wetlands permitting purposes.
in the next few days, we will forward application materials to you for the modest impacts
that we discussed. Kevin Martin of S&EC will be the contact person for permitting issues. Thank
you again for your time this morning.
Regards,
Tony M. Whitaker, P.E.
CC' Harlan Britt
Kevin Martin
Tim Dockery
Pat Crosby
3622 Lyckan Parkway Suite 3003 Durham, N.C. 27707
919-490-1645 Phone [phone] Fax ¦ [e-mail]
16:3; 9198785416 RAMEY KEMP & ASSOC. PAGE 02
Ramey Kemp & Associates,
Transportation Engineers
Inc.
May 3, 2000
Mr. Twy Whitaker, PE
Ci ' Cdrultants, Inc.
36 Ly*m Parkway, Suite 3003
NC 27707
RE:; Wake Forest Town Center
SubjW: Primary Access to NC 98
As per our recent conversation, I am writing to reconfirm to you that the proposed US 1
paisllel access road of Wake Forest Town Center must be connected to NC 98 at a
location other than the existing Cloverleaf Drive. As determined through signal systems
analysis, the intersection of Cloverleaf Drive and NC 98 is the cause of the existing
system bottleneck due to its close spacing to the US 1 ramp interchange signals. In fact,
these series of intersections are so closely spaced that the North Carolina Department of
Tr9wPoRstion had considered closure and/or restricting the movements at the Cloverleaf
intersection during their review of the adjacent Winn Dixie site plan. These restrictions
eouW again be a possibility upon completion of NCDOT's review of the proposal that is
presently before them for Wake Forest Town Center.
When Meted, the US 1 parallel. access road will transport large traffic volumes, both
site generated traffic as well as a considerable volume of traffic that will divert to the
parallel access road in lieu of travelling through the congested NC 98 / US 1 interchange
ramp area. Cloverleaf Drive alone will certainly not be capable of supporting the
pmiocicid traffic loading; thus, it is absolutely necessary that a second point of major full
moveiment access be provided on NC 98, preferably as far to the west from the Cloverleaf
Drive traffic signal as is feasible.
If you have any questions or need additional information, please call.
Sincerely,
Ramey Kemp & Associates, Inc.
Kenneth L. Clark, PF.
4928-A Windy Hill Drive • Raleigh. North Carolina 27609
Phone: [phone] • Fax: [phone]
CIVIL CONSULTANTS INC. #6013
Civil Engineers
July 24, 2000 Land Development Consultants
Mr. John Dorney
NCDENR
1621 Mail Service Center vo 4 T
Raleigh, NC 27699
Re: Capital Plaza (formerly Wake Forest Town Center)
Proposed Shopping Center
Wake Forest, NC
Dear Mr. Dorney:
Please find enclosed application materials for an Authorization Certificate for a public street
crossing of a stream tributary to Richlands Creek in the Town of Wake Forest. The Applicant for this
Certificate is Wake Forest/Granite, L.L.C., P.O. Box 1928, Mount Airy, NC 27030, (336-786-1356). The
proposed crossing will provide much-needed relief to current and projected traffic congestion problems
at the NC 98/U.S. 1 interchange (see attached letter from Ramey Kemp and Associates, Inc.) as well
as serve the subject shopping center as shown on the enclosed plans. The existing site access called
Cloverleaf Drive cannot fulfill the traffic capacity needs at this interchange because its proximity to the
U.S. 1 ramps does not allow nearly enough vehicle stacking space for peak traffic hours.
The Applicant has received Site Plan approval from the Town of Wake Forest for the subject
project. As a firm condition of this Site Plan approval, the Town requires the construction of a service
(frontage) road configured as shown on the plans (see attached letter from the Town of Wake Forest).
This configuration requires bending the frontage road westerly as it approaches NC 98, maximizing
the spacing along NC 98 from the new intersection to the U.S. 1 ramps. In addition to providing
extensive traffic studies and coordination with Town of Wake Forest staff, the Applicant has worked
with NCDOT to meet State requirements for the proposed roadway improvements. Both agencies.
agree on the necessity of the roadway as currently designed.
In view of the foregoing, it is clear that reasonable development of the subject property allows
no practical alternative to crossing the stream in question. Consequently, the Applicant proposes to
minimize buffer impacts by crossing the stream perpendicularlyand minimizing the street cross section
while still meeting NCDOT criteria. The total area of buffer disturbance for the street crossing is 0.22
acres, and the length of disturbed buffer is approximately 147 feet. The Applicant further proposes to
provide water quality retention onsite to better protect water quality. Consequently, we have enclosed
stormwater quality pond construction plans and calculations for the site, for your review.
Please call me if you have any questions about this matter.
Regards,
Tony M. Whitaker, P.E.
Attachments
cc: Tim Dockery (with plans)
Kevin Martin (with plans)
3622 Lyckan Parkway Suite 3003 . Durham, N.C. 27707
A
919-490-1645 Phone [phone] Fax [e-mail]
Y
` Soil & Environmental Consultants, Inc.
11010 Raven Ridge Road Raleigh, North Carolina 27614 • Phone: ?? 846-5900 Fax: [phone]
Web Page: www.SandEC.com (?? ?? ;tf
e
This is a 401 water quality certification request for a road crossibg wi
?
channel impacts less than 150 linear feet; therefore, a check for $200 is'enelosed.
August 8, 2000
M a
C-, I
NCDENR-DWQ US Army Corps of Engineers M
Attn: Mr. John Dorney Attn: Mr. Todd Tugwell
Q
4401 Reedy Creek Road 6508 Falls of the Neuse Rd., Ste. 120
Raleigh, NC 27606 Raleigh, NC 27615
RE: Nationwide Permit Courtesy Notification/401 Water Quality Certification Request
Capital Center
Wake Forest, Wake County, NC 001047
(UTM coordinates: Zone 17: 3983500 N, 721500 E) S&EC Project #: 00-5282
Dear Mr. Dorney and Mr. Tugwell,
On behalf of Wake Forest/Granite, LLC (property owner), we hereby notify the US Army
Corps of Engineers and request written concurrence from the North Carolina Division of
Water Quality (NC-DWQ) of our client's intent to use Nationwide Permits 39 and 14 and
their associated 401 Water Quality Certifications for the subject project to cover
permanent impacts to stream channels and wetlands. A Pre-construction Notification
Application (PCN) is attached, which includes an agent authorization form.
The subject property, which consists of a proposed home improvement store, department
store, and other smaller stores, is located southwest of the intersection of US Highway 1
and State Highway 98 in Wake Forest, NC. Please refer to the attached map (Figure 1)
for the project's location on a USGS topographic quadrangle. The property comprises
66.31 acres, 1.64 acres of which were determined to meet jurisdictional wetland criteria.
Wetland Delineation/Permitting/Mitigation Soil/Site Evaluations On-Site Septic Systems Environmental Assessments/Audits
Neuse Basin and Watershed Buffer Evaluations Groundwater Hydrology Endangered Species
Charlotte Office: [phone] • Hickory Office: [phone]
August 8, 2000
S&EC Project #: 00-5282
Page 2 of 3
Proposed impacts to waters of the US resulting from the site plan consist of one road
crossing, comprising 3,294 ft2 of stream channel (Impact #1), and the construction of
retention walls impacting two wetland areas, comprising 8 ft2 (Impact # 2) and 713 ft2
(Impact # 3). Total impacts include 0.092 acre of wetlands and stream channel, which
includes 147 linear feet of stream channel. An aerial sanitary sewer line will be
constructed on piers across the stream channel that runs generally along the western
property boundary (Impact # 4). This sanitary sewer line has been designed to avoid
impacting or impeding the stream channel. Enclosed is a cross-sectional diagram of the
sewer line, as well as maps depicting all of the proposed wetland and stream channel
impacts. The USACE's current policy requires mitigation for impacts that exceed the
requirements for notification. Because impacts resulting from the road crossing covered
under NWP 14 do not exceed 1/10 of an acre or involve discharge into a special aquatic
site, notification to the USACE is not required. Likewise, because impacts resulting from
proposed wetland fills covered under NWP 39 do not exceed 1/10 of an acre, notification
to the USACE is not required. NC-DWQ's current policy does not require mitigation for
wetland and stream channel impacts below 1 /3 of an acre and 150 linear feet. Because
the proposed cumulative impacts resulting from the project do not exceed the
aforementioned thresholds, S&EC believes that wetland or stream channel mitigation
should not be required.
Additionally, three copies of the grading plan, stormwater detention/retention ponds plans
and details, and the stormwater management calculations have been enclosed for NC-
DWQ's review.
The stream channel that will be impacted by the proposed road and aerial sanitary sewer
line crossing is subject to the Neuse River Basin (NRB) riparian buffer rules. On
April 11, 2000, Charles Brown conducted a site visit to confirm the presence of the
buffered stream (DWQ Reference # NBRRO 00-108). Enclosed is a copy of Mr.
Brown's letter confirming the buffer determination.
The road crossing will impact approximately 0.22 acres of riparian buffer (0.14 acres in
Zone 1 of the buffer and 0.081 in Zone 2) and 147 linear feet of stream channel. The
aforementioned sanitary sewer line will be constructed perpendicularly over the buffered
channel using a 30-foot-wide wide construction corridor, which is an "exempt" activity
under the non-electric utility line provision. Three "no practical alternative" letters are
enclosed that explain the need to construct a road across the buffered channel. Current
NC-DWQ policy allows road crossing without mitigation if the impacts are less than or
equal to 150 linear feet of stream channel or 1/3 of an acre of riparian buffer. Because
the project impacts are within these thresholds, S&EC believes that riparian buffer
mitigation should not be required.
It is also important to note that this project is separate from the adjacent Winn Dixie
development as determined in the meeting discussed in the attached letter to the USACE.
August 8, 2000
S&EC Project #: 00-5282
Page 3 of 3
Although all proposed impacts are under the NWP 14 and 39 thresholds required for
notification to the USACE, S&EC believes that the town of Wake Forest may require
written concurrence from the USACE as well as the NC-DWQ.
Sincerely,
A ?VJ /ow-
James D. Cooper
Environmental Scientist
Kevin C. Martin
President
Attachments:
Pre-construction (PCN) notification form
Site Location Map
Site Plan/Impact Map + Sewer Line Cross-sectional Diagram
Agent Authorization Form
Three (3) letters of "no practical alternatives"
NC-DWQ Buffer Subjectivity Letter (5111/00)
Civil Consultants, Inc. Letter (4/25/00)
Grading Plan (NC - DWQ copy only)
Stormwater Detention/Retention Ponds Plans and Details (NC - DWQ copy only)
Stormwater Management Calculations (NC - DWQ copy only)
$200.00 Check for 401 WQC Processing Fee (NC - DWQ copy only)
c: Craig Hunter, Wake Forest/Granite, LLC
DWQ ID:
001047
Corps Action ID:
Nationwide Permit Requested (Provide Nationwide Permit ft 39 & 14
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
PRINT.
1. Owner's Name: Wake Forest/Granite, LLC (Attn: Craig Hunter, manager)
2. Mailing Address: PO Box 1928
Subdivision Name:
City: Mount Airy State: NC
Zip Code: 27030
Project location address, including subdivision name (if different from mailing address
above): Proposed Capital Plaza is located on the southwest side of the intersection of
US Highway 1 and State Highway 98 (see vicinity map); UTM coordinates: Zone 17,
3983500 N, 721500 E.
3) Telephone Number (Home): N/A
(Work): (336)-786-1356
4) If applicable, agent's name or responsible corporate official, address, phone
number:
Soil and Environmental Consultants, Inc Phone: [phone]
11010 Raven Ridge Road
Fax: [phone]
Raleigh, NC 27614
5. Location of work (provide a map, preferable a copy of USGS topographic map or
aerial photograph with scale):
County: Wake Nearest town or city: Wake Forest
Specific Location (include road numbers, landmarks, etc.):
See #2 above
6. Impacted or nearest stream/ river: unnamed tributary to Richland Creek
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 E] 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: 66.31
9b. Estimated total number or acres of wetlands located on project site: 1.635
10a. Number of acres of wetlands impacted by the proposed project by:
Filling: 0.092*
Flooding:
Excavation:
Other:
Drainage: Total acres to be impacted: 0.092
Includes jurisdictional wetlands and other waters of the US
10b. (1) Stream channel to be impacted by the proposed project (if relocated,
provide distance both before and after relocation):
Length before: 147
After: 140
Width Before (based on normal high water contours): approximately 5 ft.
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: ?
Other:
11. If construction of a pond is proposed, what is the size of the watershed draining to
the pond? Pond 1: 503.230 sq ft., Pond 2: 291.991 sq ft.. Pond 3: 1,233,933 sq
ft., Pond 4: 404, 622sq ft.
What is the expected pond surface area? Pond 1: 11,810 sq ft_, Pond 2: 7,130 sq
ft., Pond 3: 22,810 sq ft., Pond 4: 7,300 sq ft.
12. Description of proposed work including discussion of type of mechanical
equipment to be used (attach plans 81/2" x 11" drawings only):
Placement of a pipe and fill material within a stream channel for the purpose of
constructing a road and placement of fill material in wetlands to construct retaining
walls. Mechanical equipment will include heavy machinery typically
used to complete the activities mentioned above.
13. Purpose of proposed work: The purpose of the proposed work is to provide
road acess to the proposed development.
14. State reasons why it is believed that this activity must be carried out in wetlands
(include any measures taken to minimize wetland impacts): Please see enclosed
no practical alternatives explanation provided in the letters provided by Tony
Whitaker of Civil Consultants, Chip Russell of AICP, and Kenneth Clark, PE.
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 commercial
f. If applicable, what is proposed method of sewage disposal? Sanitary sewer
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 C astal Management pro rams
Owner' /Agent's Signature Date
(Agent's signature valid only if Agent Authorization Letter from the owner is provided
(18 g.))

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Project t Scale:
00.5282 V = 2000'
Figure 1-
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Mgr.:KCM Date:3128100 Location Map Soil 6 Environmental Consultants , Inc .

ropo quad: 11010 Raven Ridge Rd.- Raleigh, NC 27529
Wake Forest [phone] • (9 19) 846-9467
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NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
RALEIGH REGIONAL OFFICE
ON OF WATER QUALITY
May 11, 2000
Mr. Kevin Martin
S&EC,Inc.
110 10 Raven Ridge Road
Raleigh, NC 27614
Subject: Neuse River Basin
Riparian Buffer Rules
NBRRO 00-108
Hwy 98 / Hwy 1
S&EC # 00-5282
Wake County
Tract
On April 11, 2000, I conducted a site visit of the features involved in the above
referenced project. It was determined as a result of the site visit that the water channels
present on the property were subject to the Neuse River Basin: Nutrient Sensitive Waters
Management Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code T15A:02B.0233 (NCAC 0233). The subject water channels are
indicated on the attached map. The channel is an annamed tributary to Richland Creek.
This office has assigned the reference number of NBRRO 00-108 to this project.
Thank you for your attention to this matter and if this Office can be of any assistance or if
you have any additional questions concerning this letter, please do not hesitate to contact
me at 571-4700 ext. 237.
Sincerely,
Charles Brown
Environmental Specialist
cc: John Dorney, DWQ
\neusbuf.let\nbr00108.1et
1626 MAIL SERVICE CENTER, RALEIGH, NORTH CAROLINA 27699-1628
PHONE [phone] FAX [phone]
AN EQUAL OPPORTUNITY / AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED/10% POST-CONSUMER PAPER

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June 22, 2000 divii Consultants, Inc,
Mr. John Dorney
Division of Water Quality
4401 Reedy Creek Road
Raleigh, NC 27607
Dear Mr. Dorney:
(D;t?m 4 (Wae (7ov-'st
401 ELM STREET WAKE FOREST, N. C. 27587-2932
PHONE [phone] FAX [phone]

Re: Wake Forest/Granite, LLC Shopping Center
Wake Forest, NC
The Wake Forest Board of Commissioners approved above referenced project on May 16,
2000. The plan for this project proposes a new road which will cross a stream impacting a Neuse
River Riparian Buffer area.
Prior to the conception of this project, town staff met several times with NCDOT and
affected property owners to discuss ways of providing access to the property which would least
impact NC-98 from a traffic congestion standpoint. These discussions began with the
development of plans for the existing Winn-Dixie Marketplace store and continued through
development of plans for the Wake Forest/Granite, LLC project. It was determined that for the
adjoining section of NC-98 to adequately move traffic at peak hours, a new road was required to
provide access to the site. This road needed to be as far west as possible from the existing
signalized intersections to provide sufficient room for vehicle stacking for turning movements.
The existing road, Cloverleaf Drive, was initially considered for the primary access but its close
proximity to other signalized intersections would produce gridlock at peak hours. Thus,
Cloverleaf Drive would need to be de-emphasized. Traffic analysis by both private consultants
and NCDOT substantiate these findings. Therefore, based on the analysis done to date, the
position of the Town of Wake Forest and NCDOT is that any development of the referenced
property will require the construction of the new access road as proposed.
. f -
If you require additional information, please contact me at 919-554-6142 (telephone) or
at ch Qi ,russellac; wake-forest nc us (e-mail).
Sincerely,

Chip Russell, AICP
Planning Director
cc: Tony M. Whitaker, Civil Consultants
Gary Faulkner, NCDOT
Roe O'Donnell, Town of Wake Forest
MEMORANDUM
TO: John Dorney
Non-Discharge Branch
Regional Contact: Charles Brown
WO Supervisor: Ken Schuster
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Capital Plaza Center c/o Wake Forest/Granite, LLC
Project Number 00 1047
Recvd From APP
Received Date 8/9/00 Recvd By Region
Project Type commercial
County Wake
County2
Region
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
39 OTH O Y _0N 27-21 NSW 30,402. 0.09 F_ F_-
14 Stream O YO N ?? ?? ???-F-r- 147.00
Mitigation Wetland
MitigationType Type Acres Feet

Is Wetland Rating Sheet Attached? Q Y 0 N Did you request more info? Q Y O N
Have Project Changes/Conditions Been Discussed With Applicant? QQ Y O N
Is Mitigation required? p Y 10 N Recommendation: Q Issue O Issue/Cond O Deny
Provided by Region: Latitude (ddmmss) 355823 Longitude (ddmmss) 783231
Comments:
Stormwater from ponds was a concern the eject needs to achieve sheet flow from ponds. Pond #4
needed nutlet moved from north side to the south side.
cc: Regional Office Page Number 1
Central Office

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RIPARIAN BUFFER IMPACT &
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CAPITAL PLAZA
WAKE FOREST, NORTH CAROLINA
JULY 24, 2000
CIVIL CONSULTANTS INC.
Civil Engineers
Land Development Consultants
3622 Lyckan Parkway Suite 3003 Durham, NC 27707
Phone: [phone] Fax: [phone] [e-mail]
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N RIPAR
IAN'BUFFER
.............................. `
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.....» ....... ZONE 2
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30' N?USE RIVER BASIN
\ RIPARIAN, BUFFER

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-77
_ ONE 1

TOP
OF BAND. -

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EXISTING SS
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XS
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WETLANDS AREA #2 3p -
NEUS
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\....?.?• i. XS ?oNE I
, N BU/ F BASIN _ --' - -. -
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_ _ ---- ___\
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300 20. N _-
ELISE RI
"-------------- - - - <-- - N RIP V
ER'
BASIN
B
N
NS
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UFFER
IO
2
'a S 'a S.F. OF
?ETLANDS IMPACT \ ?? '---'---------
-------1? -`_-
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--
U' DIS rURBANCE LIMIT - '-
R TAINING WALL

I
320 ,

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0 20 40

' Scale
=;--I inch = 20- ft.' `'\
.,-
I- ;
THERE IS NO NEUSE RIVER BASIN IMPACT AREA "2"
BUFFER ACT A WETLANDS PIMPA TNBY4THE ROETAINING NEUSE RIVER BASIN
WALL AND FILL. RIPARIAN BUFFER IMPACT &
WETLANDS IMPACT MAP
CAPITAL PLAZA
WAKE FOREST, NORTH CAROLINA
-?
A%•iH FARO,
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.

JULY 24, 2000
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........,,•.S
.
= SEAL CIVIL CONSULTANTS INC

% 19302 i .

Civil Engineers
?';?'?;'•?NGrNE??:•' v?4f;? Land Development Consultants
ORGE .?'? -
" "' 1??? 3622 Lyckan Parkway Suite 3003 Durham, NC 27707
Phone: [phone] Fax: [phone] civilengr@aol
com
L¢-ov .
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