20060285 Ver 1_Complete File_20060412

C?a
t Fro stem
PROGRAM
RECEIPT
R. Scott Johnson, P.E.
Drees Homes
7701 Six Forks Road, Suite 132
Raleigh, NC 27615-5050
Project: Brandywine Subdivision
O `D- oa,85
July 5, 2006
DWQ #: 06-0285
COE #: 200520821
LI ?'J
JUL 1 0 2006
DENR - WATER QUALITY
County: Wake WETLANDS AND STORMWATER BRANCH
The North Carolina Ecosystem Enhancement Program (NC EEP) has received checks in the amount of $128,158.56, check
number 961592, as payment for the compensatory mitigation requirements of the 401 Water Quality Certification/Section
404 Permit issued for the above referenced project. This receipt serves as notification that the compensatory mitigation
requirements for this project have been satisfied. You must also comply with all other conditions of this certification and any
other state, federal or local government permits or authorization associated with this activity.
The NC EEP, by acceptance of this payment, acknowledges that the NC EEP is responsible for the compensatory mitigation
requirements associated with the project permit and agrees to provide the compensatory mitigation as specified in the permit.
The mitigation will be performed in accordance with the Memorandum of Understanding between the NC Department of
Environment and Natural Resources and the US Army Corps of Engineers dated November 4, 1998, as indicated in the table
below.
River Basin

Cataloging
Unit Wetlands
(Acres) Stream
(Linear Feet) Buffer
Zone 1

(Sq
Ft
) Buffer
Zone 2

(S
Ft
)
Ri
i .
. q.
.

Neuse ar
an
0 Non-Ri arian Coastal Marsh Cold Cool Warm

03020201 0 0 0 0 516 15,786 0
Please note that a payment made to the Ecosystem Enhancement Program is not reimbursable unless a request for
reimbursement is received within 12 months of the date of the receipt. Any such request must also be accompanied by letters
from the permitting agencies stating that the permit and/or authorization have been rescinded.
If you have any questions or need additional information, please contact Carol Shaw at [phone]
Sincerely,
cc: Cyndi Karoly, Wetlands/401 Unit
Monty Matthews, USACE - Raleigh
Eric Kulz, DWQ Regional Office - Raleigh
File
illiam D lmore, PE
Director
RP.sE-o?u-t9... '!?
Pro t" our ft-A&
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
Division of Water Quality
Attn: Cyndi Karoly
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
March 28, 2006
S&EC Project # 9236.W l
DWQ No. 06-0285
X93 '
F, v r< j n( v
a,,r r
Re: Reply to the Division of Water Quality's March 1 request for additional information
Brandywine Subdivision
Cary, Wake County, North Carolina
Dear Ms. Karoly:
This letter is in response to your letter dated March 1, 2006 (copy attached), which
requested additional information for the proposed Creekside Subdivision. Please find
three copies of the requested changes.
Additional Information - Stormwater Management Plan
1. Please provide a level spreader worksheet for level spreader No. 1.
We did not have a level spreader # 1 because the elevation of the pond is below the
elevation of the edge of the riparian buffer. The outlet pipe discharges into the
channel and outlet protection is provided.
2. Please provide worksheets and an Operations and Maintenance Agreement and a
construction replanting schedule for each proposed stormwater wetland.
This project is in the Town of Cary and the town requires Operations and Maintenance
Agreements to be completed prior to the recordation of lots. I have attached sample
agreements which will be completed at that time. I have also attached sheet L-2 and L-3
that show the planting schedule.
3. Level spreaders should not be placed in the buffer zones. Please submit revised
plans showing all level spreaders removed from the buffers.
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Llawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
I have attached sheet C-12 to C-16 that show that the level spreaders have been
removed from the buffer.
4. Please provide an inventory of the percent project imperviousness area based on
the estimated built-out condition (please include building footprints, roads,
driveways, sidewalks, decks, swimming pools, gravel-covered surfaces, etc.).
I have attached the nitrogen control plan computation form. This should adequately
detail the proposed impervious area. The project has a total percent impervious area
of 23.7%. This is based on an assumed 2650 SF house footprint and a total lot
impervious area (house, drive, deck, etc) of 3400 SF.
Please call if you have any questions or require further explanation.
Sincerely,
Aaron Cooper
Attachments: 1) DWQ letter dated March 1, 2006
2) Nitrogen Control Plan
3) Plant List Details (Sheet L-3)
4) Landscape Plan (Sheet L-2)
5) Revised Grading, Drainage, and Erosion Control Plans (Sheets C12-
C16
2
O?O? W A T ?9QG
C? 7

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
March 1, 2006
DWQ Project # 06-0285
Wake County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Jerry Nowell
900 E. Chatham Street
Cary, NC 27511
and
Mr. Joseph Levinson
P.O. Box 117
Benson, NC 27504
R ECEIVE
MAR 10 2006
By: Sal 6 Eunftwenlel Consultants. PA
Subject Property: 13randywine Subdivision
Ut to Richlands Creek [030402, 27-33-11, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Nowell and Mr. Levinson:
On February 21, 2006, the Division of Water Quality (DWQ) received your application dated
February 14, 2006, to impact 0.008 acres of wetland, 389 linear feet of stream and 20,494 square
feet of Zone 1 protected Neuse River basin riparian buffer and 16,141 square feet of Zone 2
protected Neuse River basin riparian buffer to construct the proposed residential subdivision.
The DWQ has determined that your application is incomplete and/or provided inaccurate
information as discussed below. The DWQ will require additional information in order to
process your application to impact protected wetlands and/or streams on the subject property.
Therefore, unless we receive the additional information requested below, we will have to move
toward denial of your application as required by 15A NCAC 2H .0506 and will place this project
on hold as incomplete until we receive this additional information. Please provide the following
information so that we may continue to review your project.
Additional Information Requested:
1. Please provide a level spreader worksheet for level spreader No. 1.
2. Please provide worksheets and an Operations and Maintenance Agreement and a
construction replanting schedule for each proposed stormwater wetland.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncwctlands
NOne Caro na
a uriz
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Jerry NowelUJoseph Levinson
Page 2 of 2
March 1, 2006
3. Level spreaders should not be placed in the buffer zones. Please submit revised plans
showing all level spreaders removed from the buffers.
4. Please provide an inventory of the percent project imperviousness area based on the
estimated built-out conditions (please include building footprints, roads, driveways,
sidewalks, decks, swimming pools, gravel-covered surfaces, etc.).
Please contact the DWQ within three weeks of the date of this letter to verify that you have
received this letter and that you remain interested in continuing to pursue permitting of your
project and will be providing the DWQ the requested information at a later date. Please contact
me in writing and Eric Kulz of the DWQ Raleigh Regional Office. If we do not hear from you
within three weeks, we will assume that you no longer want to pursue this project and we will
consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands,
waters or protected buffers. Please be aware that any impacts requested within your application
are not authorized (at this time) by the DWQ. Please call Ms. Cyndi Karoly or Mr. Ian
McMillan at 919-7334786 if you have any questions regarding or would like to setup a meeting
to discuss this matter.
Sincerely,
0 1 f/
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/ijm
cc: Eric Kulz, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Aaron Cooper, Soil & Environmental Consultants, P.A., 11010 Raven Ridge Road, Raleigh, NC
27614
Filename: 060285BrandywineSD(W ake)On_Hotd
Nitrogen Control Plan
Residential Subdivisions with no known building footprints.
Project Title: Brandywine
Part l Riparian Buffers:
Area includes riparian buffers?
If yes, [] 50 foot
River Basin? [X] Neuse
Basis for exemption: _
Show buffers on site plan.
Part H. Nitrogen Calculations (Method 1, Appendix C):
a. Subdivision information:
Number of lots 89 Average house size 2650 SF
Number of lots/acre 4.05 Amount of Right-of-Way 5.73
Total area of lots (excluding Percent of Right-of-Way
R!W and open space) 22.00 AC that is impervious area 64
Average lot size 10,768 SF Total estimated impervious area 480,147 SF
b. Pre-development Loading
Type of Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
Impervious Area
TOTAL
Nitrogen Loading Rate (lbs/ac/yr) = 0.60
c. Post-development Loading:
Type of Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
Right-of-Way (read TN export from Graph 1)
Lots (read TN export from Graph 2)
Nitrogen Loading Rate (lbs/ac/yr) =
Nitrogen Load after BMPs =
Nitrogen Load Offset by Payments =
Net change in on-site N Load -
Part III. Control of Peak Storm Water Flow
Calculated Pre-development Peak Flow:
Calculated Post-development Peak Flow:
[] No [X] Yes 0 Exempt
[X].100 foot
[] Cape Fear
TOTAL
4.04
2.42 CARp' .,.
0.00
s'?4 ..?t S?O•. 9 ?.
?
0 '
1.82 l•
.
4 SEAS. %
t
8922
?
:
ti•
•
??'
??
?
,
G 1 N E?.
?
43.25
38.49 '.,y 0??'••......•• SO ?.=
S
..?'• S/Q -
`•ti,
OCHOL
,
S
A
TN Export
Area TN Export Coeff. From Use
(acres) (lbs/ne/yr) (lbs/yr)

46.54
0.60 27.92
0 1.20 0
0 21.20 0
46.54 27.92
TN Export TN Export
Area Coeff. From Use
acres lbs/ac/ r lbs/ r
14.82 0.60 8.89
3.99 1.20 4.79
5.73 12.0 68.76
22.00 4.8 105.60
46.54 188.04
1, the undersign certi to the bes f my knowledge that the above information is correct (affix seal).
e,yinr\ ff °?-
Supply notes and d6tails showing ontr of Nitrogen and peals stormwater runoff
r..
0
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.coni February 13, 2006
S&EC Project # 9236.W 1
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Monte Mathews
6508 Falls of the Neuse Rd
Suite 120
Raleigh, N.C. 27615
From: Aaron Cooper
Soil & Environmental Consultants, P.A.
11010 Raven Ridge Road
Raleigh, NC 27614
NC Division of Water Quality
401 Oversight and Express Permits Unit
Attn: Cyndi Karoly
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-22p©
s
t, td ? f(IUn

Re: Brandywine Subdivision
Cary, N.C.
On behalf of the owners, Jerry Nowell and Joseph Levinson, please find attached a complete
application and supplemental information requesting written concurrence from the U.S. Army
Corps of Engineers (USACE) and the North Carolina Division of Water Quality (NC-DWQ) that
the activities proposed below may precede utilizing Nationwide Permit 39 and Water Quality
Certification 3402. In addition, Riparian Buffer Authorization is requested from the DWQ. Please
contact me at [phone] if you have any questions or require additional information.
PROJECT SUMMARY
Project Name Brandywine Subdivision
Project Type Residential Subdivision
Owner / Applicant Jerry Nowell, Joseph Levinson
Count Wake
Nearest Town Car
Waterbod Name UT to Richlands Creek
Basin / Sub-basin 03-04-02
Index Number 27-33-11
Class C, NSW
IMPACT SUMMARY
Stream Impact (acres): .0365
Wetland Impact acres): .008
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) .0445
Total Stream Impact (linear feet): 389
Attachments:
Pre-construction Notification (PCN) Application Form
Agent Authorizations
Cary USGS Map
Wake County Soil Survey Map
Level Spreader Worksheets
Impact Maps
Grading, Drainage, and Erosion Control Plans
Letter with Impervious Surface Calculations
Wetland Data Forms
$475 Water Certification Fee
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] t,K)ne: [phone]
Fax: [phone] Fax: [phone]

Office Use Only:
Form Version March 05
4,1
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 39
If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here:
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: Jerry Nowell / Joseph Levinson
Mailing Address: 900 E. Chatham St. / PO Box 117
Cary, N.C. 27511 / Benson, N.C. 27504
Telephone Number: N/A Fax Number: N/A
E-mail Address: N/A
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Aaron Cooner
Company Affiliation: Soil & Environmental Consultants
Mailing Address: 11010 Raven Ridge Road
Raleigh, N.C. 27614
Telephone Number: 919-846-5900 Fax Number: 919-846-9467
E-mail Address: acooperQsandec.com
Page 1 of I I
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Brandywine Subdivision
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 0774672360, 0774661893, 0774651911
4. Location
County: Wake Nearest Town: Cary
Subdivision name (include phase/lot number): Brandywine Subdivision
Directions to site (include road numbers/names, landmarks, etc.): The site is located at the
eastern end of Brandywine Drive approximately 1000 feet east of its intersection with Trinity
Road (SR 1655).
Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.8048 °N 78.7415 °W
6. Property size (acres): 48.87 acres
7. Name of nearest receiving body of water: Richland Creek (C;NSW)
8. River Basin: Neuse River (HUC 03020201)
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is currently undeveloped and wooded. The general
land use surrounding the site is residential.
10. Describe the overall project in detail, including the type of equipment to be used: The
Page 2 of 1 1
proposed project consists of the construction of a residential subdivision with typical utilities (i.e.
sewer, water). Typical construction and grading equipment will be utilized for this project.
11. Explain the purpose of the proposed work: The purpose of the proposed project is to
3eveloo a residential subdivision.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. S&EC conducted a detailed wetland delineation in November of
2004. Mr. Eric Kulz of the NC-DWQ conducted a site visit to determine features subject to the
Neuse Buffer Rules (NBRRO#06-012; letter is attached). No previous permits have been issued
for the project.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permit requests are anticipated for this project at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
nprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Permanent impacts associated with
the proposed project include 0.008 acres of jurisdictional wetlands 258 linear feet of
perennial stream channel and 131 linear feet of intermittent stream Permanent impacts to
Neuse Buffers include 0.702 acres Temporary impacts to Neuse Buffers due to sewerline
installation and BMP's include 0.142 acres.
Page 3 of I I
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year Nearest Impact
(indicate on map) herbaceous, bog, etc.) Floodplain Stream (acres)
es/no linear feet
Area 1 (Impact U-
1) Fill/Level Spreader Forested No 70 .001
Area 3 (Impact U- Fill Forested No 15 007
2) .
Total Wetland Impact (acres) .008
3. List the total acreage (estimated) of all existing wetlands on the property: +\- .213 acres
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate, acreage multinly length X width then rlivicip by Al ';60
Stream Impact Average Impact Area of
Number Stream Name Type of Impact Perennial or Stream Width Length Impact
indicate on ma
Intermittent?
Before Impact
linear feet
acres
Area 1 UT to Richland Rip Rap/Utility 5-6'

(Impact D)
Creek
Line Perennial 21 0.002
Area I UT to Richland Culvert Perennial 5-6' 75 0
011
(Impact C) Creek .
Area 2 UT to Richland 2

(Impact S)
Creek Culvert Intermittent 131 0.007
Area 3 UT to Richland Culvert Perennial 4-5' 140 0
015
(Impact X) Creek .
Area 3 UT to Richland Rip-Rap Perennial 4-5' 22 0
0015
(Impact U) Creek .
Total Stream Impact (by length and acreage) 389 0.0365
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Page 4 of 1 1
Open Water Impact Name Waterbody Type of Waterbody Area of
Site Number (if applicable) e) Type of Impact (lake, Pand estuary, sound, bay, Impact
indicate on ma ocean, etc. acres
NA NA NA NA NA
Total Open Water Impact (acres) NA
6. List the cumulative impact to all Waters of the U.S. resultina from the proiect:
Stream Impact (acres): .0365
Wetland Impact (acres): .008
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) .0445
Total Stream Impact (linear feet): 389
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Current land use in the vicinity of the pond: N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The proposed road crossinjzs for Road A are necessarv to access the propertv. The road was
aligned to cross the streams at a nearly peipendicular angle The road crossing placement is also
recommended by the Deputy Fire Marshall to improve access for emergency response see
attached letter). The client requested a detailed wetland delineation prior to site plan
Page 5 of 1 I
development in order to avoid jurisdictional areas to the maximum extent practical.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmg,ide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The client proposes payment to EEP for perennial stream impacts.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): 258
Amount of buffer mitigation requested (square feet): 0
Page 6 of 11
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres)
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
0
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 213.0259 (Tar-Pamlico), 15A NCAC 0213.0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify Neuse)? Yes ® No ?
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Deerwood Place Cul-de-sac (Impacts A. B. F-1)
Zone* Cul-de-sac
(square feet Multiplier Required
Mitigation
1 5,262 3 (2 for Catawba) 15,786
2 3,173 1.5 4,760
Page 7of11
Total 8,435 20,546
* Zone I extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Utility Crossing Temporary (Impacts F-2, E, J, and K)
Zone* Temporary Utility
(square feet Multiplier Required
Mitigation
1 1,305 3 (2 for Catawba) N/A
2 1,506 1.5 N/A
Total 2,811 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Grassed Level Spreader (Impact (1)
Zone* Level Spreader
(square feet Multiplier Required
Mitigation
1 3 (2 for Catawba) N/A
2 27 1.5 N/A
Total 27 N/A
* Zone I extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Grassed Level Spreader (Impact 6)
Zone* Level Spreader
s uare feet Multiplier Required
Mitigation
1 3 (2 for Catawba) N/A
2 648 1.5 N/A
Total 648 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Road A (Area 2: Impacts N, P-1, R, and T-1)
Zone* Road Crossing
(square feet Multiplier Required
Mitigation
1 6,629 3 (2 for Catawba) N/A
Page 8 of l l
2 3,939 1.5 N/A
Total 10,568 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Utili (Temporary Area 2; Impact P-2
Zone* Temporary Utility
(square feet Multiplier Required
Mitigation
1 0 3 (2 for Catawba) N/A
2 856 1.5 N/A
Total 856 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Utility (Level Spreader Area 2; Impact T-2)
Zone* Level Spreader
s uare feet Multiplier Required
Mitigation
1 0 3 (2 for Catawba) N/A
2 201 1.5 N/A
Total 201 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Road A Area 3: Im acts V, W, Y and Z
Zone* Road Crossing
s uare feet Multiplier Required
Mitigation
1 6,350 3 (2 for Catawba) N/A
2 4,204 1.5 N/A
Total 10,554 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Stormwater Wetland 1 (Temporary Impacts; Impacts 0-1, (D. y)
Stormwater
Zone* Wetland 1 Multiplier Required
Temporary Mitigation
(square feet
Page 9 of 11
1 948 3 (2 for Catawba) N/A
2 1,587 1.5 N/A
Total 2,535 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. Deerwood Place Cul-de-sac should require
buffer mitigation and thus payment to EEP is proposed.
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. Calculated percent impervious is 24.9%. Please
see attached letter from the engineer.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
A sanitary sewer system will be utilized for the proposed subdivision.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No ?
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description: We
have reviewed the "DRAFT Internal Policy, Cumulative impacts and the 401 Water Quality
Page 10 of 11
Certification and Isolated Wetland Programs" document prepared by the NC Division of Water
Quality on October 3, 2002, version 1.6. The draft states that most residential subdivisions are
unlikely to cause cumulative impacts. Brandywine Subdivision does not meet any of the three
criteria of private projects that can clearly result in cumulative impacts. We anticipate that you
will advise us if a qualitative or quantitative impact analysis is required.
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
N/A
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 1 1 of I 1
F wATE9
10
i
Michael F Easley, Governor
William G. Ross Jr , Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P E Director
Colleen H. Sullins, Deputy Director
Division of Water Quality
.January 17, 2006
Mr. Aaron Cooper
Soil & Environmental Consultants, PA
1 1010 Raven Ridge Road
Raleigh, NC 27614
E C E I V E
JAN P.3 2006
By: Sad 6 Emimnmmdal Cons4tants. PA
NBRRO 06-012
County: Wake
BASIN:
Neuse River X Tar-Pamlico
(15A NCAC 2B .0233) (15A NCAC 2B .0259)
Complaint NOV Buffer Determination X
Incident # Appeal Call
Project Name: Trinity Road Site - Wake Coun
Location/Directions: Site is located to the east of the Medfield subdivision. at the east end of Brand wine Road. and
to the west of Interstate Highway 40, in Wake County (Cary ETJ).
Subiect Stream: UT to Richland Creek
Date of Determination: 1/10/06
Feature Start Buffer End Buffer Stream Appeal Located Located on
GPS Points (if provided) Form Call on Soil USGS
Survey Topographic
A Subject Throughout (Not X
Contested
B Subject at S&EC Flag 01 X
C Subject Throughout (Not x X
Contested)
D Subject Throughout (Not x X
Contested
E Subject Throughout (Not X
Contested
Tlri.v on-.vile rleter?nhiotion .vlrarll e.vpire live (S) i,earv lrornt the Ante ol'thiv letter. Landowners or allected pa 1-fie v
that dispute it determination made by the DWQ or Delegated Local Authority that a surfiace water exists and that
it is subject to the buffer rule may request a determination by the Director. A request for a determination b * v the
Director shall be referred to the Director in writing c% Cyndi Karoly, DWQ WeNands/0l Unit, 2321 Crubtree
Blvd., Raleigh, NC 27604-2260. Individuals that dispute a determination by the DWQ or Delegated Local
V_ T
Raleigh Regional Office 1628 Mail Service Center 'df.l3El`?;i phone [phone] Customer Service
Water Quality Section Raleigh, NC 27699-1628 facsimile [phone] 1-877-623-6748
1/17/2006
Page 2 of 2
Authority that "exempts" a surface waterJrom the buffer rule may ask for an ad judicatory hearing. You must
act within 60 days of the date that you receive this letter. Applicants are hereby notified that the 60-day statutory
appeal time does not start until the affected party (including downstream and adjacent landowners) is notified of
this decision. DWQ recommends that the applicant conduct this notification in order to be certain that shird
party appeals are made in a timely manner. To ask for a /rearing, send a written petition, which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail
Service Center, Raleigh, N.C. 27699-6714. This determination is final and binding unless you ask for it hearing
within 60 days.
The (owner/future owners) should notify the Division of Water Quality (including aniy other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the subject property (stated
above). This project may require it Section 4041401 Permit for the proposed activity. Any inquiries should be
directed to the Division o JValer Quality (Central Ol?c•e) of (919)-7.33-1786, and the 1'S army Corp of Fn,, inesr•
(Raleigh Regulatory Field OJJice) ar (919)-870-8441.
Respect Ily,
ric W. KUIZ
Environmental Sne . Ill
CC: File Copy
Central Files
DWQ Wetlands and Stormwater Branch
DWQ NPS Compliance and Assistance Branch
Tom Horstman - Town of Cary
Raleigh Regional Office
Water Quality Section
1628 Mail Service Center
Raleigh, NC 27699-1628
A W,I
_
`dphone [phone] Customer Service
facsimile [phone] 1-877-623-6748
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Project
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9236A1 ? 9 p
? Soil & Environmental Consultants, PA
Project Mgr.: 11010 Raven Ridge Rd.- Raleigh, NC 27614
Trinty ?d Site.
TP [phone] • [phone]
Wake Cdhty NC Web Page: www.SandEC.com
Scale: f- F `r ( I f : j
V = 2,000'
Raleigh W. 8 Ca +Qt3adran fe
12/16104 g
Dated 1993
U
W
Project No.
9236.w1 Figure 2 - Soil Survey Map!
Project Mgr.: Trinity (f, SM
TP C
Wake County, P]
Scale: r ?!)';
1" = 2,000'
d
12/16/04 Wake County Soil 5urvt;y' 1idCH
October, 1984
Soil & Environmental C0I1SUltants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] - [phone]
Web Page: www.SandEC.com
I //#/a
Soil & Environmental Consultants, P,A.
11010 R "m Rkiga Rood • RdrJgh. Noah C1l9lins 27614 • Phopc; (919) R40.5900 • Am. (9191246-9467
AGENT AUTHORIZATION FORM
Phone: -
Pro)ect Name/Descn(pWn: irJh (? ?
Date:'/`
The Deparwwm of the Army
U.5. Army Corps of Engineers, Wilmington District
P.O. Box 1890
W ilmingtort NC 28402
Attn: Anc --.,
Field Office:
Re: Wetlands Related Consalmg and Permitting
To Whom It May COMM'
1, %be current Rxgpert owner, hereby designate and authorise Sou & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit appIketions, to furnish upon request day of
supplemental information in support of applications, etc, frorm this day forward. The -2&)_ Y o
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE This authatization, for liability and rMfessionzl courtesy reasons, is vAlid oidy for
government ofifa"s to enter the property when accompanied by SUC staff. You should call 1vC
to arrange a site meeting prior to visiting the site. A A //
?- do .11.6.0 .C ,
print property owr*r's Name
cc: Mc. Cyndi CCaroly cc Mr. Aaron Cooper
NCUENR - DWQ Soil & Environmental Consultants, PA
2321 Crabtree Boulevard
Raleigh. NC ?.7604
QwkwkQftrt 3A11 >` Lw+nd¦ut throe
236 Lerhi'111p Court, Suita C Ottensttoro, NC 77455
concord. NC ?lrrl2.3 Phww, 1336) 540-8234
rho; (MIL) 720.9403 Vol nor.. <An.sn?<
Address:
C?? L . Z -7S
TUN-16-2003 qit-- PM 61M1.
09/10/2009 10:00 FAX
cilleeoe 6 A350a
Soil & Environmental
11010 RAvu >RMIC Rod - RONA. ROM C*Ghm 29614 -
100V ANlMCXM
'419 40z 6zgz P.01
(91.9]460-7637 P.2
X002/002
Consultants, PA
Phone: [phone] - Fm; (919)a16?N67
AGENT AUfHOMATION FORM
?? ?•?R,1? To BeF???,U ?yTh?Curre2ttLtndatvner
Narnrr: y ?..f'e??el/r?U?
/#ddmu: Pc) tic/ x l l -7
e •?sG-? ?l/C, 2 750 ?-/
Phone:
Prawct Name/Dwrtption:
ante _ J c)
The Depart mnl of tlhe Anny
t7,S. Army Cotpa of Enghee?a, Wilmington DIM 4
PD. 50% 1990
Wilmington, NC 2UM
Aft: __ Anxeco- Vj-
Add Office: Eak? \
M WeWdl Relabcd Comulting and PerMing
To Wham It May Comm:
L the current y owner, hereby desoUte and authorkh Soil & EnvlrpnmwtW Coasvlt mu, PA to
act in nay babsu an my agent in 0* processlns of permit applications, to Atrrnisle upon *qUw
supp)Qm*ntaY 1?Wrmatim in au"lort of appliationc, eec. Gam this day forward. The Lc „ day of
s
Thh nottf citUon sapecsedes any previous coerespondence concerning the agent for this project
NOTICE TAp suYltcrizaNott, for uaNky trod pcotesdoatrt0 cowtesp maw", 10 wWW VWy for
goremwi t off dnya to enter the property wbass acc6apaaled by S&EC staft, Xoo abuald call S&EC
to aermov a Rk s weting pdor to vla;iti tag the Ike. ,
Print Property Owner's Nan* Property Owner's Sgpature ?
cc: Ma. Cynai Katwly IT,, Mr. Aaron Copper
NCD" - DWQ Sots & Bnvironrw to,
Cn ts, PA
2321 Crabtree BoalRward
Raleigh, NC zws
2361.eftgp Oeun, Wt. C 3$17-9 ve
t aeod. He a!ol.S Ortt"bom NC 27431
PMev, ") 710-"w Phe?K OM SIO.M4
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Project No. Figure 1 - USGS Map

Soil & Environmental Consultants, PA
Project Mgr.: Trinty Rd. Site 11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] • [phone]
TP Wake County
NC
County
,
,
Web Page: www.SandEC.com
Scale:
1" = 2,000'
12/16/04 Raleigh W. & Cary Quadrangle
Dated 1993
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Sg� • ♦ Environmental
11010 Raven Ridge Rd. - Raleigh, NC 27614
EC �1 9) 846
• 1

Hugh I. Gilleece, III & .Associates, P.A.
Consalring Engineers
Fax Transmittal
Date: 02/13/06
To: S&EC
Attn: Aaron Cooper
Fax: [phone]
Pages (incl. coversheet): 9
From: Je;f1'Zwebex
Attached is a level spreader report for Brandywine.
Also, the percent impervious is: 24,9%
Impervious area: 11.57
875 Walnut Street. Suite 360
Cary, .North Carolina 27511
[phone]
Fax (919) 460,7637
[e-mail]
Gross project area: 46.538
Level Spreader Supplement
to
Drainage Report
for
Brandywine
Brandywine Drive
Cagy, North Carolina
Prepared For
Trees Homes
7701 Six Forks Road, Suite 132
Raleigh, North Carolina 27615-5050
February 13, 2006
Brandywine
Note: See the project drainage report for additional information.
General
This project is located in Cary, North Carolina on the west side of Interstate 40 just south of Trinity
Road. It drains to Richland Creek which is a tributary of Crabtree Creek in the Neuse River basin.
The purpose of the project is to provide for single family homes. It is bounded by Interstate 40 on
the east side and an existing subdivision on the west side. The existing subdivision meets interstate
40 on the north and south sides of this project. The size of the project is 46.538 acres.
Retention Pond Calculations
There will be five extended detention stormwater wetlands on this project. Each stormwater wetland
is to be the BNV reducing nitrogen runoff from its area of the project. They will also be used as
retention to reduce the peak flow from the project.
A pond worksheet for each stormwater wetland (see Appendix) is used to calculate several factors
for the post-development condition. These are Rational Formula "C" factors, SCS method curve
numbers and time to peak, and flows for various storms. It also calculates the one inch rainfall
storage and required surface areas, etc. for bio-retention areas, retention ponds and sand filters. We
will use those portions of the calculated results that are pertinent to our design.
Some areas west of the project drain into the pipes leading to the wetlands. The flow for these areas
are calculated separately and is subtracted From the pond outlet flow to adjust the flow to that
contributed by this project.
Some portions of the improved areas of the project drain directly into the riparian buffers and then
off--site without passing through the wetlands. These flows are calculated separately and accounted
for in the final summary of post-development flows.
Stor•mwater Wetland # 1
Total Drainage area - 252,343 s. f = 5.793 ac.
Impervious area (to pond) - 97,091 s. f (direct to off -site) - 1700 s. f.
Attenuated flow rates:
Qio = 20.25 cfs
Retention pond 1 must be placed low enough to allow storm water to drain from the roadway where
it crosses the stream. buffer. To drain the pond into the stream, storm drainage pipe must be
2
extended aU the way to the stream channel. This placement of storm drainage pipe precludes the use
of a level spreader for this wetland.
Stormwater Wetland # 2
Total Drainage area = 445,924 s. f = 10.24 ac.
Impervious area = 133,882 s. f.
Attenuated flow rates:
Qio -= 29.12 cfs
During a storm event, some discharge will bypass the level spreader.
Attenuated flow rate to the level spreader:
Qio = 6.55 efs
(LF of level spreader required) (13 If/cfs)
(6.55efs)(13 lf/cfs) = 85 If
95 if of level spreader provided > 85 if OIL
Stormwater Wetland # 3
Total Drainage area = 113,144 s. f. = 2.60 ac.
Impervious area = 35,132 s, f
Attenuated flow rates:
Q,o=8.05cfs
During a storm event, some discharge will bypass the level spreader.
Attenuated flow rate to the level spreader:
Q1o=2.79efs
(LF of level spreader required) _ (Qlo) (13 lf/efs)
(2.79cfs)(13 lf/cfs) = 36 if
40 If of level spreader provided > 36 If OK
Stormwater Wetland # 4
Total Drainage area = 324,928 s. f. = 7.44 ac.
Impervious area = 126,171 s. f.
Attenuated flow rates:
3
Qio = 26.30 cfs
During a storm event, some discharge will bypass the level spreader.
Attenuated flow rate to the level spreader:
Q,o 4.19 cfs
(LF of level spreader required.) = (Qjo) 03 lf/cfs)
(4.19c£s)(13 lf/cfs) = 54 if
105 if of level spreader provided > 541f OK
Stormwater Wetland # 5
Total Drainage area = 141,825 s. f = 3.26 ac.
Impervious area - 41,413 s. f
Attenuated flow rates:
Qio = 9.60 cfs
During a stoma event, some discharge will bypass the level spreader.
Attenuated flow rate to the level spreader.:
Qio=g 3.27cfs
(LF of level spreader required) _ (Qto) (1.3 INS)
(3.27cfs)(13 lf/cfs) - 43 If
501f of level spreader provided > 43 if OK
4
DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: .s ..d ;,.?
Contact Person: .Y Phone Number:.(_? C9
Level Spreader ID:
Level Spreader Length ft. 4S
Drainage Area ac.
Impervious Area ac.
Maximum Filter Strip/Buffer Slope $
G%
rass
Max. Discharge from a 10 Year Storm 2,9.12. cfs
Max Discharge to Level Spreader G- S5 cfs
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method ?''??r,?-rte/ I
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(lhlgk-0rA1 nd.mvEr or grass, canopied forest with leaf litter
groundcover)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been (net and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A 1 Initials
Level spreader Is at least 13 ft, per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
Ilher.
Pro-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document;
T Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
T -_ The operation and maintenance agreement Includes annual erosion and vegetation repair.
J The operation and maintenance agreement signed and notarized by the responsible party is provided.
" Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25"x6 in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : 13r`1d
Contact Person: Phone Number: j__i?
Level Spreader ID: 3 ?e Za-06e'_-
Level Spreader Length ft. 40
Drainage Area ac. a, a
Impervious Area ac, O. ?I
Maximum Filter Strip/Buffer Slope %
Grass
Max. Discharge from a 10 Year Stone T. 0 5 cis
Max. Discharge to Level Spreader 2-?9 cfs
Filter Strip/Buffer Vegetation 14
Pre-treatment or Bypass Method
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached, If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project,
icants ni i l?
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs In canopied forest with leaf
litter.
A IIA Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
rte` _ The operation and maintenance agreement includes annual erosion and vegetation repair,
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area:
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
t. PROJECT INFORMATION (please complete the following Information):
Project Name : r??1 ..;mac
Contact Person: ?. Phone Number: (J Ci
Level Spreader ID; ? Zt.?bcr
Level Spreader Length ft. !O (perpendicular to flow)
Drainage Area ac, 7!1 'y (on-?site and off-site drainage to the level spreader)
Impervious Area ac. Z. to (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)"
Grass
Max. Discharge from a 10 Year Storm 26.10 cis
Max. Discharge to Level Spreader 17 cis
Filter Strip/Buffer Vegetation i comae.. (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants I i 'als
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs In canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
t' No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document.
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge,
72- No structures are located in protected buffers.
T e-- Plan details for the bypass and outlets are provided,
T?- The operation and maintenance agreement includes annual erosion and vegetation repair,
Z[ ^ The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25°x6 in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document, This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
L PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: & .? Phone Number: L 0
Level Spreader ID: 5 Te4f
Level Spreader Length ft. 50
Drainage Area ac. ?. 2.4c
Impervious Area ac. o. qg
Maximum Filter Strip/Buffer Slope_ %
Grass
Max. Discharge from a 10 Year Storm 4. co cfs
Max. Discharge to Level Spreader 3.2.7 cis
Filter Strip/Suffer Vegetation { 1 caV111
Pre-treatment or Bypass Method

II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)`
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement, An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Ina[als
Level spreader is at least 13 ft, per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
TI-31- No structures are located in protected buffers.
J7 27 Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Trinity Ridge / S&EC# 923601 (up) Date: December 23, 2004
Applicant/Owner: J. Gileece County: Wake
Investigator: DG State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Pine/ Hardwood
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: 40' N of flag 01
If needed, explain on reverse.
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Vitis rotundifolia Vine FAC 9.
2. Ligustrum sinense Shrub FAC 10.
3. Nyssa sylvatica Tree FAC 11.
4. Carpinus caroliniana Tree FAC 12.
5. Quercus alba Tree FACU 13.
6. Pinus taeda Tree FAC 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 83%
Remarks:
HYDROLOGY
Recorded Data (Describe in Remarks): Wetland Hydrology Indicators:
Stream, Lake or Tide Gauge Primary Indicators:
Aerial Photographs Inundated
Other Saturated in Upper 12 Inches
_
X No Recorded Data Available Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: - (in.) Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: - (in.) FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: - (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
Project/Site: Trinity Ridge / S&EC# 9236.W1 (up) Plot ID: 40' N of flag 01
SOILS
Map Unit Name Drainage Class: Poorl drained
(Series and Phase): Worsham sandy loam Field Observations
Taxonomy (Subgroup): thermic Typic Ochraquults Confirm Mapped Type? Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) ( Munsell Moist) Abundance/Contrast Structure, etc.
0-12+ 10 yr 3/4 Clay loam
Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Lay er in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
L-
I
WETLANDS DETERMINATION
Hydrophytic Vegetation Present? X Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? Yes X No Yes X No
Hydric Soils Present? Yes X No
Remarks:
L- I
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Trinity Ridge / S&EC# 9236.W1 (Wet) Date: December 23, 2004
Applicant/Owner: J. Gileece County: Wake
Investigator: DG State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Emergent
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: 2'W of flag 03A
If needed, explain on reverse.
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Ligustrum sinense Shrub FAC 9.
2. Nyssa sylvatica Sapling FAC 10.
3. Liquidambar styraciflua Sapling FAC+ 11.
4. Smilax rotundifolia Vine FAC 12.
5. Arundinaria gigantea Grass FACW 13.
6. Microstegium vimineum Grass FAC+ 14.
7. Athyrium felix-femina Herb FAC 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 100%
Remarks:
HYDROLOGY
Recorded Data (Describe in Remarks):
Stream, Lake or Tide Gauge
_ Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
Saturated in Upper 12 Inches
Sediment Deposits
X Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
X Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0 (in.) X Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: 12+ (in.) FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: 12+ (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
Project/Site: Trinity Ridge / S&EC# 9236.W1 (Wet) Plot ID: 2'W of flag 03A
SOILS
Map Unit Name Drainage Class: Poorl y drained
(Series and Phase): Worsham sandy loam Field Observations
Taxonomy (Subgroup): thermic Typic Ochraquults Confirm Mapped Type? _ Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) ( Munsell Moist) Abundance/Contrast Structure, etc.
0-6 10yr 3/2 Sand clay
6-12+ 10yr 4/1 Sand clay
Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
_ Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
. L--
==VJ
WETLANDS DETERMINATION
Hydrophytic Vegetation Present? X Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? X Yes No X Yes No
Hydric Soils Present? X Yes No
Remarks:
L- I
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party. /J
Print name: ?i4 ?/i? ?t .•? y ?f ?o
Title:
Address
Phone:4
Signature:
Date:

(? L
/L?c-cr/? f j
/_ -

Z26?-5Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
t
I, ) a Notary Public for the State of 1Y ?1 t 0 /Zar)
County of do hereby certify th t 1 ?(!
personally appeared before me this f s??ay of CCe4- and acknowledge the due
execution of the forming wet [watland] detention basin maintenance requirements. Witness my hand and
official seal,

SEAL
My commission expires J J ?• J618
Page t of 1
SINGLE FAMILY RESIDENTIAL PLANTING STANDARDS
_ Required Landwaping
M1 nA.N welma amRU
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LA•11
LANDSCAPE?
o Town of Cary Cd7nNbrdnlity APpeara Manual
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LA-25 PLANTING DETAILS
Shute. GroodooscG and Perennial PINRny
BUFFER PLANTING STANDARDS
Tpre A Opaque
0 1,
x ?
A CE
SELIIOll ..-K
(??' ?----ouevmsrtl
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LA-1
LANDSCAPE?
Town of Cary CamNnity Appearance manual
I
CORBELLED BRICK
CAP
m

VATERTABLE
SHRUB BED-/R IA OWF.
T YAUPON HOLUES.Is-Ir Hr.
78
TYPICAL ENTRY COLUMN
BUFFER PLANTING STANDARDS
Type 8 Serltopague
120' LANDSCAPE STRIP AM
j r twARV-vs
.-? m.mvaa-sr
E 1F L{ M-e..?e
B i r
n:irs.rx
•.: PPROMDE At LEAST 1/2 K THE REGUwE11
CE
FER , ON EACH SIDE OF THE PROPOSED
UREA no
`FJA` LE, 70 SHRUBS EACH iO PEN I00
f J?I WEAR FEET; 110 POT PER V,CN SIDE Di fD1CE
uAe®
R.YI
LA-2
LANDSCAPE'
Town of Cary C-nanunity Appewinoe Manual
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mamacaerrE
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APimtlat
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nlx s'rAra`.ri,.r`r
prier-RAwrbrArr
dry n.rr..tle."d1.rtl
m?.r.A s?.esa~i
mgic .Ards
LA-24 PLANTING DETAILS
Tree Planurg

NEIGHBORHOOD STREETS • LANDSCAPE STANDARDS " PT
PAN
BOTANICAL NAME
A
d
'O
' COMMON NAME MAT. SIZE MIN. CAL COMMENTS
-r
vvn
dvbr Gky Myla Oe GI- ls-.d d• acwil road hmd Min v.ie m.dY miv
A-rh-ad Srd 1U0. Rd Save[ m.• A• wd.rand Wdr w.Wmb kew,d..mnl

A- b-PAV.eA
rm amw-
mgk.neex
25'
A'
-T mk.x d vSn m,dean JE (iVRR?6 Oq?ES,NCr
roMA SQx-L,Rgcma lk.wx xs•.u• dowm.P?gx .
Landscape Architecture
Capba bedm'Fmtl,;eo' Ewap- Hmb-e 70.-W A' land Planning
w?tlawmdba S.-mm RAd- Sfx11 m
a
?n
' Environmental Design
,
?
m
m«mm.mkn.aw? .m mom
Mq,.d Falm.'Ab' MbamOAAk, Sadao 70140' II-IY k
kRdk Amenam-My -.-V_
'
Me P'ddaetb v%v .rxl.'
MkegkESxAew?
Wdf
11-12, ht .
afdrtdglwR-+xMvkdkebwc.wPen
StlSbceaFranklin Road
MPmk w.dwwe Vzmmrn .f MNPrr. ODA.Ar 70x60 if-Irk Pdwedam rid, ngmtl Raft& A'DTfh Carolina 27601
(919) 8514750 tax [phone]
Gar l,rr Ok0-mR 10'.4f d• dm.awmPAVa-
0-h-M.
i
'
Ca Oak laid 40W 1• nqn mk,mdh-r-ft r+Jne d'.. viva:=ml?, 277 SE5a/centre
Deb-al BeacA fbnda Mm
rr Ana 7
dwr oa
H 0-" Sera Js•
tldamawmigwaikkr -
[phone] fax [phone]
mR. mqa
Q fAk N..I uml 41r.77 A• em+gmdra mkeahl +mekAkir dm O.d.mma
Qar Od. CaAWaa. 30'xW /• bnaeWwagmevp-, Pd..Rddad aPe01EtT
Qer lmm'lam+ ak Hrlwawvadr Wass Js•
Qwr tlxva Ok Sbv?vd V 4-
de nd mbrkY
?- - L..Nk
R-A". W.W 4• ...b,.ame. Brandywine
Lk-m S--*W B., i.ww 1.1 /Pale A• wm.:-k-qd lwk.
Subdivision
EACH NEIGHBORHOO D STREET SWILL HAVEA MINIMUM OF ONE NEWLY PLANTED, SHADE TREE FOR EACH av LINEAR FEET

(CU M; THIS REQUIREMENT MAY BE WANED IFSIGNIFICAmTVEGETATION IS
RETAINED BETWEEN THE STREETAND Cary, North Camlina
'CALIPER SM MAY BE REDUCED DUE TO AVALABILITY; HOWEVER SITES MUST BE UNIFORM FOR EACH STREET OR SECTION
OF STREET AND IN NO CASE SHALL STREET TREES BE LESS THAN 2 CALpQR BY IT TALL
PLANTS FOR ENHANCING OR SCREENING
STORMWATER MANAGEMENT DEVICES
"'

PLANT TYPE
BOTANICAL NAME COMMON NAME
MAT. SIZE
MIN. CAL
COMMENTS s
I
LE?? , ^"•
.
A1G.MAITRff Ar mwmm m*RidW..Fh- 40*40' I.- ndmpkk mde.Add- tft.W-d Sn mkr
Y4
ALG. MAT TREE Avrrwrq'Aed,Rl' Mx0k&TM H'I. nn kugm
ALG MAT TREE URakmbv p.A. Sroe QkA- br 6P-7f' L- b-du fd mbro Pw ,U. -, kr hr.

A4G MAITRE L4dd.-tw d/,.a. sw-w ;ROW- S7H• I.- s-r-ha am -1-h. wio.Lld ful!

AiG.MAETREE
GAewa blodm Odt Sxq Whke
Sm-W
I.- 1 de4 htlq
Pmd .. AV h bvvm lvda ea .9
AiGMAETREE Sax b*y"am VAa.Wpvft 3W-W I.- Rrbm W.W
A4GMAITRE T..db- dkh- Cyp-k'k SOJC Lam 4.1&-aeriir,lmd-y bbr,, and n hA
CSIRSUN SFn%.hmftAmhyWwr SFkm-AndPyl1S- r-A' Lan mE SRkrrAdRw tlmi,iµw kern In hm RrSd
EzGRASS Mtsmdtl Am* nrPwvvl Rol Sw Gm 7-0 I.- pmbRby-uwd ben Ted I-n Phm'n V^7
EtdASS
AiG.MAITREE Mkvdra ti-r Car-ft.C Mdd-GAa
Mmes ooddemk S
' S-r
1
, Lvn Qtkv-ndHoemxePawam,kxkie4,
iY6pIS??
pom,E
E.- 60
-75 IiR-elio Mikhhr4 menk Nmm ATWjdker PObkm
C-94m mr--am We mynk 10-Ir 2---man bakwea57RkePRT lmaAmd mkrn 122M par TOCcon-m
C--SHWA ViAv-m oWe<'Mnvn' vw-WmP-&-ia 8.12' lamm x308 Swr hk m M*ded&-=pie A. 60 QWOVF Per TOC Cn111nmts
C4BllB k vwy $wmapi S' Ivn-dmn dknd6q k,,V 16-A Mgp.q.rr-
d-,PL-mwmgrd-
65MMAETREE
AiG.MATTP& H44.h..I- m--I.C-"
Mff k-V- M;mrn S-lq 30'4W
25'40' S.-hade
1.9'Rde adept Udwa" 0>r,Abel APtl lo-PS S.Ddd
wdkkdmE. W-.Wh-m.A.-
e:SM MAE TREE Capie euvii mTaylm' H?mbmmI AigYe SS-W' 4. Re&Wk 46v vwdd k?k rdrn mePd,mmplem,mq
po-
e:91 MAT TREE Anwhndir mmdwxk Sw.imbeer C-2' 4 Sbde Wrr dao du q
revel s/w
54K MAT. TRff 0-h-
kgwm Riee i ism' A. SIuk mWw
.d dnbsd.m mlTekwdamb RT
anR c
RT
r
n
w SCAIS DATE
11/16DS
rrna
PLANTS FOR CONSTRUCTED WETLANDS AREAS (PARTIAL LIST)
BOTANICAL NAME COMMON NAME SPACING PLANT LIST
d AN s
Vbmu
VbrKnlAn dentahm eldahm
Artowwoad
,r & DETAILS
COMUSsonda FbwefigDogwoW B
QuerDA nwmuxi Swamp Chestnut Oak
Ire 6hrevei Blue Flag Ms r
Podedens, cordate PidmoN Weed
Juno dlemus Soft Rush T
SagDNG Latdofa Broadaeaved Arrowhead 2'

S«qusvardus
SOflstemBuIrush
2' .EnK No.- "aW
Andropogon geraME Big Bluestein 36.00 Odes
Paniam vegaturn Swiftrass 6.00wJaC iseu??Sawa'An.
05SB-026

APPROVED •

TOWN OFCARY ?
,
*

Appro,"bi Date- " rk
v C-12 roc -3
L
PlAminp Dak_ a? '?`
FEGiweril? Dire _ t ?? S??j •
`F I

fq.
.
...'?
At r.

PLANTING SCHEDULE FOR T
CONSTRUCTED WETLANDS \ ` `I /
1 / TYPICAL HIGH MARSH
1 FFER 'HIGH MARSH: 1 (SEE PLANTING SCHEDULE)
RIPARIAN B
_ ' I TREES TO REM 1N I PANICUM VFRGATUM - SWITCHGRASS - 2' OC m TYPICAL LOW MARSH
t I I I IRIS SHREVAI - BLUE FLAG IRIS - 2 CC p (SEE PUNTING SCHEDULE) ° rM \ \ ` \ \ / +UWII NI nlp? jNWIyAgWp'
r ( a
*LOW MARSH: 3 m
l I SAGGITARIA LATiFCUA - ARROWHEAD - 2' OC a i n
m SCRIPUS VAIIDUS - SOFTSTEM BULIRUSH - 2• GC °r landscape Architecture
' r JUNCUS EFFESUS - SOFT RUSH - 2' OC LOW
E r r ) I I =' I J p' r° osT p land Planning
86 r1r I 1 SHRUM-(FROM LIST; SHEET L-3) Environmental Design
z 89' 87 1 r i 1 PLANT 1 SHRUB/100 SF (1S-18HEICHT) I l it
r $S R ' 1 o H MARSH m
\ ?'\ \ \ ' 1 I Z TREES (FROM UST; SHEET L-3) r ?. o' TO 9'
` \ \ 905 Jones Franklin Road
\ \ I I 88 J J PLANT 1 TREE/500 SF (1-2' CALIPER)
A Aax Carolina PAR-o p SCREENING PLANTS:
-------------------- [phone] fax (919) srA3r4t\- - - ?? _ _ _ _
84 ' h FOR SCREENING OF STORMWATER DEVICES SUCH
•? \\ \\V\? \ _\ AS FES, RIP-RAP. LEVEL SPREADERS. ETC. USE 277 SE 5aAmnue
W \ - \ \ ?? 1 I WAX MYRTLE 0 5' oc CONSTRUCTED WETLAND #1 k r Read4 Florida ,10465
_ _ ` _ \ \ S n a m\ 1 CONSTRUCTED WETLAND #2 () 0451 vac (sst) rn-759
\ \ \ ?- RJ SCALE: 1`-W SCALE: 1--4W
4 \ \??`_\ \ \\ I ' OTHER WETLAND PLANTS FROM LIST ON SHEET L-3 MAY ePRaRZT
BE SUBSTITUTED BASED ON AVAILABILITY BUT ONLY AFTER
\ ... \ APPROVAL OF LANDSCAPE ARCHITECT.
Brandywine
-\??... \ Il I 1 I I
AV7ERSTA7EI0 Subdivision
(VARIABLE" R/W)
8 IPAR oN BUFFER I I ( PLANTING MARSH
SCHEDULE) j j Cary, North Carolina
s m 1C? W MARSH re• `\Hl I
. I (SEE PLANTING SCHEDULE)
. I?
?' ma r° 4
a TYPICAL STREET TREES m= ' I 1 ?g?P B \
GENERAL LANDSCAPE NOTES: (w' oc 2-2 5 CAL, U' HT. MIN.) ' I pW ° \
a. Where eaistin / 0
o
9 vegetation fails to function adequately as ROAD A OAKS (OUERCUS RUBRA OR f 1 1 1B•
1 °. ' l 4
required. (Le. bathe tyre Si B. C. and 100 Thoroughfare
Corridor rridor Buffer) the Cary Site Inspector res reserra the the right to ROAD B / BRANDYWINE OAKS (OUERCUS RUBRA OR 0
rg,
require applemenlel plantings in addition to buffer ROAD C. RED MAPLE (ACER RUBRUM 'OCTOBER GLORY') CONSTRUCTED WETLAND #$ 1 s 1 i ! Fx
u requrements. ROAD D: SUGAR MAPLE (ACER SACCHARUM) SCALE: rail
b. Ail tree protection f-nd-9 MOON be maintained until 00 site ROAD E: WALLOW OAK (WERCIIS PHEILOS)
work B c ompleted. The f-ng shall be reosed prior to the
en 1 1 ??
d site inspection for the certificate of occupancy (CO), O MULLENS ORIVE: WALLOW OAK (WERCUS PHELLJ) L
-
C. pac
n Na tr" ssholl be located within a roadway right-of-way or CONSTRUCTED WETLAND 94
S I I I
"
a within 5' 5• of a s ide.alk
I SCALE 1'47
TYPICAL ENTRY COLUMN 21
SIX LANDSCAPE STRIP o 'I-, I'
SEE DETAL FOR TYPE ?"' ' tl
•B' SEAd-OPAQUE BUFFER I I
// \I \ 26 l \r\\
NEIGHBO 000 25
/ cATHEIaNC PLACE
/ 27
' 24
I ? I 70 1 71
44 23 20' LANDSCAPE S71nP
SEE DETAIL FOR TYPE
69 2
' ° - 66 t `67 t 68 28 / 1 \ LY SEMI-OPAQUE BUFFER
45
r 63 t 64 29 30
.lsranrs??
1212M per TOC eortm ills
6bY496 per TOCeartMllmis
ICI ' 62 \ i r ?J/ 31 20'19 `(? 11 CONSTRUCTED WETLAND#5
46 yyr /`\\
SCALE: 72 41 43 32
42 33 18 \
^ 83
82
I ( 61 79 1 80 ' 81 ' 73 41 34 17 \
68 40
1 I I 1 74 16
tl qI 'e. 1 ' 60 115 76 75 39 , 36 . wueX Nc xsn ??
W a l' ll I ?I I t n t Ij qs I 1 38 l 37 / /15 \ RT 1r
9 14
51 \ avr nhTS??
p ?? I I I I -'? 48 1 1 (1 2
1?f00' fiMlNS
t !? 3 eT^
N 1I1 .: 1 1 49 1 1 - - 1
4 q. g? di?
w,
sum I \L' I
1A
56 II II , 1?
5U l? 1I l 5 l 6 9 n LANDSCAPE
65 `? l 53 i 52 1 51 1 Wev As kcnAMOS F 0 11 I 12 13 Afl ANaS n ( I 9
1
}? 1
PLAN
" I _ -- p _
Il l? -- ?
' -?- 1 TYPICAL ENTRY COLUMN
-???- ( ( `(' J. .roll X-.08
" RIPARIAN BUFFER 100' THOROUGHFARE BUFFER
TREES TO REMAIN RIPARIAN BUFFER 7N7ERSTA7E 40 TREES TO REMAIN-SHRUBS TO BE ADDED eseu??sXrrr ^? ??
TREES TO REMAIN IF NEEDED FOR OPAQUE BUFFER E
(VARIABLE R/W) TYPE 'A' DETAIL) (SE 05SB-026
a
APPROVED
TOWN OFCARY
sc12=
Approved by- Dab_
L-2
e
Fn99 Date_
6) IOW 50' 0 100' 200' ''+,,
\ ..... n-13i76fJ6 II BANK Ty TOP OF BSNK.__/ _`__? may,- --
_ _== ?& 'SEE SRErl 03 - _ bHASE 1
R¦iiu?? ¦¦z¦¦ ¦Ti¦un ? ??y¦¦iTW?¦¦ 1?iai ¦ ¦ ¦ ¦
10, 0.T POPLA 2PO \ ASE .3
EABOXENi
\X4 \? c°YABTH? `\ \ \ 1 v 20,
tiP 0?5 116 4WN HOLE V.1- SIN 50 U f r I
?_ 6Ltp WS
TOP 410.83 =t `??t S,i(ND f' : ykW oO
'XX` as' INV IN 4044E in
F9°T7 B, \ [4 [?q
ss,° INV OUT 404 _ _ c?>6 F p¢m WaO? 1 1 8"AI4PLE(
dlkp
v ?® 3 I I I 1( ?!1
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X, /
IP? I , , v' o, 8 III ? I',I I f I I b1 I i 0'a h
' 1 1 1 1 1 1 I I i1 f Ilq / cl
TEMPORARY 1 1 1 1 1 1 11 III 114 h ry'? 9q //
U
DIVERSION l I I I I l l Ii II?I? .TAI II 7 2q, '????qh
DITCH / r / /r 1 I I I III i 4 t 77"P
1 ?tI I qq h
WIRTH:
o I / 1 r/ ! / I I I I I II ? I? /?\ ? /V ? /
0e J;c 4 a? I 1 3 A2 POP A
No' /,q,iPl°q Rl 18 P E
Ojl"'6,X ?4r deb' I EA D h // ! ! i I / fl 1111?PINE77 l
?a''? p l ! ?` rr Irr I F?17,-,67AVE

I
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t I
i I 7 -
"
395 ! r
r , P
l2
II
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'1 ! X1111 00 IF II , /
q q / 1 ,/ 4 , I I INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 796 FEET.
11 GRADE BOTTOM OF POND TO THE DEPTH IIMATED. SLOPES SHOULD NOT EXCEED 3:1.
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DMO COMMENTS JED/PNG
TOWN OF CARY COMMENTS DATED 01/23/2006 JEO/PNG
TOWN OF CARY COMMENTS DATED 12/12/2005 JEO/PNJ
?R?ENASIONN. DpAM/E AMDWN/CH
EROSION CONTROL PLAN - AREA 1
FOR
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JOB 1986.25 SHEET:
DSN/CHK BY; .1R2/PNJ DATE: 11/18/2005
DWN BY. JED DATE: 11/18/2005 C19

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Q JOB 1986.25 SHEET.
BRANDYWINE ugh J. Cilleece and Associates DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] yw?? DWN BY: JED DATE: 11/18/2005 C13
PE Seal ald SRI Ve VPT cre- r unur uol nuu
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xY a uS.TS -Ct5
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-e Wy STD.', CCNSTR a. / / ? _ _
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? DRAINAGE A A / !? ? a FOR WETLANDS Nos 2 AND 3
-DR
r?w i5. e, ° O RN Q LY EAS€YENT w AINAGE E?" ' \ t 1/• ? \ , \, 1NV Al ?G
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r/r' ar 9 C5. , FrL AI R,>•u ?q'. rL m _ , I??-,Y \ /1 ? NOTE
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111/..r1/ J`• ?.,, Cl C1_4 -4U-YQ lp N'ET]1lND ?. '? /• ?'' ?p WETLAND 2 AND 416 FEET FOR WETLAND 3 GRADE BDTTOY OF
POND TO
Eip1:'
R ' I I -c[-?° I 1 ?p?cl.1'L A20 4 ` A INDICATED. SLOPES SHOULD NOT EXCEED 31. PLACE TTOM IOF REDUCTIOf6P AT
5E4C1 AIARN i I _ .O`?'(tf?F,W '?E4,, -OS - ?, ?,. • 11 FES OUTLETS. USE DIMENSIONS INDICATED IN SCHEDULE ON SHEET Cl.
IRL HIDRAVr LEVEL SPREADER \?' A••w C
TOP PAiNTD
uxc BOLT (40-1-C o EL., ?r>501 ?q•p?112 GRAPHIC SCALE OS SB 028
H ELEV=451_9h.. ES?d m n D 1 A+' o 1 11 APPROVED
PF + I" Town Of CARY
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DISFaRg(1F?BEA I I I [[-? .
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IA7RICIA pp 1D PAVEMENT U?lDULATION I I I ?q ? 49,. ? tIoeN - aR &g eeng_Dole_
D.B. IO191,PG. 1560 m
,PARABOLIC) SEE ITO1W1 OFF
L07 20 1118 STANDARD DETAIU 03000.16, dl ' -
TRINITY WOODS I - 'd?l ?? L Ar?
S.M. 1984, PG. 1J3J
PIN NO 0777.11-56-7577 1 1 / /2076 OWD COMUENTS JED/PNG
I ?. 03 23
;PS 3
z 02/10/2006 TOWN Of CIRY COMMENTS aENTS DATED OI/z3/zoa JED/PNG
72 \ 73 74 rl 1 12/29/2005 TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
50 I Na. DATE REVISION DwN/LHK
?y.
HARRY E. DRUCK IPF - 70 GRADING, DRAINAGE AND
D.B. 6083, PG 6J5
EROSION CONTROL PLAN - AREA 3
L07 Ig005 -
7R/A57Y FOR
SmrCff
. 1964. PC. rJU
B.M ?,.
r'^ '?_ _ - BRANDYWINE
PIN NO. 0774.11-56-7417
- _- , °o , 18 O 6 , t SIN
TUATM DY AT
CARY
CAW TOWlt91-11P, WAKE COUNTY, NOM CAROLM
BRANDYWINE Hugh J. Gilleece and Associates OSN/CHK BY: JRZ/PN?9?bDATE: 11/1a/20-05 SHEET.
875 Walnut Street Suite 360 Cary, NO Phone: [phone] Fax: [phone] PE Sep and Sgnature DWN SY: JE NON HRDAT 11/18/2 SH0
.65 C14
EXTEND FABRIC 1 FT
PAST TOP CHANNEL LINE CHANNEL WITH
(TYPICAL BOTH SIDES) GEOTECTILE FABRIC.
USE STAPLE PATTERN D.
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--_ GROUND
11 1 r E ??,1 -
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SCALE. 1 •-30*
NOTE
INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 402 FEET.
GRADE BOTTOM OF POND TO THE DEPTH INDICATED. SLOPES SHOULD NOT EXCEED 3:1
PUCE VELOCITY REDUCTION PADS AT FES OUTLETS. USE DIMENSIONS INDICATED IN
SCHEDULE ON SHEET CI.
PANE STONE BALLARD
D.B. 4738. PG. 720 y,, I I TEMPORMY 6
L07 3 '¢ ( I DI?hRSION ?J 2?
9.14. 1989. PG. 356 DS1 -Z74E OK SHEET [15 ¢?pP2p•??? \
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8M. 1948, PG J
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/. 24 ?e - Jd: - 8------
22 ?I I rt?? 3 03/23/2006 E._ . DWO COMMENTS JED/PNG
•7
Pt ,•Z li 2 02/10/2006 TOWN OF CARY COMMENTS DATED 01/27/2006 JEO/PNG
d 5'0273 OI L 1 12/29/2005 TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
1 ?
38
Na DATE REVISION D41N rDHK
71-
-- - 4?."E MATCH, LINE S ESH?ET GRADINGNAGE AND
eo 31 ? - EROSION CONTROI- PLAN - AREA 4
----- - i FOR
BRANDYWINE
ffitUAT® AT
CARY
CAR! TOW W. WAKE COLNTY, NORTH CAROIJNA
Q JOB 8 1986.25 SHEET:
BRANDYWINE ugh J. C?i Ile-- Sn? ASSOCI??EiS OSN CHK BY: JRZ/PNJ DATE: 11/18/2005
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] pF dal 4afure OWN G ALEE NONE HRDZ E: 11/18/2,55 S40TIN C15

BOUNDARY LINE BY
D.B. 8671, PG. 789
D.B. 1967, PG. 464
B.M. 1967, PG. 384
PROPERTY LINE BY
D.B. 4049, PG. 25
B.M. 1948,
? PG.
- 3-_
-.-w
DIANE STONE BALLARD
O.B 4738, PG. 720
LOr J
B.Y. 1989, PC. 356 \
PIN NO. 0774.07-67-J942 ,
BRANDYWINE
PP

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SHEET C15

Hugh J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] p? $e?J

05.88-M
APPBDhED
TOWN OFCARY
Apprpw0 b7_ Dal._
Planng 0ele_
E-9- n - Dale_
DWO COMMENTS JED/PNG
TOW OF CARY COMMENTS DATED 01/23/2006 JED/PNG
TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
REVISION DWN/CHI
GRADNVG DRAINAGE AND
EROSION CONTROL PLAN - AREA 5
FOR
BRANDYNNE
SITUATED AT
CARY
CARY TOWNSHIP WAKE COLINTY. NORTH CAROLINA
J013 / 1986.25 SHEEN
DSN/CHK BY. JRZ/PNJ DATE: 11/18/2005 M
DWN BY. JED DATE: 11 /18/2005 C16
BUFFER ZONE 2 PERMANENT
s i 1 IMPACT A 45 SF Q
1 BUFFER ZONE 1 PERMANENT "yW y
V
IMPACT B: 5,262 SF
i
m ? STREAM CHANNEL PERMANENT
W
ti s I i I I IMPACT C: 473 SF (75 LF) Q N
STREAM CHANNEL PERMANENT / ?zz
IMPACT D 81 (21 LF) BUFFER ZONE 2
A a s t_ l i PERMANENT IMPACT
?
J
BUFFER ZONE 1 TEMPORARY / F-1: 3,128 SF ?a
V 1 r I? r l \?. '" / 1 f
a z s i I 4, : I IMPACT E. 682 SF
IT.O.C. BUFFER
v _ ANENT IMPA TE
T.O.C. BUFFER /
G-i 6,130 SF /
TEMPORARY r
- IMPACT H: 1,025\ SF e
-?
? ?v `? ? ? ?` ? «° '::??.? 1s V-?; ?, ? ? ° ? % u ? I ? h l m8 ? 1 i nt' • yt ? ' l i 1 i l l l
Vv?>??? v?? ?v v <. 1 ? ? ???? ?«r ? or ?? _ q/ ?1 dlll ?il I I ?wl I I ? l 1 1 6? ? l r I l ` I l l f
e A ,? I I( y 111 1 I' ?
?o A` ? ?? A` ? < 1 '?-?? ?? ? ?? s V -W `?? o' I ' •?' 1 l I 1 1 ? I I I I
IIII
vvPv ???`v??v A l ? v J`? hn? ` p0'+p .?W ?. - - _ 1 I 1 I I ? 11 R„° 1 ,? ? ? I I ? l I I
lZ +1 w
?o? air 1 1, SFI1
v1111
°3-? BUFFER Z
1 ? ?i,? -. '•S ?1 ? 1 ?? ° ? ? ? ??--1?_?' 'z?-z? _-_ -- ? , ?? _ S µt? I 1 ° ? i ill 1' l?, 1111 ? 1 ,
'IS '+?, /i??i ??^ ??? it ?v ?? ?? ??v`? A z??- _ - _`-?- ?_?I l `l? ?1; T1K.,623' 1 i
s
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\ \ AJt?f
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o 1 gOFFER /' 1 1 t i
200E
Y:. 'Al r 1 ?? ?4g 'r??ll , A v ?'?' 11??`•?•.. o ?? ?l .? b 0.0
- Pv
1,511 SF l?ao' i _ l i 11 11 ? 1?? 1 11? 1
EwSSl
-' BUFFER ' 1 x V 1 A 1 1 1 I
?" `. v?? tlf TIAN? \ r9 j0 I •1 1 1 11 l1 ?11 1 1 l I 1 ?I
GI ? x'1,1 11
601
01? l 1 A 5?
?< < ?o a V m L 1 1 ?, S 1 1, SF "? ?? zd ?? ,
1
T.O.C. BUFFER P"ANENZ c; Q? 1 1 sTDRhwATER '? `, 11,1 c?
z. a • I\ 1 AND 4` l l H \\
IMPACT a-1: 28 SF V s? zgvF,` I `? v ?'
T.O.C. BUFFER PERMM?L? z'\ v
IMPACT a-2: 106 SF v ?•' ` I? \?
WETLAND PERMANENT `;o i' o o v v
IMPACT U-1: 36 SF
v9s? ?.. vi ??A? J6Cl3I1FFE8? .,'' 1 ?`? v
T.O.C. BUFFER PERMAIT `,? PERITRMENT o;'
IMPACT a-3: 154 EF 1 I CTLuNbs • IM 2iv vv 1 ?V y 1 v A
BUFFER ZONE 2 PERMANENT
RIPARIAN CROSSING PLAN FOR AREA 1 I '2 v
IMPACT Q: 27 SF
\
BUFFER ;LONE 2 PERMANENT
IMPACT S: 648 SF `
BUFFER CHANNEL IMPACT SUMMARY:
IMPACT: AR A: GRAPHIC SCALE
TOTAL STREAM CHANNEL IMPACT (IMPACTS C k D): 554 SF (96 LF)
TOTAL WETLAND IMPACT (IMPACT U-1): 36 SF 100 0 50 100 200
No. DA'
TOTAL T.O.C. BUFFER IMPACT
(IMPACTS G-1, G-2, H, L-1, L-2, M-1, M-2, a-1, a-2 k a-3): 12,294 SF
TOTAL RIPARIAN BUFFER ZONE 1 (IMPACTS S. E k K): 6,567 SF IN FEET
TOTAL RIPARIAN BUFFER ZONE 2 (IMPACTS A. F-1, F-2, J. k 5): 5,354 SF
TOTAL RIPARIAN BUFFER IMPACT (BOTH ZONES): 11,921 SF 1 inch = 100 ft
BRANDYWINE Hugh J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone: (919)469-t101 Fax: [phone] PE Seal wd
REVISION DWN CHK
WETLANDS IMPACTS
FOR
BRANDYWINE
SITUATED AT
CARY
CARY TOW W WAKE COUNW NORTH CAAOLNA
JOB : 3690.50 SHEET
DSN/CHK BY: JRZ/PNJ DATE 01/03/2006
DWN BY: ,ED DATE: 01/03/2006 C-W2
1 VRT SCALE: - HR SCALE: 1' = 100'
,
----- ?' _ _ - - -- --,,41 ?? '? _ -- 5 ---- -
1pr
-- -- -- ------- j _ 42
IPF BUFFER ZONE 1 iM l
--'- :? - ---- - '???" TEMPORARY
1 It I Iii ?c - - --4 a15 i g IMPACT y: 269 SF
STREAM CHANNEL :F 1
CTN: k?59, PERMANENT
v v v 2i tir IMPACT 7I: ?lI ?v
- - - T 66 SF (22 LF) ANENT h W )
STORMwA -- IMPACT U-2 TER 59F v
loo. BUFFER 318 SF 1 rN jC19
e RCr
TLANQ 3- _ _ mRC Z
AC
\ .r?.• h° E rqY GR A _ ARY - WMF
?? ?fF3 - T , - _ °?QZN IMPACT p : 1 as ',w _
PF 679 SF SEXIST.
BUFFER ZONE 2
CHANNEL - ?gyr = --- MIP?KT V 2210 SF
?? ?o. ?? ? ??::?. ?vv v Tz ? '• _ -?.--, ?? ZONE 2 ? - _-- -' s
Y -
s \ \ .i \ 9ck 5 P 856 $F IMPACT 0-1: _ ? e a
w ssa ?I ? ? ? ?V A ? ? ? ? ??? A ? ? ? V `? E705T. S1RE CHANNEL<-- ??_ -
1,587 SF ??
?-
o ' . a., Hs ` ` PEttM o PF 4 ZONE 1
r
\
PERMAbir
`ALL 2 31? ?
e o ? v ?v v v n ??(tA1N `v ?,:>?-?? ms?. BUFFER ZONE 2 IMPAC W:
\IANENT 3,197 $F
RE PER -IMPACT T-2: (2) JO' RCP
4 ?v v ` v\v``v, ? ?` ?201-T
nc ? , A v WEA ? ?. ??: ? N ' 'O.S 09 TLANO i ? 0 y
?, ?I ? , 1 ,, ?QN?Ty ?'• , ??? v ? . '4$EA?y?i n??, v? .,o? rp ` ? ? ?? '
" ecdc roan f z? ?? f ti J k1 I I STREAM CHANNEL PERMANENT
D16TUkBED ?MANIH (.o If O'E IMPACT X: 611 SF (140 LF)
° + ""sot° I IP
P? RESIT ?? `? v vv, ??`6 v P? v`vv RWMF BUFFER ZONE 1 PERMANENT
DIR sFU B
E i 71 ! w `v 49? IMPACT Y. 3,153 SF
BUFFER ZONE 2 PERMANENT
?Z i?a.. IMPACT Z• 1,994 SF
1 i 1 I I ?.PS
RIPARIAN CROSSING PLAN FOR AREA 2 RIPARIAN CROSSING PLAN FOR AREA 3
BUFFER CHANNEL IMPACT SUMMARY: BUFFER CHANNEL IMPACT SUMMARY:
IMPACT: AREA: IMPACT: AREA:
TOTAL STREAM CHANNEL IMPACTS: 284 SF (131 LF) TOTAL STREAM CHANNEL IMPACT (IMPACTS X & til: 677 SF (162 LF)
TOTAL WETLANDS IMPACT U-2: 318 SF
TOTAL RIPARIAN BUFFER ZONE 1 (IMPACTS N & R): 6,629 SF
TOTAL RIPARIAN BUFFER ZONE 2 (IMPACTS P-1, P-2. T-1 & T-2): 4,996 SF TOTAL RIPARIAN BUFFER ZONE 1 (IMPACTS W. Y. y & p): 7,298 SF
TOTAL RIPARIAN BUFFER IMPACT (BOTH ZONES): 11,625 SF TOTAL RIPARIAN BUFFER ZONE 2 (IMPACTS V, Z, 0-1 & 0-2): 5,951 SF
TOTAL RIPARIAN BUFFER IMPACT (BOTH ZONES): 13,249 SF
GRAPHIC SCALE
100 0 50 100 200 - - -
_? No. DATE REVISION DWN CHK
-- WETLANDS IMPACTS
FOR
( IN FEET) BRANDYWINE
1 inch = 100 ft. s1T11ATEOAT
CARY
CAM TOWNSFf, WAKE COLMY, NORTH CAAOLNA
JOB : 3690-50 SHEET:
BRANDYWINE Hugh %J. Gilleece and Associates DSN/CHK BY: JRZ/PNJ DATE: 01/03/2006
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax [phone] PF W end 1I8 11 VR
DWN T RT BY: SCALE: D - HRZ DATE SCALE- 1' - 1" - = 2006 700'C-W3
LINE TABLE
UNEI BEARING DISTANCE
Lt 53637'00"W 0.51'
L2 N 4551'71" E 4718'
LJ N 6851'34' W 7959'
4
r CURVE TABLE
CURVE( OEYTA -1 ADIUS ARC CHORD TANGENT BEARING
CI 0795'72' 11.259.16 I.J9374' t.J92.85' 69716 S 1750'45' W
EXISTING CONDITIONS LEGEND
(WPWOOD PRIVACY FENCE
'))--METAL WIRE FENCE
(HWF)-BARHWTRE FENC'
(CCF -LHUN UNN FENCE
(EOP)-EDGE OF PAVEMENT
(PP)-POWER POLE
(OHPL)-OVERHEAO POWER LINE
(RCP)-REINFORCED CONCRETE PIPE
(BC)-BALI( OF CURB
(UGFOCM)_UNDERGROUND FIBER OPT,C CABLE METER
(P6)-PHONE BOX
(FES)-FLMtED ENDUTSECTION
(CO)-CLEAN O
(1411)-WAIfR METER
(CB) -CA TCH BASIN
!NY)-WATER VALVE
7)-TRANSFORMER
1FH)-FIRE HYDRANT
(EB)-aECTRACAL BOX
'IPP)-POWER POLE
'CMP)-CORRUGATED METAL PIPE
!MP)-METER POLE
(P)-Pu1IP
(RWMF)-RIGHT OF WAY MONUMENT FOUND
OPF)-IRON PIPE FOUND
'ov5)-APoN PIPE SET
(R/IY)-RIGHT OF WAY
q)-CENTERLINE OF RIGHT OF WAY
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SURVEY NOTES:
?'' /' ?/ / / i // - ??- •yeeF p'? 1. WETLANDS WERE DELINEATED BY SOIL & ENWRONMENTAL
aF ytA' CONSULTANTS, INC.
2. THE DISTANCES WAS DISTRIBUTED BY THE COMPASS MENTAL.
DISTANCES ON THE THE MW ARE ADJUSTED STED HORIZONTAL
THE
GROUND DISTANCES UNLESS NOTED OTHERWISE. ALL AREA
CALCULATED BY COORDINATE COMPUTATION.
n4, t ?fi
4
90
?--- 00"
4
BRANDYWINE
Hugh J_ Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone [phone] Fax: [phone] PF Seal and
I JED/PNI
TOWN OF CARY COMMENTS DATED 01/23/2006 - NO CHANGES
TOWN W CARY COMMENTS DATED 12/12/2005 - NO CHANGES JED/PN,
?1I[1'?'?L/'? /R?E/VII?SION?/ ? V?p-^? ??DWN//CF
EASTM CONDI I L?1E/E?l ' E RI NE l PL
FOR
BRANDYWINE
SLNATM AT
CARY
CARY TOWNSHIP. WAKE COUNTY. NORiFi CAROLNA
JOB k 1986.25 SHEET:
DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
y,' DWN BY: JED DATE- 11/18/2005 C2
afire NRT SCAIF NONF HR7 SCAIF 1"=17D'
DATE
GRAPHIC SCALE 05-SG-026
APPROVED
TOM OF CARY
Approved by-Dale-
1 W FEET PI-.ng Date-
I noh - 120 a Engineering- Dale-
DRAINAGE SCHEDULE - RATIONAL METHOD
INTENSITY:
DATE 12062005, Rev. 21072006 2Y1.= 5.76InA*
PROJECT. 6ranE/wne 10 Yr- 722In.Ak.
25 Yr. 8.19InA0.
FROM TO D. A.
(ACI OT. D.
yVC) C
Des asN COMPOSIT11
O 02
(CPS) 010
(CFS) C26
ICeS) UP
NV
RVER TOP
ELEV. LENGTH
(°T) SLOPE
(FT FTJ 14PE
MATERIAL DINT.
DN)
_
1 2 1.26 1.26 00526 D.S26 385 1.82 5,47 10005 403 TE 409.07 26 0111 RCP' 15
2 3 1.41 266 0.416 0484 164 9. 10.64 40301 4@.25 409.07 718 0%51 RCP' N

9A 9 119 0.19 0.523 0.523 (157 0. 0.82 431.50 423.90 436.15 126 0. OSOG RCP 15
9 M 0.15 0.34 0.587 0551 0.51 1. 36 1.55 423.70 416.70 428.62 e7 0. DODS RCF 15
EA 8 0.76 7.10 00578 0.570 254 465 5.17 416.50 41110 421.50 41 0.0756 RCP 15
B 3 1.46 2.56 0.451 0.502 383 9.35 10.61 413.20 402.25 11825 136 00005 , RCP 15
3 4 0.18 5.40 0723 0500 0.7 19,68 21.32 402.05 401.7C 412.04 36 0.0097 RCP N

5 6 2713 2743 0.470 0.470 74.87 93.95 115.46 396.34 396.50 93 0.0198 RCP RF30

7 7A 037 0.37 0.440 0.440 0. 1,20 1.36 431.00 425.40 125 090480 RCP 15

10 11 389 8.89 0243 0.243 1573 17.84 416.00 39950 361 00512 RCP 24

12A 12 2.66 Z66 0293 00293 1.S3 5.68 6.44 440.46 435.00 445.13 156 0. RGP 15
12 13 1.92 458 0.372 0.325 41 10.81 1233 431. 44,75 48.80 202 06 RCP 16
13 16 O.00 4.58 - 0.326 108 1233 144. 41917 429.25 1% 0031 RCP 18

161 160 172 1.22 D.NS 0.485 344 1.31 4.89 42T. 475.00 412.25 141 060163 RCP 15
168 16 1.07 2.29 0456 0471 293 7.86 8.92 4446 IA 02 423.96 te1 0.0764 RCP 15

14 15 D65 0.65 0611 0.647 243 3. 34fi 42. 427.43 42548 26 00050 RCP 15
75 I6 011 0.76 0.587 0.638 0.37 3.51 344 420.0 ®@ 425.4 42 00050 RCP 15
76 17 0.36 7.% 0.587 0.10 121 23. a.% ne.n 447.se 42s.e1 e7 0,0125 RCP W
17 IB 1DID T.% D./O 23.7 A.% 417.48 IM.% 427.00 11 0.017 RCP 00
18 19 0.00 T.9e 0.409 23. 26.% 116.16 115.54 421.00 144 04 RCP 36
19 20 0. DO, 7.90 0409 23.7 26995 415.34 415.20 42300 20 OD70 RCP 31

24A 24 207 2.D7 0.383 0.383 460 576 6.54 423.% 42.75 59 0 . NZ7 RCP 18

21 A 0.17 0.17 0567 0587 0.57 071 D.W 4¢40 ®.08 450687 257 00542 RCP is
22 23 O.23 0.40 0186 0.528 0.65 1.53 1.73 427.88 427.61 432.80 27 0.44 RCF 15
23 24 0.30 0.8 0.723 0611 1.24 1DO 319 42741 423.00 433.13 102 0.0432 RCP 15
24 25 707 2.53 06587 0444 0.24 9.1 10.37 42255 418.75 427.91 155 0.0245 RCP' 18
25 26 0. DO 2.87 0.444 9.1 1037 41855 418.00 422900 16 0.0344 RCP' 18

27 71 1.27 721 0.`239 0.509 3.76 4.71 5.34 4194 418.0] 126.% 231 0.0171 RCP 15

28 31 070 070 0.486 0486 1.9 2.47 2.80 420.47 418.00. 26 0.0950 RCP' 15

29 30 0.25 0.25 0.723 0.723 1.04 16 1.47 421.39 419.37 426,31 41 0,0493 RCP 15
m 31 D% 1.09 0.531 06579 2.64 a61 5623 419,17 41800 4247 vs 00067 RLP 15
31 32 029 3.35 06587 06534 099 13. 14.79 417.00 402.00 425.39 165 0+0958 RCP 15
32 33 0,84 4.20 0.440 0.515 2.15 7573 17.85 401.75 398.00 401.75 40 0.0938 Cl- R 18

34 35 1.57 1.57 0.501 0.501 4957 5.73 6.50 411.21 410.50 415.57 61 000116 RCP 15
35 36 031 1.88 0715 09536 1.30 735 8634 41030 398.40 117.57 182 D.OM RCP 15

37 38 25.14 25.14 0.342 0.342 49.94 62,59 71DO 418.901 91 0.037 RCP 12130

394 39 54.11 54.11 0.400 0.4W 97.40 126. 16% 4019 40D SO 97 0. RCP 48
AO 41 0925 0.25 0730 0.730 1.07 134 1.53 404.54 23200 107.00 30 O 06471 RCP 15
_
42 43 040 0.10 0.382 0.382 098 1.1 1.25 427.00 426.1C 13175 42 0021 ACP 15
43 44 023 0,63 0.532 0437 071 1.99 2.26 425.00 4128'2 431.00 157
70 0 413 025 2.31 2.62 41262 404243 41783 175 0.05821 PCP 15
0186 301 612 6.91 10223 36.80 407% % 0 RLP' 15
n
RCP B Fmm o bng Prgam
ore ale at Ue back of cub W catch brim, war election for yard inlets, and top of access for jua:Bon boxes.
UTILITY LEGEND SYMBOL LINETYPE LEGEND
ABBREV. SYM. NAME EXISTING NAME PROPOSED
ARV 0 AIR RELEASE VALVE - _ - - _ _ _ - WATER LINE W
PP TA UTILITY POLE -- GAS LINE
WVPR ed PROPOSED WATER VALVE 0- OVERHEAD ELECTRIC OE-
WVEX b EXISTING WATER VALVE - OVERHEAD TELEPHONE
BOAPR Ixsw« PROPOSED BLOW OFF ASSEMBLY STORM DRAIN
BOA EX o. EXISTING BLOW OFF ASSEMBLY -S SANITARY SEWER
WLCROSS k WATERLINE CROSS FORCE MAIN - FM-
WLTEE I- WATERLINE TEE - CENTERLINE - -
FHPR PROPOSED FIRE HYDRANT MATCH LINE
FHEX EXISTING FIRE HYDRANT PHASE LINE a¦••¦¦WWI¦NIt
MHPR 0 PROPOSED MAN HOLE -X--- FENCE LINE
MHEX 0 EXISTING MAN HOE SILT FENCE LINE --•--r?
FESPR 1 PROPOSED FLARED END SECTION STREAM LINE
FESEX D EXISTING FLARED ENO SECTION TREE LINE
REDPR 41 PROPOSED REDUCER CURB k GUTTER LINE
REDEX d EXISTING REDUCER CONTOUR LINE
SANSERV 0 4' SAN SEWER SERV - 320- INDEX CONTOUR LINE -320
WSPR B 3/4' WATER SERWCE - - - - PROPERTY LINE
SWALE/DITCH LINE -

CONSTRUCTION SEQUENCE FOR THIS PROJECT
SEE FENCE -
w-

SHALL BE AS FOLLOWS:
TINE
LINE:
- - - - ROW LINE
- - - -
- - - -

ROW LINE -e-- -
I. TREE PROTECTION FENCING WILL BE INSTALLED AND INSPECTED BEFORE

ISSUANCE OF CRAVING PERMIT. TEMP DIVERSION LINE -
-
CLEARING LIMITS -CL-
2. OBTAIN GRADING PERMIT. BUFFER ZONE LINE - - - - - -
RIPARIAN BUFFER
3. STREAM CROSSINGS SHALL BE INSTALLED IN
THE DRY IF FEASIBLE IN A 2
DAY PERIOD. IF STREAM FLOW MAY OCCUR DURING INSTALLATION, A 100 YR. FLOOD ELEV. -
-'-
DIVERSION DITCH SHALL BE CONSTRUCTED AS SHOWN ON THE PLANS AND BUUAC RESMKT04 ROW TAE - --- -
LINED WITH FABRIC.
4. INSTALL STANDARD TEMPORARY STREAM CROSSING OPTION 04000.11 ON
SHEET 2 OF 2 AT BOTH STREAM CROSSINGS. INSTALL SILT FENCE ALONG
TOP OF BANK UNTIL CROSSING PIPES ARE INSTALLED AND FILL IS TO BE SEEDING SCHEDULE
PLACED IN CROSSING. DO NOT INSTALL SILT FENCE ACROSS STREAM
CHANNEL SHOULDERS. SIDE DITCHES. SLOPES
5. INSTALL ALL EROSION CONTROL MEASURES AS SHOWN. INSTALL WETLAND 1— }1)
AREAS AS SHOWN NTH THE OUTLET STRUCTURES. THESE WETLANDS WILL ode Tpe' Rmt:,q R.I.
FUNCTION TEMPORARILY AS SEDIMENT BASINS. CONNECT A SKIMMER TO THE
OUTLET DRAIN OF EACH WETLAND TO DRAIN THE WATER GRADUALLY WHILE A,N 15 - xoI Td11-.. « Haa 1`«.< 300
e./are
RETAINING THE SEDIMENT.
Ho. 1 - Ya 1 7411`111.1 vd A iw- R1` w Amp Rye 300 e./«1`e
6. OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON-SITE INSPECTION BY
EROSION CONTROL OFFICER. ua 1 - APr TS 1a11`.xYe a Haa 1`<d<ue 340 e./«n
AP, 15 - ,une f0 Hdkd c«nmon Bm"udo grms, 25 It,
7. PROCEED WITH GRADING. w9*9 Lo.e Gma
8. INSTALL CROSSING PIPES AS SHOWN. PROVIDE ENOUGH LOVER OVER PIPES A IIy 15 - Aug 15 1., F411ue And ...B w .1231 35 ro./one
TO DIRECT BANK FULL FLOW INTO CROSSING PIPES. INSTALL SILT FENCE 'u SalpYm-S,d«, Hs«ws
OVER TOP OF CROSSING PIPES.
Cmsull E,.' Ca"1rd 011 e1` or MRCS Tor addt- dtl.tw 1a -t1-9
9. F DIVERSION DITCHES WERE NECESSARY. DIVERT STREAM FLOW THROUGH dmYaed tyros me mae veg<lotron 1- a< mox NNcb do .eu wM I«d
THE PIPE AND FILL THE DIVERSION DITCH. cwmlans: aen« -g
ro,e <ombmolb.s w< Pomok.
axq
to roRm1m s.osa a
n
a. c I,——
10. PRIOR TO GRADING THE SECTION OF ROAD 'A" THAT IS NORTH OF STATION lem
wgem Da ai
y cow 1o Bro. ow 12 .
Pwdr
.<>m m ndgnl
34.70, INSTALL CATCH-BASINS 1,2, AND 3 AND FLARED-ENO SECTION 4 TO before mo.nq 1. New kscue Iran being sbaaee at.
DIVERT ADDITIONAL WATER TO TEMPORARY SEDIMENT BASIN LABELED

'WETLAND I.- •BdNle qma Shan "01 6< oua Io Law mdntNTee wrm.
11. CLEAN SEDIMENT BASINS WHEN ONE-HALF FULL. SHOULDERS, SIDE DITCHES, SLOPES
Swn Pn And 213 (mt mo.ea)
12. SEED AND MULCH DENUDED AREA VATH94 THIRTY (30) DAYS AFTER FINISHED Date Tq . IN'.-9 Ro1<
GRADES ARE ESTABLISHED.
u« , L-.dem Ixari4d) 50 ro /oae
13. MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND 15 zM
ESTABLISHED. Ya , - AP, 15 ffi TdI E x141
c 0 M /on.
14 WREN ALL CONTRIBUTORY AREAS ARE STABILIZED. OBTAIN APPROVAL FROM ua , -Are 30 6111 weminq LoN Gass 10 a /one
THE EROSION CONTROL OFFICER TO CONVERT THE BASKS INTO WETLANDS. uw 1 - An< 30 A= xwea cam,o" B-m.ao grms 25 ro./acre
15. CLEAN SEDIMENT FROM THE PONDS AND REMOVE THE SKIMMERS. CLOSE +°"e i - sw1 1 "•T0] 1- 93 120 It, e
THE DRAIN VALVES. •••bo."tro uN1 35 Ib./«.<
•••¢ sagnum-S,dw Hlrorids 30 ro./«r
16. REQUEST FINAL APPROVAL BY TOWN ENMRONMENTAL INSPECTOR. sro; 1 - ua 1 swa<d L<soeaem f?"ndua/?"«onRea) 10 m./dne
Rod 1d1 1`ex"e 120111
17. REMOVE SOIL EROSION MEASURES AND STABILIZE THESE AREAS. AW A—- Ry, w A-. Ry, 25 It, oat
16. ALL CUT/FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE C- It Ermbn Cmtrd 014- or ARCS 1w oddtund d1-ndtim Ia --mg
OF GRADING. MNaw a Th. oeoK .•q<1o1m roles w< IN— -h d. . . -1 ..1.
<ma?tios: om- sroaHq role <omEamm"s we Pmsrole.
19. EACH LOT IS TO BE CLEARED INDIVIDUALLY. IF MULTIPLE LOTS ARE •••11 x - Reseed o«adag I. a -I- swsm fw dewed Pa-t
CLEARED SIMULTANEOUSLY AND THE COMBINED DENUDED AREA IS OVER .egetasm. D. not db. -p-y <dwr 1. 9- ow 12 -. w bdgnt
12,000 S. F., AN EROSION CONTROL PLAN WILL HAVE TO BE SUBMITTED b<1ae -mq I. Hero f-- from bemq snowed rot.
BEFORE THIS CLEARING BEGINS.
'Rana 4ms sndll ut be used a Tam mo?nlRMNd weds.
NOTES FOR CONSTRUCTION:
1. PLANS FOR INFRASTRUCTURE ONLY
2 ALL CONSTRUCTION MUST BE PERFORMED IN ACCORDANCE WIN CURRENT
TOWN OF CARY STANDARD SPECS AND DETAILS.
3. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF EXISTING
CONDITIONS. CONTRACTOR SHALL NOTIFY ENGINEER OF DISCREPANCIES
BETWEEN FIELD CONDITIONS AND THESE DRAWINGS.
4. THERE IS NO 100 YEAR FLOOD PLAIN PER FEMA FIRM PANELS FOR THE
AREA SHOWN.
5. VELOCITY REDUCTION PADS SHALL BE INSTALLED AFTER T.O.C. AUTHORIZES
REMOVAL OF SEDIMENT BASINS.
6. AREA OF DISTURBANCE = 14.55 ACRES
7. CONTRACTOR WILL KEEP STREETS CLEAN AT ALL TIMES. OR A WASH STATION
WILL BE REWIRED.
8. ALL CATCH BASINS SHALL HAVE INLET PROTECTION.
9. ALL CUT AND FILL SLOPES MUST BE STABILIZED WITHIN 15 DAYS OF ANY
PHASE OF GRADING.
10. IMPERVIOUS AREA = 11.57 ACRES
11. TREE PROTECTION FENCING ON THIS PROJECT WILL BE INSTALLED AND
INSPECTED BEFORE THE GRADING PERMIT IS ISSUED.
12. A PRE-CONSTRUCTION CONFERENCE MAY BE REQUIRED BEFORE GRADING
PERMIT IS ISSJEO.
13. PERMANENT GROUND COVER WILL BE ESTABLISHED IN 15 WORKING DAYS OR
90 CALENDAR DAYS WHICHEVER IS SHORTER.
14. THE AREA DESIGNATED SHALL BE USED FOR TOPSOIL STOCKPILE.
15. THIS PROJECT IS IN THE CRABTREE CREEK/NEUSE RIVER WATERSHED.
PROJECT AREA-48.54 ACRES
16. THE DEVELOPER WILL BE RESPONSIBLE FOR ALL INSTALLATION COSTS
ASSOCIATED WITH STREET LIGHTING ALONG PROPOSED STREETS. ADJACENT
STREETS AND THOROUGHFARES AS REQUIRED PER TOWN OF CARY POLICY
STATEMENT NO. 13. 114E DEVELOPER SHALL CONTACT PROGRESS ENERGY
COMPANY AFTER PLAN APPROVAL AND PRIOR TO CONSTRUCTION IN ORDER
TO DEVELOP A STREET LIGHTING PLAN FOR THE 51TE/SUBOIVSION PLANS.
17. PRE-DEVELOPMENT: 010 - 0.200(1.22)(46.538) - 67.20 cis-
POST-DEVELOPMENT; 010 = 0.382(7.22X46.538) = 128.35 cfs.
18. THE RESERVOIR WATERSHED PROTECTION ORDINANCE IS BEING ADDRESSED
THROUGH THE USE OF RETENTION PONDS.
19. THE PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST
MANAGEMENT PRACTICES AND ENGINEERED STORM WATER CONTROL
STRUCTURES AS OUTLINED IN THE TOWN O CARY UNIFIED DEVELOPMENT
ORDNANCE (CHAPTER 4.4.6 L00).
20. WETLANDS ON THIS PROJECT ARE AS SHOWN.
21. A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN O CARY HAS
RECEIVED NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT
THE NITROGEN BUY DOWN HAS BEEN COMPLETED.
22. ALL STORM DRAINAGE FRAMES. GRATES. AND HOODS SHALL BE STAMPED
NTH 'DRAINS TO RIVER- IN ACCORDANCE WITH TOWN OF CARY STANDARDS.
23. IF ORIGINAL CHANNEL IS DISTURBED IT WILL HAVE TO BE STABILIZED IN AN
APPROVED MANNER.
NOTE-
INSTALL SEDIMENT BASINS AND DIVERSION DITCHES PRIOR TO CONSTRUCTION.
NOTE:
WERE SIGHT TRIANGLES ENCROACH ONTO PRIVATELY
MAINTENANCE LOTS. THE AREAS WILL BE DESIGNATED AS
MAINTENANCE EASEMENTS, AND MUST APPEAR ON THE
RECORDED PUTS.
GENERAL NOTES:
A. SIGNAGE IS A SEPARATE APPROVAL PROCESS AND HAS NOT BEEN RENEWED OR
APPROVED AS A PART OF THIS DEVELOPMENT PLAN. IF YOU ARE REQUIRED TO
SUBMIT A UNIFORM SIGN PLAN, YOU MUST SUBMIT AND OBTAIN APPROVAL OF A
INFORM SIGN PLAN PRIOR TO 714E RELEASE OF PLATS FOR THE RECORDING OF LOTS
(F APPLICABLE). PLATS TO RECORD LOTS CANNOT BE APPROVED UNTIL THE UNIFORM
SIGN PLAN HAS BEEN APPROVED.
B WHERE EXISTING VEGETATION FAILS TO FUNCTION ADEOUATELY AS REQUIRED. (I.E.
BUFFER TYPE A. 8. C. AND 100' THOROUGHFARE CORRIDOR BUFFER) THE CARY SITE
INSPECTOR RESERVES THE RIGHT TO REQUIRE SUPPLEMENTAL PLANTNGS IN ADDITION
TO THOSE SHOWN ON THE PLANTING PLAN BASED ON ACTUAL FIELD CCNOITIONS.
C. ALL TREE PROTECTION FENCING SHALL BE MAINTAINED UNTIL ALL SITE WORK IS
COMPLETED. THE FENCING SHALL BE REMOVED PRIOR TO THE FINAL SITE INSPECTION
FOR THE CERTIFICATE OF OCCUPANCY (CO).
D. ALL ABOVE GROUND UTILITY EQUIPMENT AND FACILITIES ASSOCIATED NTH ON-SITE
ELECTRIC, CABLE, TELEPHONE, GAS OR OTHER SIMILAR UTILITY SHALL BE LOCATED IN
THE SIDE OR REAR YARD AREA OF THE SITE AND SCREENED. 70 THE EXTENT
POSSIBLE, NTH EVERGREEN PLANTINGS. PLANTINGS SHALL ALLOW FOR A MINIMUM OF
A 5' CLEARANCE AROUND THE STRUCTURE TO ALLOW FOR ACCESS. ADDITIONALLY,
ANY SUE OF THE STRUCTURE HAVING A DOOR OR LOCK. THE PLANTINGS SHALL ALLOW
FOR A 10' CLEARANCE. THE AMOUNT OF CLEARANCE SHALL ACCOUNT FOR THE SIZE
OF THE PLANT MATERIAL AT MATURITY.
E. ALL TEE PROTECTION FENCING SHALL BE MAINTAINED UNTIL ALL SITE WORK IS
COMPLETED. THE FENCING SHALL REMAIN UNTIL ISSUANCE OF CERTIFICATE OF
OCCUPANCY (CO).
F. LEVEL SPREADERS ON THE PROJECT MUST BE LOCATED ON COMMON OPEN SPACE,
HAVE AN ACCESS AND MAINTENANCE EASEMENTS LOCATED AROUND THEM AND
INCLUDE AN OPERATIONS AN MAINTENANCE MANUAL AND A MAINTENANCE
AGREEMENT.
VELOCITY REDUCTION PADS
Project: Brandywine
Date: it/18/2005 SEDIMENT BASINS
Project: B.ndywne
Date: Nw 16, 2005, - 2JOB0006 SEEDBED PREPARATION
1. CHSEI CCAPACTEO AREAS AND S-READ TOPSOL 3 INCHES DEEP OVER ADVERSE SOL
CORDIIOIS. F A-ABU.
2. RIP THE ENTIRE AREA TO 6-INCH DEPTH.
3. REMOaE ALL LOOSE ROCK. ROOM AND OTHER 08STRUCNINIS LEAVING SLWAC1
OUTLET
440. PIPE D0.
Ilk) VELOCITY
(FPS) ZONE STONE
SIZE STONE
CLASS WIDTH
jFT.) LENGTH
(FT) DEPTH
(IN) BASIN DRAINAGE
AREA DENUDED
AREA VOLUME
REOD. SURFACE
AREA REVD SIZE
(W' It U x 7) WEIR
LENGTH REASONABLY SMDON RID uwFORN.
4. APPLY AGRKIkTURAL UAL FERTILIZER, ANTI SUPERPHOSPHATE -.OR WY AND
YIx
4 N 7,20 2 6' B 6 12 10 (AC) (AC) (CF) (SFr (FT.) WITH SOL (SEE BELOW •3
6 (2)-30 11.15 2 6' B 10 19 1D WL1 3,17 254 457 2988 5293 SF 10 5. COR11I TILLAGE INTA A WELL-POLVERRD. ON, REA55WHHABLY L ORAL SEEDBED 6
11 24 15.56 3 13' 1 6 ifi 24 WL2 3.15 1.94 34e8 2977 7669 SF 10 PREPARED 4 TO 6 INCHES DEEP.
20 36 6.81 2 S B 9 18 1D WL 3 11 0.99 17 2306 2309 SF 10 6. SEED ON FRL9LY PREPARED SEEDBED AND COVER SEED LIGHTLY ON SEEDING
33 10 16.28 3 13' 1 5 12 24 W14 4.44 2. 3546 4378 $796 SF 12 EOAPLENT OR OATwACK AFTER SEEDK
23 10 18.72 3 13' 1 5 12 24 WLS 21 2.1 370 1981 2624 SF 10 J. WILCH INYEDIAMLY AVER SEEDING AND ANCHOR 1µ0t
35 15 13.35 3 13' 1 4 10 24 Sal 1.40 1.25 2268 1321 25 It 52 x 3 10 B INSPECT ALL SEEDED AREAS AND NAVE NECESSARY REPAIRS OR IESEEDNCS wNI
38 (2)-24 13.93 3 13' 1 20 24 SB 2 1.9 0.56 1003 1411 25 x 55 x 3 10 THE RANTING SEASON. F POSSIBLE. F STAND 94ORD BE OVER SOX DAAGED.
RE-ESTASUSED FOLLOWING ORIGINAL LNE FER1UII11 NC) SEEDING RATES

33
ID
11.31
7
73'
1
32
2!
0.00
0.
0
x x 3
10 .
9
CON9
T C
N
RV
I

41
IS
15.32
3
13'
1
10
24
0.0
O
0
0
x x 3
10 .
AT
x
O
SE
ON INSPECTOR ON MANTEitIANO TREATMENT AND FEm INZATION
?? A'TER PEJNANEKT COVER 5 ESTABLISHED
43 15 1141 3 73' 1 10 24 0. 0. 0 It x 3 10
061 24 7.38 2 6' B E 12 1D 0. 0. 0 x x 3 10 APPROVED -APPLY. AGNOANRAL LIMESTONE - 2 TDNS/ACRE (3 TGNS/ACRE IN CLAY SOILS)
OS2 24 10.78 2 6' B 12 to D. 00 0 . 0 0 x x 3 1
0 FERTILIZER
TOWN OF CARY NE/ARE - 1D.-10-1D.
SIR'A ATE
- 1.0 - SW U/12310 - 200 234231405
OS3 18 5.79 1 3' A 6 12 DOD 0. 0 It
3
10
WLCH - 2 TONS/AGE - SHAG GRAN STRAW
A
roved b
Date
084 30 6.89 2 B T 15 18 D.00 0. 0 x x 3 10 pp
y-
-
ANCHOR A•HALT E IJLS01 a 300 GALS/AGUE
PIunn
Dot
OSS 78 6.70 2 6- B 9 18 9ERNC SEONENTATWN AND E ROSION CONTROL MANUAL 7tj g
e
Engineering- Dote
-
MANDYWINE
Hugh J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax= [phone] P.E. Seal and
TOWN OF CARY COMMENTS DATED 01/23/2006 I JED/PNG
TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
RFVISION DWN/CH
GENERAL NOTES
FOR
BRANDYWINE
SITUATED AT
CARY
CARY TOWNSHIP, WAKE COUNTY, NORTH CAROLINA
JOB R 1986.25 SHEET:
DSN/CHK BY JRZ/PNJ DATE: 11/16/2005
OWN BY: JED DATE: 11/18/2005 C7
04 ioe4F ?a OA
t s s o s+??',v°'o iqb `s °a;, icy 9 P° f ?"+ e'?4t}, y :4' ''•''P'
r. m m m s° `'w t4 04'4•
es yak p sae :,??f s? Y?. ?s/ro '?4„ 4t+? qR Do 4
26
V W °.q, o?°s :.g?, ? s •°j°8 fm °', 4 sf? ° `c o 0 1 w' xtuse a¢a ?°s \ 'O'
F a aawrn aaru M.
RYA _ ° ? ? - - - / / ? ' • ,i -
e'f \\ ? - _?_ \ I1\\ I' I I 1 I Y
tLQ gy i -m?Z ' .2 v°? i ! b ' \\\\ `3-_ - _ b ?, a \ e\\ \ "l`1111111 1? M ?\ \L
±?$?,?? ?bo°m?O°?4 :AA? ?`?_- / 1 II I11?1'?11111111 I I •\t\
-{ o °' 2°4't+' V v I ? I!I 1111 II II ? A
?' Qi; °'? 4 ! 1 .? n 4 11 II n I I
o?e'y-ti og s ?? .111,I v?V,v\ r V vv vA?vVp A X111 III IIL ?`P?fe
'qV
° °?a ;2.w " 111?i111'I .v vv v a -- ?. ++ 1 v ?vv?????? II1° r! ? w
'I
r 4
9 '4q t .. / III 11h111111 1l ?U Vf' v \vvA ?Y _$ ?? _ ! 111 ?F?1?111?II?`
- :10b
° 'r , ?? v 1Q11 111111.111 v vv ? v° ` ? .h!?? /// /
@''o.0;'3$ 8'1R"?o}?6me 4:• /° ?? v o-, I I?11 I I _ -__v \ . v ?? /
oYyk
g,A ° *P
lon
r '?°' v $ ? `I I\\ \\ \? \? / ? ?r / 111,\?\\ , 11\ C \?f"e \?
sq .VA1'VLA ?? / i?? y?11 AAVAv
1
%
g`?\ o Pg? / I \ ??
?P? \ \ \\ \ f _ --__-_ E 40
eel ?111
T6 pf ? / oT`ea
LEGEND
T J'v ?'F 'f S`
4,?C`y'? •?$°.. / 1 _ MATCH LINE
Z9 ? ! ?? )??? I ?`?i• _ ?_ q!? 4i, ?????????¦ PHASE LINE
RIPARIAN BUFFER LINE
r_
,i /
o==_=--_ / 2 02/70/2006. TOWN OF GARY COMMENTS DATED O7/Z3/2006 JED/PNG
1 12/29/2005 TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
!bt,`lx/. `°'?O \1 •• Nod' DATE 'V??^?I IRE,VI MMSIIONN,^?rT,y/?. DWN/CN.H
^ 9CN f1 O' LI MILL I!'MG/^^ -1GE GRAPHIC SCALE 05-SB-026 FOR PLAN
APPROVED
TOWN of CARP BRANDYNNE
Approved by_ Date_ SYRIAT® AT
' IN R37) PI-ing D°te- GARY
t vice . Im A Engietrvg Dote_
CARY TOWNSHP. WAKE COUNTY, NORTH CAROLNA
JOB p 1986.25 SHEET:
BRANDYWINE Hugh J. Gilleece and Associates USN/CHK BY JRZ/PNJ DATE: 11/18/2005
875 Walnut Street Suite 360 C
NC Ph
[phone] F
919)460-76 E S
DATE
JED
005
DwTd By
C5
ary,
one
ax: (
37 eal andSgoatre
P SCALE: I" LE 1-
VRi
SCALE
ONE HRZ
: N=120'
\ `.Px NO Ollar-55-IE/15 BANK 10, TOP OF BJNK.__
PHASE 1 H1iMe sEE SR) ET cis PHASE 1
?uTi?Tui?i? ??? ??Ti?Tn ?Z ???TuTiuTi ¦ Ti??¦ la w an ???¦ y??? wR,???Ti??
.: HASE 3
PHASE 3 ----- -_ - `-°0 - -\'-- _ °P?P 12 "PO
20-
• \ NILLIAM GLEN EDWAROS. 'ON-
2 D.H. 10439, PC 7816 ?pc ?, \ \ yrI ! ! ! r'
(a' ?G)
1995, PC. 960 - -- FF
PIN N 0 774 11-55-7606 \ L Va 89850 O fp W O o° !
v, I -TONE
5 ?'?<lQ t ,c?\ \M16K tA'\ \ 6a> >W''n 8 -14PLP?
_ R w /•. /
p ??<?- / Iv
- v v v :A T??Hd? ?I- ,D y19Y I? I ? T lapr,.DC /%'??/J /il? /
lP?` I .I o' e I Ito ,, / oss ?a / ? /P/
TEMPO RARY 1? ? I ? I ? I ?h?;3 ll?r, h R?.,GU{r z'o•
0 VERVa4 ll 0 4q °tie A
DITCH I I I I II,I'! ?77P B/ iil /
/ I I $.v IlM14 / fq.? //.
f f
/ rI 'I ,I??II ?u (y?? / 1 7 G
! ??? r ? II? I• ,IIII IY ? v ? !? ? //
a? 3 ?2 P6
PAUL LAMBERT l ' l/ 1 1 I I /! p i
0.B. 3717, PC. 785 I l! i 71 I ? I I ? 18'P !G
35
A PART OF
7l PIS
AL
8" . 1986, DC. 216 E ? ? PO f I I/ 1 / `' N /'
PIN NO 0774.11-55-7410 I / 1 tpA I° l` ! l 1 17,Y E
t; ,y
td I I
p r ?r r 7r i $"GUM u '
I I I I I I o RNNA !? ' I /2 P }g5 Ul // ?
II I l I I ? f ? j ?N III I ,4i '?UM ? I ul/l /l /
?;1 I 7! kls m/ r I I o/ I Ali l
75' RCP 11 1 1 I I •r I / I 1 11 / ?E", IME / l// l
R/w INV IN 4IS I_^9 It\y f I ! I / / I //l//( / 18 "PeNE
I 17 ? // ? /
- - - - J- , IP "Cum
MULL N$ O l 14 I i i /
(0 IR IW I I a D J' /rA?10'GUM r ?l
I
I I I 1 / , / Ig%POpLAH !,1
I
_ : I M n
/'716'POP INTERSTATE 40
NV 4JZZ9?? f l^? j' I i l (VARIABLE LELE R RIw)
'S" RCP . 4JQ06
INV OUT 13481 N/ IN ?"? I l I I l ?., \ \ !! r/, Nsq]lR MAP
PROLCrl G14)
15" RCPT SWE113 t r.
r?s, 1 r I / / Paarcr ra ausws
aT0 / Ill l ?? 2i ?v LT GU SICE1.04. x e5
Oa 26M PC rot
DRAINAGE ""UM Da 2592 PO 541
EASEMENT, 06.1149, RC 155
TEMPORARY P / ! f 111 / ? / / / if J
DIVERSION
DITCH
G/ / / / , sLrAlrcH / /
I?//?La AIS/ / f /• // If / /
ENf/
JAMES EUGENE RICE.
0.8 - 7614, PC, 71
PIN NO. D774 u-55-7n4
!/ l l;? r l I 1 1 I, / // I / i!
l F'"P¢P,( / ?.
?. r3 OrL4'
II ?', ? lI al ? l i l 4
I l l I rr? ?r II ?0 TO
W
NOR? '00EXTENDED DETENTION WETLAND No. 5 DETAIL
i` /' ? l l I ? I ? r .OI ? FFE(? ? I ry 2/ eUF?,RF??, r/,? l
H ?111,
r I r l l 1 7 11 r/!?! !r r // vim, SCALE: 1._30,
72"GUM
NOTE.
I
0 INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 396 FEET.
GRADE BOTTOM OF POND TO THE DEPTH INDICATED. SLOPES SHOULD NOT EXCEED 3:.I.
/ PLACE VELOCITY REDUCTION PADS AT FES OUTLETS. USE DIMENSIONS INDICATED IN
?. 'P
2OP f(R
/ Mai'/M SCHEDULE ON SHEET Ct.
'T I/ GRAPHIC SCALE
INy 1,1 4,
V Out ! U I f
?r7?E
10'hV3PLE
01 FEET 1
""POPLAR I Inch = 40 R
JAMES EUGENE RICE ?. / / I / \ I tV / // - / h
U6, 1659, PC. 718 / ?l I •I P y / 0
PIN NO 0774.15-54-7907 UMP / / 1•
?.' /, . / ///
?l1 /I?D) v r
2 02/10/2006 TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNG
"7 I / !E6 Lr NN OF yA?K-r / I 12/29/2005 TOWN OF CARY COMMENTS DATED 12/12/2005 j rED/PNJ
WACF??OA1P // A No. DATE REVISION DWN CHK
nay GRADING DRAINAGE AND
18' PCP ?r ??/ - . \\\os \\ ' ?SB-026 EROSION CONTROL PLAN - AREA 1
ENV IN 405,D5 1? ?„7,
0 n/ncc?--? APPROVED FOR
PP ; .5 PINE; TORN Cf CAff BRANDYWINE
r
TO 3J78,. TLpNO NR baowsBF-owls- GSrTUATED AT
/ . W Ni39. S V pB
ELAN M X?111 INt, our ; Ql' ARIFl PI-ny O.ts
ARY
(60 ' P/H'Y Enq:Kerng Datc_
CART TOWN%W, WAKE COUNTY. NOR1H CAAIX.Nk
JOB p 1986.25 SHEET:
13RANDYWINE Hugh J. Gilleece and Associates DSN/CHK BY:JRZ/PNJ DATE: 11/18/2005
875 Walnut Street Suite 360 Cary, NC Phone [phone] Fax: [phone] PE Seal aid (?e VRT BY JED DATE: 1t/18/2005 012
Ri SCALE: NONE HRZ SCALE: AS SHOWN
?r
HARRY E. DRUCK IPF U QT r r / ?1 Ilk +a°GUM
t
DB 6063, PG 635 Url
OT 19 MATCH/ U E SHEET14i
12NORTH AMERICAN GREEN
_ ?- 9grrpW5T,7 /? I 1 I / I l ?•? 8 LA'P'` EXIST I-
M GRADE 5150 STAPLE PATTERN D
PIN NO 0778.77-56-7117 _ _
/I / I/?t. 16+0/E 1 ?JPIIV T?j ?rl 0 /r GRADE
EXIST
/ 8317
5 S1 _
IN, 11, 4jo 1
69
/ 5
MAINTENANCE ((U'''Jll"??/ _ / EASEMENT
BRIAN D1 Er IPF / - X13OAr
D.B 781 2 18 781 __- -
lB -
LOT - ? ? TYPICAL DRAINAGE DITCH CROSS-SECTION
TRIMrY 110OOD6
B.u 1984. PG. 1333 - r d / n 1 I //? c--- NJ.S.
PIN NO. 0774.17-56-7J18 ?? 1 Sal 7 '
1 i L PII /52 20
A - // 14e168
- --
- ' r --_ _ _
20'-LANDSCAPE
;H_Z7 ?EASEMENT
THOMAS J YCEVOr 1P{ ?' 81 / / J7 6J0 OAK / -
D.B619J. PG 307 _--
TRINITY 1MOOD5 /A/1 HCr.FY,,
8 u.'984. PG. IJJJ AAO 4 I . wiz
PIN NO. 0774.11-56-6288 ------------
7 0; GAI
/
(2 PIN
/
/
/
SOMAS J MAHER
0774 5571. PG 771 -EASEy"T / ( M`L ,/ i // ?•P ERA '?
cods
pp s / / "LINE
BM 1984,JJJ DRAINAGE NCH AA/E /
PIN NO. 0774.N-56-6757 (SEE 4191 AL O?fK l / R / '/
1 a+ s- c n / / / /
- 8 _ - : Tr SH T)
fl PIPoE/ / /
V IO 00 ?h4.00 MP
OAO-A 1Ne
56
PF MAN HOLE PRANKIE YARBOROUGH GOUGE I
TOP 125O.B. 3857 PG 706 ,I -
wv InU Or 116 r, 88 LOT a __
O
WV r . TRINITY 60005
S B.Y. 1984. P4 IJJJ 4 ??-'
?s N NO. 0774JI-56-6075
-?D'L"DSC?rE-- f3'P R'
s BASEMENT _ y / J/// 6
MANN! ------
7-5 - GRAPHIC SCALE 7 oi-475 Yl
LIT ?P{r'1c /fNTER51-ATE 40
O FEET ) ? (VARIABLE RIW)
1 IMP - 40 M1 J NARK HOLLOW£LL NCDOr R1W MAP
PROXcr NO dI 2?
_ / s,EFruAr4
LISA C. DYER , 12
D.B. 7631. PC 851 RRa[crxa ¢;7585
-- } BU. 1985. PG'670_ 94EEI 6IvI QS 4V6 707
INV IN I' PIN NQ 0774.44 --53-7847 08 7592 iG 641
?OB.4S Od 2719, a 155
W 12
ivnr •,,,v - 1 _-_ -
'F1M
I 17?RINJ /
_T P -- Wy??405 60-62 SILT DITCH W c VjIETLAND 4
Ep PPG I , I
p 1 I
? Y J . ?
-GVEOLOW (5q/LONG) IPf%JE
?- _WEIR ELEV. 1 i r
23' P/N V? // OP ^HO 'S ____-- c USE Iy:STONE 24• 8 1
r eK
{ 1? /? -r N(IJ <Dy(>:+ --_- __ Ty OVER u
-;NV I BM I \
4D54i
t 1' /? 1 - N;2i
______ 051 CE01EXi1LE IC ? \
v?UY a0a6 _ _ _ _ _ _ _ _
3 ??' ?? j / I I r
INV 0ur`\i-' V ??? ?- G ?? V IPS - ---' -- --.- ?.?•-;: 'BNF/ // /
WV IP(•/ r 1. - - 4 v MIS ..-ate / m?o! CL
r0P[iAlt a0?,- \\ o *a/ -?I?_' /
TP J\ VEL SPREADER
\ 105 LF D€L 395.50) 1 2 02/10/2006
i 05-SE-026 1 12/29/2005
8,';-0 P AB
----
Na. DATE
?:' ?VAi A r? I TNJTY EA$MENT VARIABLE TH r t - m 2P ?? ,. R 1T'PQPLAP' „may APPROVED
TOWN OF CARY
WILL 101.59, r816 i TOP PIPE 405.4 CLASS 1 RIPRAP 5 FT EACH SIpE m?+.Il 1 II LE -PUINZ RfA Approved by_Dote_
&M r99i RO 950 1 OF WA MYN FR01) TOP OF/ \ / Planning Date
\ ??PW'An On?rr-55-9606 BANK 101 TOP OF B K.___? Enyineaing Date_
PHASE 1 _,-?_--__=-= ---- _ -` ' PHASE 1
C ---- - IAA W,SHEET C12 / o 1, 12?P0 ¦ y?? ?, ???iu
?••'QPHASE 3 bINL j _ 1?°POPLA. ASE 3
BRANDYWINE Hugh J. Cilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone= [phone] Fax: [phone] PF. Se u and S1
TOWN OF CARY COMMENTS DATED Ol/2J/10W JED/PN(
TOWN OF CARY COMMENTS DATED 11/12/2005 JED/PN,
REVISION DWN/CH
GRADING, DRAINAGE AND
EROSION CONTROL PLAN - AREA 2
FOR
BRANDYNNE
SITUATED AT
CARY
CARY TOWNSHIP, WAKE COUNTY, NORTH CAROLINA
JOB k 1966.25 SHEET
DSN/CHK BY: JRZ/PNJ DATE: 11/16/2005
DM BY: JED DATE: 11/16/2005 C13
VRT SCALE: NONE HRZ SCALE: AS SHOWN
tX I tNUtU Ut I tN 1IUN VVt 1 LAND No. 4 Ut I AIL
SCALE: 1'=30'
N T
INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 398 FEET.
GRADE BOTTOM OF POND TO THE DEPTH INDICATED. SLOPES SHOULD NOT EXCEED 3:1,
PLACE VELOCITY REDUCTION PADS AT FES OUTLETS. USE DIMENSIONS INDICATED N
SCHEDULE ON SHEET Cl.
i ?
1L' y?
IPA eo i ?? I v v V v , ` ?? v ` tedbr Me
CI1 r''- I I c I V ? CL `` V A kr~a
IS C?7euz 12 I ? I \ \ \ \ \ ?? 9? ?? ( DI FCET) Ring Dale-
t.EdS7tw IWm 1 ` ?A - 40 n Ea ievn -Date-
9 9
PAIRIpA PAVEMENT I4.LATION? I U U p ?? \ \ 49-\
D.B. 10191, PC. 15661_, I 111 v A A A n
?ARABOL'IC) SEE TOYM OF FA / / ± I , A A v A
LOT 10 BTaNDAAO OETAI 03000.18 I I i I ! / / 1 1 V A A \
rRmuTY WOODS l ?72"DAM
B.Y. 1984, PC 1713 , I I I I , / / / ?d V A 1 V - -"
PIN NO. 077441-56-7537'
I - I I 1 I I I / / / `. 7 \\ \ \\ V
1 ; I I / I , ' I A I fps 2 02/10/2006 TOM OF CART COMMENTS DATED 01/23/2006 JED/PNG
7 1'0"M PEE
\ J / I ?2 I I I `i3 1 J 774 Y 1 I 12/29/2005 TOWN OF GARY COMMENTS DATED 12/12/2005 .£0/PNJ
4E5 ,' I 7? I V 11 I I l I 1 / SQ 71 1 I I1 No. DATE REVISION DWN/CHK
Iv II II II LI II t i j i o 18"GUp GRADING, DRAINAGE AND
HARRY E. DRuucr IPF ?? I v v I I L t I I I I ,' 'H i 7 10 "CUM 06. . 6083. PG. 635 p
EROSION CONTROL PLAN - AREA 3
LOT 19 1 ,n [ i . J 1 FOR
TRINITY WOODS
B.M 1984. PC 1777 ' I g, >z / , BRANDYWINE
PIN NO. 0774.17-56-7417 I I I I I / --- / STNATEOAT
___- o / , I / I vOt0 ? r
----- - CARY
CARY TOWNSHIP. WAKE COUNTY, NORTH CAROLINA
13RANDYWINE Hugh J. C,illeece and Associates DB r,1986A5 sHEE[
DSN/CHK BY. JRZ/PNJ DATE: 1
11/1
1/18/2005 1875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax- [phone] PE Sed ud 4aVe DWN BY: JENDONE HRZ DATE: SCALE: AS AS SHOOS C14
VRT SCALE: SHOWN
-MATCH LIB ? E?i?15_.
a _ .'L3. i /si r T c? 7 - 12"P!N,- _ - / ' 'AAA ? ?Nh
------?P7
UTILITY 18
---
TENPORXItY ©
_ EASEMENT
DIVERSION - ' I 39 _ - ' ----
2THOMASL. HOO°ER - DTTCH _ n - -------------- #-12 FRJE ' i/ ,r' ,?
D.B. 10612, PC. 994 - -______ t 3a I , /
6 ,
Eor J 44
- 35
eM,.99< p'a72r sLr , q h - 4 12 "PINE --- AD1D 2 I Q?p?
P(N Ai* Of7AN=57-6160 [ _ _ _ _ ! DITCH
20 LANDSZFIE
4r"F -EASEME T -__---- --' . . 40,/ ---- --------- 'r 12 "PINE
IPF 1^ 440 ----- 'NI'NE j / ---
2
-- -- SRFpra T / 1 d b,S?JRIV---- , o ----
/ oo / c 5 _ OEPTA- L
29 -c
ROGER LEE CHENOWfiH
O.B. 9422 PG. 2307 ` IPF ?.
-'-
Lorx ------ --_
- -18"'P - _ '- _OS2 _ o
B.MI 1996, PC 526
PIN NO. 0774 I-57-7008 '- ------ ------- - -- 43C a2 ' - - w v
,? ------ ----- /- ------ - 168 C? . a -4 , 1°0 TO9" --- -4 41_ -mow - GHF
- - --- - 42 1 - F BD wE
v v - - _ _ 4° ?' 8"POB AR 415
1 f l -?___'; ULNA -TEMPORARY
l 1 S DIVERSION-- , / \ J
IPF vI 1 v1 -'--??? " __-----?E?-- ----
\` 1 II I "_ ??''1.•. 130 CX6RY
ARNND LAVANI S l 1 ` Zp,_ , _ _ _ _ ` 17 r , / Ar I 1 v \
D B. 8151, PC 647 \ \ I 1 \ -_ _ _ - =F I + e
L 26 BM. 1996. PG. 526 ``
PIN NO 0774.1-5--4 \\ \\ \ \ \ \`V \ \ ?\ -.h?FtP _ -
WERANO 2 _--=- c--? --- -? ,e LINEAR
?3a -
7A\ \ ??? `, ti°r \? `RES^acn ` ?ortw o>aao1ao LONG) ?' ?PTM\ ¢a4 0 _ARE?1
0 -Tog"
FEE '9FU4(OSTaNE_4 --- p ?>
ENV a' a5!.59
GEO1EX11LEF \
v v v V v e? V` V 8000 LNE n ki ,
v ?? ??? \? \\ L?1!5- ACCESS _052
IPF ?.fvvv\1?v tvv??v
o I. 57gVE `?`\\\1\`??`1 1,?„? D C _ 1& q0 _Q,_-
HARVEY
D.B 759 . PG 527 \ \ P \ 1 WJ\ a _
4 INTERSTATE 40 p
iRINl ?1' Wt7W5 `? v ?? ?, ?? A A A V'VA \\ _ IS _mn (VARIABLE RAM) 18
B.M. 19Bl, PG wrnTNO 8u.m
FRacc NO rN5JfN
PIN NO. Oyll. i1-56-7718
91LT`C?IIW\ ` , 13. \ \ \ \ \ _7c ` _ 9EEr IJt 11 1i? ` '^K\
k.c? olcH ?? _ - - PR"Cr NO. a 1475305 ER
TH:
0.e 260C G M7 D OS p?
urcH 945TH r Ss 4 v v, ?( ? G v ?s v v8 ?? ;?.? ua nu. M aer y T0-74"
`uia?see1`i ` 1RROPO?Ev0' `QNRos w1bEr?i C.& z7.e. M 1ss LEVEL SQR ER, `? -
ra. a 11
wN EC II a?CCF159r v AK`
0{; f .(401F ®?EL. 4 .30??
\DR;u v , v\? Ii?WQRatri1,ARMERI90A fN1?1 - , :. 410
(? 'NKm 156.19 ` \ \ \ \ h ` ••
B \ €ASE+ i \ \ (USE Ndi REEK , S
w I xveuniazl
B ` \ 1 n ? , ? ? ? s ? v v ? v v ? ?> LSOSaPiE PATTERIT O) `. ? ? ? ? -, __ ? OAR`
AND -3 7,
111 ,'E w , v v v , , ??? ¦r1•??17.?¦ , ?,
I? wM./ D Z! .447
W . , _ 4 •: _ _ EXTENDED DETENTION DETAIL
STD CONSTRI 1 A v v , v , ` , ?
q , --?D v wv v NT" Nce c EES FOR WETLANDS Nos. 2 AND 3
Hue ?6 A \ 1NV /N 46
ra 59 y wv R? 1 I I \ , A ?? EA (Nx ?` `?1 ??? . ` SCALE: 1'=30-
44
vW)os ^B I ct 1 I 1 I \ , , ?\ . m .p ° ?`?1? ?? \ \,. `?B'\R INDICATED
1 TED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 416 FEET FOR
ANQ? , 0 CA WETLAND 2 AND 478 FEET FOR WETLAND 3. GRADE BOTTOM OF POND TO THE DEPTH
t 4i-_ru, \ , j10 D'1A_ `? P_ `? -`? 1 I \ \\,' INDICATED. SLOPES SHOULD NOT EXCEED 3:1. PLACE VELOCITY REDUCTION PADS AT
?<-`n \ On ; t qa \\pS ` ? \ \? FES OUTLETS. USE DIMEN90NS INDICATED IN SCHEDULE ON SHEET Cl.
Bfl)CH MAR I 1 ? EO6'??1E _ 4 s2p?`? ?? `? ??
FIRE HYDRANT 1 P \G EVEI ?AL?1
TOP PAINTED A 2;• V • N? V ^7 11
/ u$ /DZc Mia. 4 sD GRAPHIC SCALE 05-SB"M
FLANGE 80Lr TUi? 5 o o c?° v v A 1
ELEV=abr3r, 1? APPF104®
H ES dm 1 ?? `? `? vvv 111 TOWN OFCARY

BUILDING
RESTRICTION
ROOD LINE
-
-?

40459 -

`
PF .1 "IDEPTH:
?
` WETL
-? : AREA
0
0
j0 9
^\ DEP\tW: ?4? ®
v
4p
WETLAND 1 v8'
•
\\ ? TF??\?''Y+ l
•

v 70 j DEPTH:
70
3?
\
?0
?
[EM RARY v v P OpLA
]I R \ \ ? O ? )
°
?: v,? ?v ` xQ 20?R1Ncw

\
BY N1LL A, v 18 0_ A v EaSEMENr - w A v A
A PART Of t A /T V 6" I v V A V 1
I i i 4 \ 'l Ur
B M. 1948. PG J I+ 12
I / 1 I ?' \ \ \
l1 1
PIN NO. 0774.07-57-8759 I /'1 II? ` / r? N + \ ------ \ \ \ 1
r 1 1 1
Ir e ? / / ? I \\ 2 OA?1 \ \ 111 1
19 r ?/ ? 7 ? ? -?28 ?n8 _- vv a I 1 vv II
GRAPHIC SCALE
/ I I
o"?I?I LANDSC v vI2"0 K I I1
i r l ay' 'AREA \ NO?°0'I I
I
" I 0 OPLA a PpgRE II 1
Im FEET
?nl I?% - / AV 1 inch . 10 M1
. Ipyf. -1\rr ,Y ?p r-
BUILDING RESTRICTION
ROOD LINE EL 404.59 - - - - -
' - Ro r _ -
TC SEESHEET C16
Z \ we
0
PF
\ O ?'? V AR
20' 2tE a ?AA ?L;? v
? -? ??77??G.Nf \
I \
n
DIANE STOVE BALLARD
DB 4738, PG 720 J l QO fly t
BM. 7989. PC 356 A A ? 1OL??OJ 7 v o gape ??R?
PIN NO 0774.07-67-3941 r \ \ \ \\"'?If?E?20 LpN, -4 ` ` O?QO P`?
3 G'J \ ? Iv
v
v v v v ?o7E°?cRto'??D ` v
V A A\ PgBR? t 1
v v o v? v .? .ro J 1/ tl i
vTEM aqr ti v v ?? vv P V?kR? rv ',v', ,
-----?? °?s ?,?? v `v vv 0 RWMF
\ \ \ n \ PEW ART \
V'?p v 0 v DkVERy
4
20`PINE?vDImv
HELEN S JONES HERS ,- s v` v \ 3 a / v\ v v v
BY MILL Js . ??\\\ \\ \ \ \ f .d Op0 \ \ \ \\
BM 1948, PG 3 - \ \ \ ` \ \ \ BkfIG?? \ \ \
PIN NO. 0774.07-57-8758--
" \ \ \ `? \ \ \
QQav : vv`v v v 2 a
`?? .v v v vv v v ????v v v
?v v v t v vv v 7
-/PF- -- ? \\t ` \ \\,\\ p \\
INTERSTATE 40
paS ` V A? \V ` AV A A a _ ?V . o? ?? v (VARIABLE R/M'J
V A A A 1 v rte, vvv N r 91/ MK
_ v 1 1 ? w,; __ _ ? PL???.vvvvV rAa[crnacunrod
EXTENDED DETENTION WETLAND No 1 DETAIL X16 v ?j __ `? "'
SCALE: 1"=30 v¢rrp AA9
_ D8. um PG. 74
1
ae. 2592. ra 641
1 \ \
Nip \ 1 17 0.&2.9, PG 155
Q-7Fp,?NE\ \\\ \\\
INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 402 FEEL )(i _ `\ 1 --- \ \ \\\\ \`
GRADE BOTTOM OF POND TO THE DEPTH INDICATED. SLOPES SHOULD NOT EXCEED 3 I. \ t \ 0. \ ry \ \ \
\\
PLACE VELOCITY REDUCTION PADS AT FES OUTLETS, USE pMENLONS INDICATED IN
SCHEDULE ON SHEET CI. xrG" h? ( _ _j.,°Qr, c v v AV v v
IU??OOP 7, A vv ` \
MAINTENANCE!
DOUGLAS WAYNE JONES
05-88-026
TOWN OF CARP
Aaprowd by_Dole_
%mnnq Oole
Engnxng Dote_
Z 02/10/2006 TOWN OF CARP COMMENTS DATED Ot /23/2006 JED/PNG
255p2 f 172/29/2005 TOWN OF CARY COMMENTS DATED 72/72/2005 JED/PNJ
o *70 "PINE
38 NO. DATE REVISION j DWM1' CriK
IAA -UN SGt SHE, 14 12"F7 , ?1?GE AND
-?? 1 EROSION CONTROL- PLAN - AREA 4
16,
68
r,
"PME
-36 72'??{lNt-'iI
0
-770 "PINE
/
21
?• / TEMP PRY
35 ? I ¢ f,oFrnrE
?2 FID I E
r
;'??
122
-1A 34 / z'p7NE
LANDSCAPE'i / ? I I I I
AREA 1 9 1 PINE
i '
CHARLES DAWO RAPER, 23 Sl?i ITCH 9 FINE J I
O.B. JJ92, P6. 42 /TEMPORARY /
A PART OF DIVERSION 9 SOURV000
B.M. 1948. PG / , 33 / DI TCH _-___--- /
PIN NO. 0774.11-57-6,105 / / / /' '
9"FINE _ 72"9/NE Rw
i
At'
BRANDYWINE
SINATM AT
CARY TOKTISW, WAKECACORUNYTY, NORTH CAROLNA
JOB B 1986.25 SHEET
BRANDYWINE Hugh J. Gilleece and Associates DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] PE Seal and 4akre DwN BY: JED DATE: n/18/2005 C15
vRT SCALE: NONE HRZ SCALE: AS SHOWN

BOUNDARY LINE BY
D.B. 8671, PG. 78,9
D.B. 1967, PG. 454
B.M. 1967, PG. 384
PROPERTY LINE BY
D.B. 4049, PG. 25
8.M.
4 7948,
? PG. 3--
DIANE STONE BALLARD
0.8 . 4778, PG 720
LOT 3
8.4. 1989, PG 356 \
PIN N0. 0774.07-67-3942 \
PP
p ?rc_A INi FI
_
42d. 82
.?VI 425.J7?

.:. `o` -
Ec TRIN/Ty RO
AD
r -_ STp. Co_R
r
E ANCE
_ _ ?\ c

_

_
E
_
PP
78" RCPT v? ?BR/O..c -
M? OUT 432
`?' Ba --?dFl
7
?L

'

INV IN R24 43 24
RCP / AREA INLFT
k IOP 42671
INV 422 45
? rNV O uT x7-
I !
.
25
\ \

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r
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V
l \
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95 ,
.
.
TRANS 70.
TRANSMISSION
I
V
.
` P
OMER LINE
EASEMENT PR
N
FES
INV OUT 422.32
`I I
[- l 1 7 1 1 r ?`
V l /
l ? \
(REMADE DITCH
(SEE TYPICAL
1 \

142Q?4- ?

U 1 I 1
? ROSS SECTION
C
ON SHEET C13)
78? P
INV OUf 4I 19 1 1 / 1
1 I 1

Q/ 7
IPF
0 dcb v
'AKRON A. NA 711CaN / .Z?.. T 11'CCC \
D-B, 3194, PG. 70 /„
PIN NO 0774.07-68-822 /
05\ INTERSTATE 40

(VARIABLE R
w

OVERLAP 8Y,'
t:.
/
)
D.B. 4049, PG ' 1 \ ?T r 1 14
1
`. v , I%OCcr M0 0.1477305
' IrF, ' I \ \ 0
08 8, 76/6, 1G "I
DO zssz a
a 7749. rc IM
HALEY FA.VICY, L L.0 I /
DB 8671, PG. 789
'P IPS / \

r
PIN NO 0774.07-68-1165
! `b
EMOVE EXIST. PIPE
_ r _ a J IN 409.95
,l8" RCP
_ MV OUT 409.55
NO A0005 UNE
2p,
BUILDING RESTRICTION 2pNE1 n„--f7I9'PI
FLOOD LINE EL 404.59
r6.
C15 -
4zh
os ND
? \V. ? ,... .SZOvc?70? ? PN'FY \

DATE
BRANDYWINE
Hugh J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone [phone] Fax: [phone] ?P-SdMd
05-SB-M
TOWN OF CARL'
APproceC Ey_O6te
Platnng Oale_
Engn-ing Dote_
TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNC
TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
REVISION DWN/C'tK
GRADF40A DRAINAGE AND
EROSION CONTROL PLAN - AREA 5
FOR
BRANDYWINE
SITUATED AT
CARY
CARY TOWNSW, WAKE COUNTY, NORTH CAAOLNA
JOB M 1986.25 SHEET:
DSN/CHIN BY: JRZ/PNJ DATE: 11/18/2005 1C
DWN BY JED DATE: 11/18/2005 C16
VRT SCALE: NONE HRZ SCALE: 1"=40'

7,7 /- STORAGE FOR I$i I' a RUNOFF ?
?. NORMAL PppL
NOTE
10• AROUND INLET AND OUTLET STRUCTURES, MAKE POND 18' DEEP.
STORM WATER WETLAND CROSS-SECTION
N, TS
10'
!ST I STORAGE
NORMAL POOL

J PLANT WITH
sPECES F
ROM
POND
LANDSCAPE PLAN BRAIN 7
B1?
?l E!!EI
CONC.
AND-SEEP
COLLAR
CROSS- SECTION THROUGH DAM
N.T.S.
TOP DAN
-EMERGENCY SPILLWAY
-1100 YR.
ST. I'
-N P.
TREATMENT OUTLET,
SIZE PER •C'-?
GATE VALVE
AND POND
DRAIN, SIZE
PER -A'
WEIR OPENING -
HAND WNEEL----.
BRACKET
TREATMENT OUTLET
PER SIZE -C?
ELEV. _D-
6'
SHAFT
GATE VALVE AND
POND DRAIN,
SIZE PER -A--,
POND BOTTOM
-1 ?E717
3'-4 (MIN. FOR AND FLOATATION)
SIDE C
4'-0
o -
I
o _
a m
N ?
SIDE A
PLAN VIEW
OUTLET PIPE. SIZE
AND MATERIAL
PER 'H'
ANTI-SEEP COLLAR.
SIZE PER 'N'
(SHOULD BE PLACED
APPROX. IN THE
MIDDLE OF EARTH
DAM)
NOTE:
WALL THICKNESS AND
REINFORCEMENT DESIGN TO BE
DETERmNED BY PRECAST
CONCRETE MANUFACTURER
TOP ELEV
PER L
4'0' -
x??a(IIIIr E?: f-ELEV. PER -E'
NxnL _
SLOT WIDTH
PER -G-
TOM
- - -III-
=T=11.x'1= _
ELEVATION A
N.T.S.
TOP ELEV.
F PER 't'
4._D.
------------------
d
KELF OUTLET PIPE.
,________________I
SIZE PER -H'
ELEV. -I'
INV OUT
.H
PER -K __-_
I I - -
POND BOTTOM
j - I,
CONCRETE BOTTOM AND-SEEP - -
COLLAR. SI ZE
PER -I-
CROSS SECTION ELEVATION C
N T.S.
Nga:
SIDE B IS SOLID EXCEPT OUTLET PIPE
SIDE D IS SOLD EXCEPT TREATMENT OUTLET AND POND DRAIN
CONCRETE RISER OUTLET STRUCTURE
N.T.S.
BRANDYWINE
Conaete Riser Outlet Schedule of Dimensions
Project Brandywine
Dale: 111182005, REV. 021012006
11996'&endyrn:750Mine %SdenNeY6aDAry

OutlM
No. Prod
Dean
Sue Pond
Drain
Mv. Treatment
pike
Sae
DnlmeM
Elev.

Skit avert
Slot
Height
Slot
W:h
Outlet
Pipe Size outlet
invert
m)
Outlet
Length
wOutlet
Mt (Outl
slope
(11/2)
Structure
Top Elev. Structure
Botlam
Ekv
An6seep
collar
A B C D E F G H I J K L M N
OSI 6' 5 1' 402.00 402.92 6' V-6' 24' 400.30 100 39925 1.05% 405.00 399.80 5k5k19'
OS2 6' 1' 416.00 416.68 6' 2'-0' 24' 414.30 58 413.00 2.24% 419.00 413.80 Sk5k19'

S
OS3
04 6'

6'
' 5 Y4'

1' 418.00

398.00 416.61

39864 6-

5- 10'

1'-2' 18'

30' 416.30

396.30 42

44 415.90

396.00 0.95%

0.68% 42-094

40114 415.80

395.90 54-.54-.18-

66'.66118'
065 6 3- L/' Mild 39614 6' 12' 18' 391 JO 74 393.36 1.27% 390.70 393.80 54751-.18'

Notes:
1. 1-nmotstolage Neuatkn
same as El
ev.'D'
05--$B-026
TOWN OF CA1fiY
Approved oy-Dote-
Plonning Date-
Engn-ing O.te-
2 02/10/2006 TOWN OF CARY COMMENTS DATED 01/23/2006 JEO/PNG
1 12/29/2005 TOWN OF CARY COMMENTS DATED 12/12/2005 - NO CHANGES JED/PNJ
No. DATE REVISION DM /C-,K
POND DETALS
FOR
BRANDYWINE
SITUATED AT
CARY
CARY TOWN-%W, WAKE COUNTY, NORTH CAROLM
JOB y 1986.25 SHEET:
Hugh J. Gi??@@Ce and Associates DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
DwN BY: JED DATE: 11/18/2005 C17
875 Walnut Street Suite 360 Cary, NC Phone [phone] Fax [phone] P.E. Seal and Sipfte VRT SCALP NONE HRZ SCALE NONE
r-g?;J
IFfo tem
I'll I c,
I ia em it
PROGRAM
INVOICE
May 31, 2006
DWQ#: 06-0285
COE#: 200520821
Mr. Jerry Nowell
900 East Chatham Street
Cary, NC 27511
Project: Brandywine Subdivision
County: Wake
You have elected to satisfy the compensatory mitigation requirements of the Section 401/404 permit issued for the above
reference project through payment of a fee to the North Carolina Ecosystem Enhancement Program. In accordance with 15A
NCAC 2H.0500, your fee has been calculated as follows (Please note: payment of wetlands is calculated in increments of
0.25 acres). If you have any questions concerning this payment, please call Carol Shaw at 919-733-5205.
Riparian Wetlands 0 acres x $ 26,246.00 = $ 0.00
Non-Riparian Wetlands 0 acres x $ 13,123.00 = $ 0.00
Streams 516 linear feet x $ 219.00 = $ 113,004.00
Saltwater Wetlands 0 acres x $131,230.00 = $ 0.00
Buffers - Zone 1 15,786 sq. feet x $ .96 = $ 15,154.56
Buffers - Zone 2 0 sq. feet x $ .96 = $ 0.00
Total amount of payment $ 128.158.56
Please mail a check made payable to
North Carolina Ecosystem Enhancement Program
for the total amount due to the address below.
NC DENR Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699-1652
Please note that a payment made to the NC Ecosystem Enhancement Program is not reimbursable unless a request for
reimbursement is received within 12 months of the date of the receipt. Any such request must be accompanied by letters
from the permitting agencies stating that the permit and/or authorization have been rescinded.
YOU MUST BE IN POSSESSION OF THE PAYMENT RECEIPT FROM THE NC ECOSYSTEM
ENHANCEMENT PROGRAM PRIOR TO COMMENCING THE ACTIVITIES AUTHORIZED BY THE
DEPARTMENT OF ARMY PERMIT AND/OR THE 401 WATER QUALITY CERTIFICATION.
cc: Cyndi Karoly, Wetlands/401 Unit
Monte Matthews, USACE-Raleigh
Mike Horan, DWQ-Raleigh
Sean Clark, S&EC-Raleigh
File
RP br&' 1c5... E ... pro", ow matte
0 F, r--? ?•. ?
V? .
oa. f'nt.",s ? ? s n
JUN ... 5 2006
OENR -, WATER QUALITY
tarF:ri ens, , ,, • ..
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net
DWQ Project No. a ? 0"A V S-
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : ?xnd w??C C,
Contact Person: fo r ,.Phone Number: 4/ «O/
For projects with multiple basins, specify which basin this worksheet applies to: Gt/L E#

Permanent Pool Elevation g02.00 ft (elevation of the orifice invert out)
Temporary Pool Elevation yOL. 7! ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area sq. ft. (water surface area at permanent pool elevation)
Drainage Area 5.3$ ac. (on-site and off-site drainage to the basin)
Impervious Area 1.93 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area Uq sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 2433 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 11" sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 9Sd sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 3766 cu. ft. (volume detained on top of the permanent pool)
SAIDA used 0.0226
Diameter of Orifice 1 in.
II. REQUIRED ITEMS CHECKLIST
(surface area to drainage area ratio)*
(draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
ADDlicants Initials
cT?` The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1. r= D
S;t A planting plan for the marsh areas with plant species and densities is provided. B BIN 19
D
Sr Vegetation above the permanent pool elevation is specified.
Tj?- An emergency drain is provided to drain the basin.
iltAPR 1 8 2006
?- The temporary pool draws down in 2 to 5 days.
20 Sediment storage is provided in the permanent pool.
tTl- A sediment disposal area is provided. NDS - AND D ST ST WATER QUALITY
WATER WETLANDS BRANCH
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
T? Plan details for the inlet and outlet are provided.
t A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.ehnr.state.nc.us/ncwetlands/oandm,doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
DWQ Project No.
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : f3rx.,,d w,A C g:
w
Contact Person: T :- 'Phone Number: (4/4 ) 4C4' !l4/
For projects with multiple basins, specify which basin this worksheet applies to: (wJL # Z.
Permanent Pool Elevation 11/4.00 ft (elevation of the orifice invert out)
Temporary Pool Elevation 1 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 764' sq. ft. (water surface area at permanent pool elevation)
Drainage Area 10• S Z ac. (on-site and off-site drainage to the basin)
Impervious Area 3.07 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 2.4144 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 2.739 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 7.3 '117 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 12.0 9 sq. ft. (at permanent pool elevation approximately 15%)*

Temporary Pool Volume 4Z y4 cu. ft. (volume detained on top of the permanent pool)

SAIDA used 6,0147 (surface area to drainage area ratio)*
Diameter of Orifice 1 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
T& A planting plan for the marsh areas with plant species and densities is provided.
Tr Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
c? The temporary pool draws down in 2 to 5 days.
Qj? Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
_ Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
?T The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
T _Plan details for the inlet and outlet are provided.
A site speck operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.eh nr. state. nc. us/ncwetlandsloandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Or&..,d w,_Ae C.
Contact Person: T :- Phone Number: (41q' 4Q1 !!0!
For projects with multiple basins, specify which basin this worksheet applies to: U/4#3
Permanent Pool Elevation k/ 19.00 ft (elevation of the orifice invert out)
Temporary Pool Elevation Ali r 61 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 2301 sq. ft. (water surface area at permanent pool elevation)
Drainage Area .(ad ac. (on-site and off-site drainage to the basin)
Impervious Area 0. Qt ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 251 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 841 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 900 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 2417 sq. ft. (at permanent pool elevation approximately 150/6)*
Temporary Pool Volume 1415 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 0.02,041 (surface area to drainage area ratio)*
Diameter of Orifice 3/41 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
?$ The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
Jk A planting plan for the marsh areas with plant species and densities is provided.
I't Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
mac" _ __ The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
?L Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
J2L7 The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Ti Plan details for the inlet and outlet are provided.
t A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : 8r&.,d w,Ae C.
Contact Person: hen T r Phone Number: (4/q ) 4?c4 «D!
For projects with multiple basins, specify which basin this worksheet applies to: (All. # y
Permanent Pool Elevation 31M o o ft. (elevation of the orifice invert out)
Temporary Pool Elevation 31 !r 4I ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area Plea sq. ft. (water surface area at permanent pool elevation)
Drainage Area Viy ac. (on-site and off-site drainage to the basin)
Impervious Area L To ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 1131 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area U40 sq. ft. (at permanent pool elevation approximately 351/6)*
Marsh 9"-18" Surface Area 30 ZS sq. ft. (at permanent pool elevation approximately 350/6)*
Micro Pool Surface Area 1390 sq. ft. (at permanent pool elevation approximately 150/6)*
Temporary Pool Volume 5410 cu. ft. (volume detained on top of the permanent pool)
SAIDA used Q.02.7/ (surface area to drainage area ratio)*
Diameter of Orifice 1 in. (draw down orifice diameter)
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
T& A planting plan for the marsh areas with plant species and densities is provided.
Tt Vegetation above the permanent pool elevation is specified.
Sit- An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
(Tt A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
?T The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Tzz Plan details for the inlet and outlet are provided.
y` A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http:llh2o.ehnr.state. nc. uslncwetlandsloandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
DWQ Project No.
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: T :- Phone Number: Mf ) 4y4$ 4101
For projects with multiple basins, specify which basin this worksheet applies to: (.(/405
Permanent Pool Elevation 394.00 ft (elevation of the orifice invert out)
Temporary Pool Elevation 3a/& ?q ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 2.414-1 sq. ft. (water surface area at permanent pool elevation)
Drainage Area I L6 ac. (on-site and off-site drainage to the basin)
Impervious Area 0.95 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 258 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 10 t9 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 963 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 181 sq. ft. (at permanent pool elevation approximately 150/6)*
Temporary Pool Volume 10132- cu. ft. (volume detained on top of the permanent pool)
SAIDA used 6011.5 (surface area to drainage area ratio)*
Diameter of Orifice 3/y in. (draw down orifice diameter)
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
?$ The temporary pool controls runoff from the 1 inch rain.
?}- The basin side slopes are no steeper than 3:1.
T& A planting plan for the marsh areas with plant species and densities is provided.
0't Vegetation above the permanent pool elevation is specified.
U''Y- An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
f Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
jib- The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
S? Plan details for the inlet and outlet are provided.
t A site speck operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.

Project Name: Brandywine
Project No. DWQ 06-0285
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
4/19/2006
elevations

Permanent Pool (ft) 402
Temporary Pool (ft) 402.71 0.71 ft. depth ok

areas
Permanent Pool SA (sq ft) 5293 3677 sq. ft. ok
Drainage Area (ac) 5.38
Impervious Area (ac) 1.93 35.9 % -
Forebay (112) 824 15.567731 % ok
High Marsh (ft2) 2133 , 40.3 % check hi GI
Low Marsh (ft2) 1466 27.7 % check to ma)
Micropool (ft2) 850 16.058946 % ok
99.62214 %
volumes
Temporary Pool (cu ft) 3766 7282 cu. ft. check tempo
other parameters
SA/DA 0.0226 1.57 -
Orifice Diameter (in) 1 0.02 cfs drawdown -
Design Rainfall (in) 1 2.8 day drawdown ok
Linear Interpolation of Correct SA/DA * * *
% Impervious
Next Lowest 30
Project Impervious 35.9
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.57
1.73
I
Project Name: Brandywine
Project No. DWQ 06-0285
SUBMITTED DESIGN: I REQUIRED DESIGN:
4/19/2006
elevations
Permanent Pool (ft) 402
Temporary Pool (ft) 402.71 0.71 ft. depth
areas
Permanent Pool SA (sq ft) 5293 3677 sq. ft.
Drainage Area (ac) 5.38
Impervious Area (ac) 1.93 35.9 %
Forebay (ft2) 843 15.926696 %
High Marsh (ft2) 1800 34.0 %
Low Marsh (112) 1800 34.0 %
Micropool (112) 850 16.058946 %
100 %
volumes
Temporary Pool (cu ft) 8000 7282 cu. ft.
other parameters
SA/DA 0.0226 1.57
Orifice Diameter (in) 1.5 0.04 cfs drawdown
Design Rainfall (in) 1 2.6 day drawdown
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 30
Project Impervious 35.9
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.57
1.73
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Brandywine
Project No. DW Q 06-0285
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
4/19/2006
elevations

Permanent Pool (ft) 402
Temporary Pool (ft) 402.71 0.71 ft. depth
areas
Permanent Pool SA (sq ft) 5293 3677 sq. ft.
Drainage Area (ac) 5.38
Impervious Area (ac) 1.93 35.9 %
Forebay (112) 843 15.926696 %
High Marsh (ft2) 1800 34.0 %
Low Marsh (112) 1800 34.0 %
Micropool (112) 850 16.058946 %
100 %
volumes
Temporary Pool (cu ft) 8000 7282 cu. ft.
other parameters
SA/DA 0.0226 1.57
Orifice Diameter (in) 1.25 0.02 cfs drawdown
Design Rainfall (in) 1 3.8 day drawdown
Linear Interpolation of Correct SA/DA
% Im erv?ous
Next Lowest 30
Project Impervious 35.9
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.57
1.73
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Brandywine
Project No. DWQ 06-0285
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
4/19/2006
elevations
Permanent Pool (ft) 416
Temporary Pool (ft) 416.81 0.81 ft. depth ok
areas
Permanent Pool SA (sq ft) 7669 6002 sq. ft. ok
Drainage Area (ac) 10.52
Impervious Area (ac) 3.07 29.2 % -
Forebay (ft2) 2406 31.37306 % check forebc
High Marsh (ft2) 2739 35.7 % ok
Low Marsh (ft2) 2397 31.3 % check to ma)
Micropool (ft2) 1209 15.764767 % ok
114.1087 %
volumes
Temporary Pool (cu ft) 6246 11939 cu. ft. check tempo
other parameters
SA/DA 0.0167 1.31 -
Orifice Diameter (in) 1 0.02 cfs drawdown -
Design Rainfall (in) l 4.3 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 20
Project Impervious 29.2
Next Highest 30
0 ft. Permanent Pool Depth
SA/DA from Table
0.97
1.31
1.34
Project Name: Brandywine
Project No. DWQ 06-0285
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
4/19/2006
elevations
Permanent Pool (ft) 416
Temporary Pool (ft) 416.81 0.81 ft. depth
areas
Permanent Pool SA (sq ft) 7669 6002 sq. ft.
Drainage Area (ac) 10.52
Impervious Area (ac) 3.07 29.2 %
Forebay (ft2) 1209 15.764767 %
High Marsh (ft2) 2626 34.2 %
Low Marsh (ft2) 2625 34.2 %
Micropool (ft2) 1209 15.764767 %
100 %
volumes
Temporary Pool (cu ft) 12000 11939 cu. ft.
other parameters
SA/DA 0.0167 1.31
Orifice Diameter (in) 1.5 0.04 cfs drawdown
Design Rainfall (in) 1 3.7 day drawdown
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 20
Project Impervious 29.2
Next Highest 30
0 ft. Permanent Pool Depth
SA/DA from Table
0.97
1.31
1.34
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Brandywine
Project No. DWQ 06-0285
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
4/19/2006
elevations
Permanent Pool (ft) 418
Temporary Pool (ft) 418.61 0.61 ft. depth ok
areas
Permanent Pool SA (sq ft) 2309 1566 sq. ft. ok
Drainage Area (ac) 2.6
Impervious Area (ac) 0.81 31.2 % -
Forebay (ft2) 251 10.870507 % check forebc
High Marsh (ft2) 869 37.6 % ok
Low Marsh (ft2) 800 34.6 % ok
Micropool (ft2) 287 12.429623 % check micro,
95.5825 %
volumes
Temporary Pool (cu ft) 1615 3118 cu. ft. check tempo
other parameters
SA/DA 0.0204 1.38
-
Orifice Diameter (in) 0.75 0.01 cfs drawdown -
Design Rainfall (in) 1 2.3 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 20
Project Impervious 31.2
Next Highest 30
0 ft. Permanent Pool Depth
SA/DA from Table
0.97
1.38
1.34
Project Name: Brandywine
Project No. DWQ 06-0285
SUBM177ED DESIGN: 3 REQUIRED DESIGN:
4/19/2006
elevations
Permanent Pool (ft) 418
Temporary Pool (ft) 418.61 0.61 ft. depth
areas
Permanent Pool SA (sq ft) 2309 1566 sq. ft.
Drainage Area (ac) 2.6
Impervious Area (ac) 0.81 31.2 %
Forebay (ft2) 320 13.858813 %
High Marsh (ft2) 869 37.6 %
Low Marsh (112) 800 34.6 %
Micropool (112) 320 13.858813 %
100 %
volumes
Temporary Pool (cu ft) 3200 3118 cu. ft.
other parameters
SA/DA 0.0204 1.38
Orifice Diameter (in) 1 0.01 cfs drawdown
Design Rainfall (in) I 2.6 day drawdown
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 20
Project Impervious 31.2
Next Highest 30
0 ft. Permanent Pool Depth
SA/DA from Table
0.97
1.38
1.34
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Brandywine
Project No. DWQ 06-0285
SUBMITTED DESIGN: 4 REQUIRED DESIGN:
4/19/2006
elevations
Permanent Pool (ft) 398
Temporary Pool (ft) 398.64 0.64 ft. depth ok
areas
Permanent Pool SA (sq ft) 8796 5478 sq. ft. ok
Drainage Area (ac) 7.44
Impervious Area (ac) 2.9 39.0 % -
Forebay (ft2) 1131 12.858117 % check forebc
High Marsh (112) 3260 37.1 % ok
Low Marsh (ft2) 3025 34.4 % ok
Micropool (ft2) 1380 15.68895 % ok
100 %
volumes
Temporary Pool (cu ft) 5610 10825 cu. ft, check tempo
other parameters
SA/DA 0.0271 1.69 -
Orifice Diameter (in) 1 0.01 cfs drawdown -
Design Rainfall (in) 1 4.4 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 30
Project Impervious 39.0
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.69
1.73
Project Name: Brandywine
Project No. DW Q 06-0285
SUBMITTED DESIGN: 5 REQUIRED DESIGN:
4/19/2006
elevations

Permanent Pool (ft) 396
Temporary Pool (ft) 396.74 0.74 ft. depth ok

areas
Permanent Pool SA (sq ft) 2624 1858 sq. ft. ok
Drainage Area (ac) 3.26
Impervious Area (ac) 0.95 29.1 % -
Forebay (ft2) 258 9.8323171 % check forebc
High Marsh (ft2) 1019 38.8 % check hi GI
Low Marsh (ft2) 863 32.9 % ok
Micropool (ft2) 484 18.445122 % check micro,
100%
volumes
Temporary Pool (cu ft) 1932 3695 cu. ft. check tempo
other parameters
SA/DA 0.0185 1.31 -
Orifice Diameter (in) 0.75 0.01 cfs drawdown -
Design Rainfall (in) 1 2.5 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 20
Project Impervious 29.1
Next Highest 30
0 ft. Permanent Pool Depth
SA/DA from Table
0.97
1.31
1.34
Project Name: Brandywine
Project No. DWQ 06-0285
SUBMITTED DESIGN: 5 REQUIRED DESIGN:
4/19/2006
elevations
Permanent Pool (ft) 396
Temporary Pool (ft) 396.74 0.74 ft. depth
areas
Permanent Pool SA (sq ft) 2624 1858 sq. ft.
Drainage Area (ac) 3.26
Impervious Area (ac) 0.95 29.1 %
Forebay (ft2) 446 16.996951 %
High Marsh (ft2) 864 32.9 %
Low Marsh (ft2) 868 33.1 %
Micropool (ft2) 446 16.996951 %
100 %
volumes
Temporary Pool (cu ft) 4000 3695 cu. ft.
other parameters
SA/DA 0.0185 1.31
Orifice Diameter (in) 1 0.02 cfs drawdown
Design Rainfall (in) 1 2.9 day drawdown
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 20
Project Impervious 29.1
Next Highest 30
0 ft. Permanent Pool Depth
SA/DA from Table
0.97
1.31
1.34
ok
ok
ok
ok
ok
ok
ok
ok
04 f ogv
WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool
elevation, the sediment should be removed to design levels. This shall be performed by removing
the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches
below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface.
The soil should not be stockpiled for more than two weeks.
5. For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting
bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
Q[9 6-C.", [9 0 WIN
APR 1 s Zoos
DENR - WATER QUALITY
WETLANDS AND STC`RMWATER BRANCH
Page 1 of 2
acknowledge and agree by my signature below that I am responsible for the performance of the eight
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: -5?DkA S yn .
Title
Addr
Phone: l?l d-?- ?g FS
Signature:
Date: 4- ( $ - (D
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, a Notary Public for the State of QK-tkl Cwt)(Ito r
County of ;Q do hereby certify that ?. , S?;p}- ?(`kY?????1
personally appeared before me this -UYI-IIay ofI and acknowledge the due
execu?tiq#f the forg i g wetland detention basin maintenance requirements. Witness my hand and official
seal,
cll,f?/1?? Q /
\???O?P•?CRI S T%F ??i?i/i
:'•N
Off.
A: r-
SEAL
My commission expires ?-
Page 2 of 2
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name:
Title: L_&ACr1 f? C a?atS.? o., w? ^Dln/? ?n ei?? M na,T - bC'P.E S l{Onn2.S
Address: 1::-ur4-5- t2c{ . 54e OZ Zo.41aL . 1-EC- 71 6l _
Phone:
SignatL
Date: 4-- - U(o
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, r j STIu I ( a Notary Public ?for,thejState of
County of WGY ej , do hereby certify that IL ? 7fi \ '1 ?
personally appeared before me this j?day of and acknowledge the due
execution of t orgoi
official se A1.4
No
.7,
??m
®
O??c \
/jam .. • ,.??
•N c. _w*'
SEAL
detention basin maintenance requirements. Witness my hand and
My commission expires'
Page I of 1
?O? WATF9Q Michael F. Easley, Governor
`O ?i William G. Ross Jr., Secretary
co r North Carolina Department of Environment and Natural Resources
-? Alan W. Klimek, P.E. Director
Division of Water Quality
April 13, 2006
DWQ Project # 06-0285
Wake County
Mr. Jerry Nowell
900 E. Chatham Street
Cary, NC 27511
and
Mr. Joseph Levinson
P.O. Box 117
Benson, NC 27504
Subject Property: Brandywine Subdivision
Ut to Richlands Creek [030402, 27-33-11, C, NSW]
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B.0233) with Additional Conditions
Gentlemen:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.008 acres of wetland, 389 linear feet of stream and 20,494 square feet of
Zone 1 protected Neuse River basin riparian buffer and 16,141 square feet of Zone 2 protected Neuse
River basin riparian buffer to construct the proposed residential subdivision at the subject property, as
described within your application dated February 14, 2006, and received by the N.C. Division of Water
Quality (DWQ) on February 21, 2006, with additional information received on March 28, 2006. After
reviewing your application, we have decided that the impacts are covered by General Water Quality
Certification Number(s) 3402 (GC3402). The Certification(s) allows you to use Nationwide Permit(s)
NW39 when issued by the US Army Corps of Engineers (USACE). This letter shall also act as your
approved Authorization Certificate for impacts to the protected riparian buffers per 15A NCAC 2B .0233.
In addition, you should obtain or otherwise comply with any other required federal, state or local permits
before you go ahead with your project including (but not limited to) Erosion and Sediment Control, and
Non-discharge regulations. Also, this approval to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application shall expire upon expiration of the 404 or CAMA
Permit.
This approval is for the purpose and design that you described in your application. 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 Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 211.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
N Caro na
401 Oversight/Express Review Permitting Unit e
?llCll[[fJ
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: hgaWh2owenr. state. nc. us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/] 0% Post Consumer Paper
Jerry Nowell and Joseph Levinson
Page 2 of 5
April 13, 2006
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved nits Plan Location or Reference
404/Wetland 0.008 acres PCN page 4 of 11
Stream 389 linear feet PCN page 4 of 11
Buffer -Zone 1 20,494 (square ft. PCN page 7 of 11
Buffer - Zone 2 16,141 (square ft. PCN page 7 of 11
2. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
3. Erosion and sediment control practices must be in full compliance with all specifications governing
the proper design, installation and operation and maintenance of such Best Management Practices in
order to protect surface waters standards:
a. The erosion and sediment control measures f6r the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
C. Sufficient materials required for stabilization and/or repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
4. Sediment and Erosion Control Measures
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within six months of the date that
the Division of Land Resources has released the project;
5. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning fencing
(or similar high visibility material) for the areas that have been approved to infringe within the
buffer, wetland or water prior to any land disturbing activities to ensure compliance with 15A
NCAC 213.0233 and GC 3404;
Jerry Nowell and Joseph Levinson
Page 3 of 5
April 13, 2006
6. Diffuse Flow (No Review)
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
7. Culvert Installation
Culverts required for this project shall be installed in such a manner that the original stream profiles
are not altered. Existing stream dimensions (including the cross section dimensions, pattern, and
longitudinal profile) must be maintained above and below locations of each culvert. Culverts shall
be designed and installed to allow for aquatic life movement as well as to prevent head cutting of
the streams. If any of the existing pipes are or become perched, the appropriate stream grade shall
be re-established or, if the pipes installed in a perched manner, the pipes shall be removed and re-
installed correctly.
Culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of the
stream up or down stream of the culvert(s). Existing stream dimensions (including the cross section
dimensions, pattern and longitudinal profile) shall be maintained above and below locations of each
culvert.
Placement of culverts and other structures in waters, streams, and wetlands must be placed below
the elevation of the streambed by one foot for all culverts with a diameter greater than 48 inches,
and 20 percent of the culvert diameter for culverts having a diameter less than 48 inches, to allow
low flow passage of water and aquatic life. Design and placement of culverts and other structures
including temporary erosion control measures shall not be conducted in a manner that may result in
dis-equilibrium of wetlands or streambeds or banks, adjacent to or upstream and down stream of the
above structures. The applicant is required to provide evidence that the equilibrium shall be
maintained if requested in writing by DWQ.
The establishment of native, woody vegetation and other soft stream bank stabilization techniques
must be used where practicable instead of rip rap or other bank hardening methods. If rip-rap is
necessary, it shall not be placed in the stream bed, unless specifically approved by the Division of
Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed
to adequately accommodate high water or flood conditions.
Upon completion of the project, the Applicant shall complete and return the enclosed "Certificate of
Completion" form to notify NCDWQ when all work included in the §401 Certification has been
completed. The responsible party shall complete the attached form and return it to the
401/Wetlands Unit of the NC Division of Water Quality upon completion of the project. Please
send photographs upstream and downstream of each culvert site to document correct installation
along with the Certificate of Completion form.
8. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained jurisdictional wetlands,
waters and protective buffers in order to assure compliance for future wetland, water and buffer
Jerry Nowell and Joseph Levinson
Page 4 of 5
April 13, 2006
impact. These mechanisms shall be put in place prior to impacting any wetlands, waters and/or
buffers approved for impact under this Certification Approval and Authorization Certificate. A
sample deed notification can be downloaded from the 401 /Wetlands Unit web site at
http://h2o.enr. state. nc. us/ncwetlands. The text of the sample deed notification may be modified
as appropriate to suit to this project;
9. Construction Stormwater Permit NCG010000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division of Land
Resources (DLR) or a DLR delegated local erosion and sedimentation control program, an
NPDES General stormwater permit (NCG010000) administered by DWQ is automatically issued
to the project. This General Permit allows stormwater to be discharged during land disturbing
construction activities as stipulated by conditions in the permit. If your project is covered by this
permit [applicable to construction projects that disturb one (1) or more acres], full compliance
with permit conditions including the sedimentation control plan, self-monitoring, record keeping
and report ing requirements are required. A copy of this permit and monitoring report forms may
be found at http: //h2o. enr. state. nc. us/su/Forms Documents. htm. ;
Miti ag tion:
10. Compensatory Mitigation Using the Ecosystem Enhancement Program (EEP)
Mitigation must be provided for the proposed impacts as specified in the table below. We
understand that you wish to make a payment to the Wetlands Restoration Fund administered by
the NC Ecosystem Enhancement Program (EEP) to meet this mitigation requirement. This has
been determined by the DWQ to be a suitable method to meet the mitigation requirement. Until
the EEP receives and clears your check (made payable to: DENR - Ecosystem Enhancement
Program Office), no impacts specified in this Authorization Certificate shall occur. The EEP
should be contacted at [phone] if you have any questions concerning payment into a
restoration fund. You have one month from the date of this approval to make this payment. For
accounting purposes, this Authorization Certificate authorizes payment into the Wetlands
Restoration Fund to meet the following compensatory mitigation requirement:
Compensatory Mitigation
Required River and Sub-basin Number
Stream - perennial 258 linear feet Neuse/03020201
Buffers - Zone 1 15,786 (square feet Neuse/03020201
11. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401 Oversight/Express Review Permitting Unit, North Carolina
Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification, shall expire upon
expiration of the 404 or CAMA Permit.
Jerry Nowell and Joseph Levinson
Page 5 of 5
April 13, 2006
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), 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, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act and the Neuse riparian buffer protection rule as described within 15A NCAC 2B .0233. If you have
any questions, please telephone Cyndi Karoly or Ian McMillan at 919-733-1786.
AWK/Um
Enclosures: GC 3402
Certificate of Completion
Sincerely,
( ? 1 4??
Alan W. Klimek, P.E.
cc: Aaron Cooper, Soil & Environmental Consultants, P.A., 11010 Raven Ridge Road, Raleigh, NC 27614
USACE Raleigh Regulatory Field Office
Mike Horan, DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Filename: 060285BrandywineSD(Wake)401_NBR
' Hugh J. Gilleece, III & Associates, P.A. 875 Walnut Street, Suite 360
' Consulting Engineers Cary, North Carolina 27511
[phone]
Fax [phone]
' [e-mail]

Drainage Report
(Includes Retention Pond. Nitrogen Removal, HGL Calculations)

u

Brandywine
Brandywine Drive
Cary, North Carolina
' Prepared For
Drees Homes
7701 Six Forks Road, Suite 132
Raleigh, North Carolina 27615-5050

November 18, 2005
Rev. December 28, 2005
`l,s CAR"O',
r,
v << ?, S •• %? %
8922

Brandywine
Drainage Report
Table of Contents
Nitrogen Control Plan 3
General 4
Retention Pond Calculations 4
Stormwater Wetland # 1 4
Stormwater Wetland # 2 6
Stormwater Wetland # 3 7
Stormwater Wetland # 4 8
Stormwater Wetland # 5 10
Storm Drainage Flows Before and After Construction 11
Pre-Development 11
Post-Development 11
Stormwater Wetland # 1 12
Stormwater Wetland # 2 12
Stormwater Wetland # 3 13
Stormwater Wetland # 4 14
Stormwater Wetland # 5 15
Flow Directly Off-site 15
Flow from Off-site into Wetland Areas 15
Total Post-Development Flow 16
Nitrogen Removal Calculations 16
Hydraulic Grade Line Analysis 16
Outlet Protection Calculations 17
100 Year Flood Calculations at Stream Crossings 17
Stormwater Channel Calculations 17
Appendix 18
D ?C??
gvg%
APR 1 ? •ZUU6
DENR? p g?Ep?N??BRA?'?H
2WrDS

Nitrogen Control Plan
' Residential Subdivisions with no known building footprints.
Project Title: Brandywine
' Part I Riparian Buffers:
Area includes riparian buffers?
If yes, [] 50 foot
' River Basin? [X] Neuse
Basis for exemption:
Show buffers on site plan.
' Part II. Nitrogen Calculations (Method 1, Appendix C):
a. Subdivision information:
Number of lots 89 Average house size 2650 SF
Number of lots/acre 4.05 Amount of Right-of-Way 5.73
Total area of lots (excluding Percent of Right-of-Way
R/W and open space) 22.00 AC that is impervious area 64
Average lot size 10,768 SF Total estimated impervious area 480,147 SF
b. Pre-development Loading:
Type of Land Cover
' Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
Impervious Area
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 0.60
c. Post-development Loading_

Type of Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
Right-of-Way (read TN export from Graph 1)
Lots (read TN export from Graph 2)
Nitrogen Loading Rate (Ibs/ac/yr) _
r Nitrogen Load after BMPs =
Nitrogen Load Offset by Payments =
Net change in on-site N Load =
Part Ill. Control of Peak Storm Water Flow
Calculated Pre-development Peak Flow:
Calculated Post-development Peak Flow
TOTAL
TN Export
Area TN Export Coeff. From Use
(acres) (Ibs/ac/yr) (Ibs/yr)

46.54
0.60 27.92
0 1.20 0
0 21.20 0
46.54 27.92
TN Export TN Export
Area Coeff. From Use
(arrPCl llhc/ar/vrl llho/....?
14.82 0.60 8.89
3.99 1.20 4.79
5.73 12.0 68.76
22.00 4.8 105.60
46.54 188.04
*01616611118" #0
2.42 •`
? CAA •,
Q?
0.00 .•??SS/O••. y .:
1.82 O
SEA'
8922 z
' e. :'cQ
43.25 O?y'• ......••'? V?;
38.49 #11111111"' `•``?jl?l $4
17
I, the undersign certi y
to tl,/eye/?bes f my knowledge that the above information is correct (affix seal).
V ails sh wi ? a?-
`Io n n
Supply notes a ? o tr of Nitrogen and peak stormwater runoff.
[] No [X] Yes [] Exempt
[X] 100 foot
[] Cape Fear

Brandywine
' General
This project is located in Cary, North Carolina on the west side of Interstate 40 just south of Trinity
' Road. It drains to Richland Creek which is a tributary of Crabtree Creek in the Neuse River basin.
The purpose of the project is to provide for single family homes. It is bounded by Interstate 40 on
' the east side and an existing subdivision on the west side. The existing subdivision meets Interstate
40 on the north and south sides of this project. The size of the project is 46.538 acres.
' Retention Pond Calculations
There will be five extended detention stomwater wetlands on this project. Each stormwater
wetland is to be the BMP reducing nitrogen runoff from its area of the project. They will also be
used as retention to reduce the peak flow from the project.
A pond worksheet for each stormwater wetland (see Appendix) is used to calculate several factors
for the post-development condition. These are Rational Formula "C" factors, SCS method curve
' numbers and time to peak, and flows for various storms. It also calculates the one inch rainfall
storage and required surface areas, etc. for bio-retention areas, retention ponds and sand filters. We
will use those portions of the calculated results that are pertinent to our design.
' Some areas west of the project drain into the pipes leading to the wetlands. The flow for these
areas are calculated separately and is subtracted from the pond outlet flow to adjust the flow to that
contributed by this project.
Some portions of the improved areas of the project drain directly into the riparian buffers and then
off-site without passing through the wetlands. These flows are calculated separately and accounted
for in the final summary of post-development flows.
Stormwater Wetland # 1
Total Drainage area = 234,530 s. f. = 5.38 ac.
Impervious area (to pond) - 83,984 s. f. (direct to off-site) - 3400 s. f.
Q, = 11.59 cfs Q25 = 20.60 cfs Q,00 = 24.45 cfs
Storage for First 1 Inch of Runoff (W # 1)
' Required storage for treatment is 3766 c. f.
' The required surface area for an extended detention wetland is the same as for a wet detention pond
3' deep as shown in Table 1.1 of the state BMP Manual.
4

' Impervious area - 36.7%
Surface area required = 3812 ft.2
1 Trial area at Elevation 402 = 5293 ft.2 > 3812 ft.' O. K.

17

Storage Volumes by Depth (W # 1)
See Retention Pond Volume sheet for Wetland # 1 in the appendix.
Primary Outlet (W # 1)
This outlet is designed in conjunction with the design to retain water in storage to reduce the peak
flow rate.
Required volume below primary outlet = 3766 c. f.
AEI. = (3766/5293) = 0.71'
Set primary outlet at E1. 402.71
Treatment Storage Outlet (W # 1)
Must retain first 1 inch of runoff from impervious areas for 2 - 5 days.
Treatment storage volume = 3766 ft.3
Q = 3766/172,800 sec. per 2 days = 0.021794 cfs
AEI. = 402.71 - 402.00 = 0.71'
Assume flow at'/2 depth = average flow .-.h = 0.355' from outlet invert
Orifice formula Q = CA(2gh)0> C = 0.6
0.021794 = 0.6A[2(3)2.16)(0.355)]0'
A = 0.0076015 ft.2
r = 0.04919' = 0.59"
D = 1.18"
Use F pipe A = Tc(1.00/24)2 = 0.005454 ft.2
Q = 0.6(0.005454)[2(32.16)(0.355)]05 = 0.015637 cfs
t = 3766/0.015637 = 240,839 sec. = 66.9 hrs. = 2.8 days > 2 & < 5 O. K.
Emergency Outlet to Carry 100 Year Storm (W # 1)
This will be designed in conjunction with the design of the retention to reduce the peak flow rate.
The weir elevation will be 404.60.
Outlet to Drain Pond (W#1)
We must be able to drain pond in 24 hours. Because the actual pond volume below the surface of'
the wetlands is small due to the small pools there a six inch pipe and valve will be adequate to drain
the pond in this time period.
5
Stormwater Wetland # 2
Total Drainage area = 458,124 s. f. = 10.52 ac.
Impervious area = 133,882 s. f.
Q, = 17.32 cfs Q25 = 30.77 cfs Q,oo = 36.52 cfs
Storage for First 1 Inch of Runoff (W # 2)
Required storage for treatment is 6246 c. f.
The required surface area for an extended detention wetland is the same as for a wet detention pond
3' deep as shown in Table 1.1 of the state BMP Manual.
Impervious area - 33.5%
Surface area required = 7211 ft.2
Trial area at Elevation 416 = 7669 ft.2 > 7211 ft.2 O. K.
Storage Volumes by Depth (W # 2)
See Retention Pond Volume sheet for Wetland # 2 in the appendix.
Primary Outlet (W # 2)
This outlet is designed in conjunction with the design to retain water in storage to reduce the peak
flow rate.
Required volume below primary outlet = 6246 c. f.
AEI. = (6246/7669) = 0.81'
Set primary outlet at El. 416.81
Treatment Storage Outlet (W # 2)
Must retain first 1 inch of runoff from impervious areas for 2 - 5 days.
Treatment storage volume = 6246 ft.3
Q = 6246/172,800 sec. per 2 days = 0.036146 cfs
AE1.=416.81 -416.00=0.81'
Assume flow at '/2 depth = average flow h = 0.405' from outlet invert
Orifice formula Q = CA(2gh)0.5 C = 0.6
0.036146 = 0.6A[2(32.16)(0.405)]0.5
A = 0.01180 ft.2
r = 0.061295' = 0.736"
D = 1.47"
6

Use 1" pipe A= Tc(1.00/24)2 = 0.005454 ft.2
Q = 0.6(0.005454)[2(32.16)(0.405)]°5 = 0.027837 cfs
t = 6246/0.027837 = 224,375 sec. = 62.3 hrs. = 2.6 days > 2 & < 5 O. K.
Emergency Outlet to Carry 100 Year Storm (W # 2)
This will be designed in conjunction with the design of the retention to reduce the peak flow rate.
The weir elevation will be 418.50.
Outlet to Drain Pond (W#2)
We must be able to drain pond in 24 hours. Because the actual pond volume below the surface of
the wetlands is small due to the small pools there a six inch pipe and valve will be adequate to drain
the pond in this time period.
Stormwater Wetland # 3
Total Drainage area = 113,144 s. f. = 2.60 ac.
Impervious area = 35,132 s. f.
Q1 = 5.16 cfs Q25 = 9.17 cfs Qioo = 10.88 cfs
Storage for First 1 Inch of Runoff (W # 3)
Required storage for treatment is 1615 c. f.
The required surface area for an extended detention wetland is the same as for a wet detention pond
3' deep as shown in Table 1.1 of the state BMP Manual.
Impervious area - 3 3.1 %
Surface area required = 1701 ft.2
Trial area at Elevation 418 = 2309 ft.2 > 1701 ft.2 O. K.

Storage Volumes by Depth (W # 3)
See Retention Pond Volume sheet for Wetland # 3 in the appendix.
Primary Outlet (W # 3)
This outlet is designed in conjunction with the design to retain water in storage to reduce the peak
flow rate.
Required volume below primary outlet = 1615 c. f.
AEI. = (1615/2627.5) = 0.61'
Set primary outlet at El. 418.61
7

t
1

Treatment Storage Outlet (W # 3)
Must retain first 1 inch of runoff from impervious areas for 2 - 5 days.
Treatment storage volume = 1615 ft.3
Q = 1615/172,800 sec. per 2 days = 0.09346 cfs
AE1.=418.61 -418.00=0.61'
Assume flow at '/2 depth = average flow h = 0.305' from outlet invert
Orifice formula Q = CA(2gh)°' C = 0.6
0.009346 = 0.6A[2(32.16)(0.305)]1.'
A = 0.03 5169 ft.2
r = 0.03346' = 0.40"
D = 0.80"
Use 3/4" pipe A = x(0.75/24)2 = 0.003068 ft.2
Q = 0.6(0.003068)[2(32.16)(0.305)]0-' = 0.008153 cfs
t = 1615/0.008153 = 198,084 sec. = 55.0 hrs. = 2.3 days > 2 & < 5 O. K.
Emergency Outlet to Carry 100 Year Storm (W # 3)

1i
L?
t
This will be designed in conjunction with the design of the retention to reduce the peak flow rate.
The weir elevation will be 420.50.
Outlet to Drain Pond (W#3)
We must be able to drain pond in 24 hours. Because the actual pond volume below the surface of
the wetlands is small due to the small pools there a six inch pipe and valve will be adequate to drain
the pond in this time period.
Stormwater Wetland # 4
Total Drainage area = 324,928 s. f. = 7.44 ac.
Impervious area = 126,171 s. f.
Q, = 16.77 cfs Q25 = 29.79 cfs Q100 = 35.36 cfs
Storage for First 1 Inch of Runoff (W # 4)
Required storage for treatment is 5610 c. f.
The required surface area for an extended detention wetland is the same as for a wet detention pond
3' deep as shown in Table 1.1 of the state BMP Manual.
Impervious area - 44.8%
Surface area required = 6786 ft.2
8

Trial area at Elevation 398 = 8796 ft.2 > 6786 ft.2 O. K.

1

LJ

Storage Volumes by Depth (W # 4)
See Retention Pond Volume sheet for Wetland # 4 in the appendix.
Primary Outlet (W # 4)
This outlet is designed in conjunction with the design to retain water in storage to reduce the peak
flow rate.
Required volume below primary outlet = 5610 c. f.
AEI. = (5610/8796) = 0.64'
Set primary outlet at El. 398.64
Treatment Storage Outlet (W # 4)
Must retain first 1 inch of runoff from impervious areas for 2 - 5 days.
Treatment storage volume = 5610 ft.3
Q = 5610/172,800 sec. per 2 days = 0.032465 cfs
AEI. = 398.64 - 398.00 = 0.64'
Assume flow at '/z depth = average flow h = 0.32' from outlet invert
Orifice formula Q = CA(2gh)p 5 C = 0.6
0.032465 = 0.6A[2(32.16)(0.32)] 0.5
A = 0.0119267 ft.2
r = 0.061615' = 0.73"
D = 1.48"
Use 1" pipe A = 7r(1.00/24) 2 = 0.005454 ft.2
Q = 0.6(0.005454)[2(32.16)(0.32)]05 = 0.014846 cfs
t = 5610/0.014846 = 377,875 sec. = 105.0 hrs. = 4.4 days > 2 & < 50. K.
Emergency Outlet to Carry 100 Year Storm (W # 4)
This will be designed in conjunction with the design of the retention to reduce the peak flow rate.
The weir elevation will be 400.85.
Outlet to Drain Pond (W#4)

We must be able to drain pond in 24 hours. Because the actual pond volume below the surface of
the wetlands is small due to the small pools there a six inch pipe and valve will be adequate to drain
the pond in this time period.
9
Stormwater Wetland # 5
Total Drainage area = 141,825 s. f. = 3.26 ac.
Impervious area = 41,413 s. f.
Q, = 6.33 cfs Q25 = 11.25 cfs Q100 = 13.36 cfs
Storage for First 1 Inch of Runoff (W # 5)
Required storage for treatment is 1932 c. f.
The required surface area for an extended detention wetland is the same as for a wet detention pond
3' deep as shown in 'fable 1.1 of the state 13MP Manual.
Impervious area - 32.4%
Surface area required = 2133 ft.2
Trial area at Elevation 396 = 2624 ft.2 > 2133 ft.2 O. K.
Storage Volumes by Depth (W # 5)
See Retention Pond Volume sheet for Wetland # 5 in the appendix.
Primary Outlet (W # 5)
This outlet is designed in conjunction with the design to retain water in storage to reduce the peak
flow rate.
Required volume below primary outlet = 1932 c. f.
AEI. = (1932/2624) = 0.74'
Set primary outlet at El. 396.74
Treatment Storage Outlet (W # 5)
Must retain first 1 inch of runoff from impervious areas for 2 - 5 days.
Treatment storage volume = 1932 ft.3
Q = 1932/172,800 sec. per 2 days = 0.011181 cfs
AEI. = 396.74 - 396.00 = 0.74'
Assume flow at'/2 depth = average flow h = 0.37' from outlet invert
Orifice formula Q = CA(2gh)0 5 C = 0.6
0.011181 = 0.6A[2(32.16)(0.37)] 0.5
A = 0.0038198 ft.2
r = 0.034869' = 0.42"
D = 0.84"
Use 3/4" pipe A = Tc(0.75/24)2 = 0.003068 tt.2
10

r Q = 0.6(0.003068)[2(32.16)(0.37)]° s = 0.008980 cfs
t = 1932/0.008980 = 215,145 sec. = 59.8 hrs. = 2.5 days > 2 & < 5 O. K.
t Emergency Outlet to Carry 100 Year Storm (W # 5)
This will be designed in conjunction with the design of the retention to reduce the peak flow rate.
The weir elevation will be 398.50.
Outlet to Drain Pond (W#5)
We must be able to drain pond in 24 hours. Because the actual pond volume below the surface of
the wetlands is small due to the small pools there a six inch pipe and valve will be adequate to drain
the pond in this time period.
1 Storm Drainage Flows Before and After Construction

Calculations are performed on the basis of the one year storm unless otherwise stated. The existing
condition is woods.
The storage associated with the retention pond will reduce the peak stormwater flow rates from the
flow that would occur with the increased impervious area. A retention analysis will be performed
on this pond to determine the peak outflow rates. All analyses will be performed as if both phases
have been constructed.
Pre-Development
The analysis does not include one-half of the existing right-of-way for Interstate 40 as this is a
thoroughfare. The on-site area is 46.538 acres. It is a wooded area.
The pre-development flow for the on-site area is:
Q1 = 0.2(4.61)(46.538)(1.0083) = 43.25 cfs
An off-site area of 1.291 acres drains into the wetland system. The flow for this area is:
Q1 = 0.298(4.61)(1.291)(1.0083) = 1.79 cfs
Post-development
Each extended detention wetland area is sized to accommodate the flow from its tributary area. The
first portion of the analysis is to compute the unrestrained flow from the developed property into
this retention pond. After this factors will be computed to enter the flow in the SCS method. The
final step will be to analyze the flow in a routing procedure using an Excel program to determine
the maximum outflow. Flows will be analyzed for one year, 25 year and 100 year flows. The one
year flow will be used for pre- and post-development flow comparisons. The 25 year flow will be
used to determine backwater elevations for Hydraulic Grade Line analyses within the pipe systems

leading to each retention. The 100 year flow will be used to ensure drastic consequences (such as
overtopping an earthern dam) do not happen.
A portion of the project area does not drain into the wetland areas. These areas are a total of 18.53
acres and are calculated separately from the wetland areas.
Stormwater Wetland # 1
See the pond worksheet in the Appendix for this pond. It calculates the flows, time to peak, etc. to
use in the SCS method of retention analysis.
Set retention pond boundaries and check to see if it works (W # 1)
Trial # 1 was superseded.
Trial # 2 (W # 1)
Use outlets as shown below:
Treatment orifice 1" diam. Inv. Elev. - 402.00
Primary Outlet 1.5' wide x 0.5' high slot Elev. - 402.71
Emergency overflow weir 20' long Elev. - 404.60
Reference is made to material by H. R. Malcom for computer computation of storage
volumes in "A". The formula given is
S = Ks Zb S = storage Volume Z = Stage above outlet
b = ln(S2/S,)/ln(Z2/Zi)
Ks = Sz/Z2b
For this pond elevations 403 & 405 will be used to solve this equation. b =
1.1358, Ks = 5730.5.
This was analyzed using the routing computer program. The results are shown below:
Storm Maximum Flow Maximum Elevation
I year 4.66 404.60
25 year 20.58 404.99
100 year 24.44 405.05
Stormwater Wetland # 2
See the pond worksheet in the Appendix for this pond. It calculates the flows, time to peak, etc. to
use in the SCS method of retention analysis.
Set retention pond boundaries and check to see if it works (W # 2)
12
Trial # 1 was superseded.
Trial # 2 (W # 2)
Use outlets as shown below:
Treatment orifice 1" diam. Inv. Elev. - 416.00
Primary Outlet 2' wide x 6" high slot Elev. - 416.81
Emergency overflow weir 20' long Elev. - 418.50
Reference is made to material by H. R. Malcom for computer computation of storage
volumes in "A". The formula given is
S = Ks Zb S = storage Volume Z = Stage above outlet
b = ln(S2/ S l)/ln(Z2/Z 1)
Ks = S2/Z2b
For this pond elevations 417 & 419 will be used to solve this equation. b =
1. 1246, Ks = 8250.5.
This was analyzed using the routing computer program. The results are shown below:
Storm Maximum Flow Maximum Elevation
1 year 3.96 417.73
25 year 27.25 41897
100 year 36.49 419.10
Stormwater Wetland # 3
See the pond worksheet in the Appendix for this pond. It calculates the flows, time to peak, etc. to
use in the SCS method of retention analysis.
Set retention pond boundaries and check to see if it works (W # 3)
Trial # 1 (W # 3)
Use outlets as shown below:
Treatment orifice 3/4" diam. Inv. Elev. - 418.00
Primary Outlet 10" wide x 6" high slot Bott. Elev. - 418.61
Emergency overflow weir 10' long Elev. - 420.50
Reference is made to material by H. R. Malcom for computer computation of storage
volumes in "A". The formula given is
S = Ks Zb S = storage Volume Z = Stage above outlet
b = ln(S2/S,)/ln(Z2/Zi )
Ks = S2/Z2b
13
For this pond elevations 409 & 411 will be used to solve this equation. b =
1. 1539, Ks = 2627.5.
This was analyzed using the routing computer program. The results are shown below:
Storm Maximum Flow Maximum Elevation
1 year 2.45
25 year 9.16
100 year 10.88
Stormwater Wetland # 4
420.33
420.84
420.90
See the pond worksheet in the Appendix for this pond. It calculates the flows, time to peak, etc. to
use in the SCS method of retention analysis.
Set retention pond boundaries and check to see if it works (W # 4)
Trial # 1 was superseded.
Trial # 2 (W # 4)
Use outlets as shown below:
Treatment orifice 1" diam. Inv. Elev. - 398.00
Primary Outlet 1'-2" w x 6" h slot Bott. Elev. - 398.64
Emergency overflow weir 50' long Elev. - 400.85
Reference is made to material by H. R. Malcom for computer computation of storage
volumes in "A". The formula given is
S = Ks Z' S = storage Volume Z = Stage above outlet
b = ln(S2/Si)/ln(Z2/Zi)
Ks = Sz/Zz1'
For this pond elevations 399 & 401 will be used to solve this equation. b =
1. 1220, Ks = 9450.0.
This was analyzed using the routing computer program. The results are shown below:
Storm Maximum Flow Maximum Elevation
1 year 3.97 400.84
25 year 29.78 401.14
100 year 35.36 401.19
14
Stormwater Wetland # 5
See the pond worksheet in the Appendix for this pond. It calculates the flows, time to peak, etc. to
use in the SCS method of retention analysis.
Set retention pond boundaries and check to see if it works (W # 5)
Trial # 1 (W # 5)
Use outlets as shown below:
Treatment orifice 3/4" diam. Inv. Elev. - 396.00
Primary Outlet 12" w x 6" h slot Bott. Elev. - 396.74
Emergency overflow weir 10' long Elev. - 398.50
Reference is made to material by H. R. Malcom for computer computation of storage
volumes in "A". The formula given is
S = Ks Zb S = storage Volume Z = Stage above outlet
b = ln(S2/Sl)/ln(Z2/Zi)
Ks = S2/Z2b
For this pond elevations 409 & 411 will be used to solve this equation. b =
1.2856, Ks = 3187.5.
This was analyzed using the routing computer program. The results are shown below:
Storm Maximum Flow Maximum Elevation
1 year 2.76 398.29
25 year 11.17 398.69
100 year 13.33 398.96
Flow Directlv Off-site
An on-site area of 17.338 acres flows directly off-site without passing through the any of the
wetland areas. The impervious area here is 78,200 s. f. Use C = 0.279.
Qj = 0.279(4.61)(17.338)(1.0083) = 22.48 cfs
These flows are to be subtracted from the corresponding flows exiting the retention pond to
compare before and after flows for each storm.
Flow from Off-site into Wetland Areas
Q, = 1.79 cfs
15

J

Total Post-Development Flow (for 1 yr. storm)
Wetland Area # 1 4.66
Wetland Area # 2 3.96
Wetland Area # 3 2.45
Wetland Area # 4 3.97
Wetland Area # 5 2.76
Direct to off-site 22.48
Deduct off-site to wetland areas -1.00
Total 38.49
Pre-development flow 43.25
As can be seen from the above results, the 1 year storm is restrained to below the pre-development
level.
Nitrogen Removal Calculations
The nitrogen control plan is at the front of this report and includes the calculations for the nitrogen
loading rate generated by the existing conditions and generated by the proposed development. The
calculations below show how the proposed Best Management Practices (BMP's) reduce the
nitrogen loading discharged from the site.
From Nitrogen Control Plan form
46.54 acres 188.04 lbs./yr.
Treatment
Wetlands 40% reduction
188.04 lbs./yr. x 0.60 = 112.82 lbs./yr.
Loading = 112.82 lbs./yr./46.54 acres = 2.42 lbs./ac./yr.
Hydraulic Grade Line Analysis
This hydraulic grade line analysis is done for the subject project to ensure that flooding does not
occur within the project. The twenty-five year storm is used as the basis of analysis. The storm
drainage system as shown on the plans is the basis for this analysis. The rational formula is the
basis for the storm water flow. Rational Formula "C" values were calculated using a value of 0.4
for grassed areas and 0.9 for impervious areas. An entrance head loss coefficient of K, = 0.5 was
used at each pipe entrance from a catch basin or junction box (corresponds to square edge
headwall).
Computations were performed using StormCAD v5.5 by Haestad Methods. The outputs are
attached for each subsystem. The outputs begin with a schematic drawing of the system. All inlets,
16
outlets, and junction boxes on these drawings and the attached results have had their numbers
changed to conform to the numbers used on the plan sheets.
The results show that the hydraulic grade line is below the grate opening at all locations.
It was necessary to divide the analysis into five sub-systems. These systems arranged from north to
south in the project. Each system drains to its respective wetland.
The Hydraulic Gradeline analyses are in the Appendix.
Outlet Protection Calculations
The outlet protection calculations are shown in the plans.
100 Year Flood Calculations at Stream Crossings
There are two crossings of Road "A" over stream channels. These are approximately at Station
19+50 (Pipe 37 to 38) and Station 33+00 (Pipe 5 to 6). Calculations for these two crossings using
the Bureau of Public Roads method are in the Appendix.
Stormwater Channel Calculations
Calculations for these channels are shown in the Appendix.
F:AProject Piles\G&A\NC\1986\Brandywine_ 25\DOCUI11eiits\Reports\Drai"Rpt doc
17
Appendix
Retention Pond Volumes and Worksheets
Retention Analyses
HGL Results
Stream Crossing Calculations
Stormwater Channel Calculations
18

Retention Pond Volumes
And Worksheets
19
Pond Worksheet Revised
Project: Brandywine Basin: W#1 Date: 11/15/05
F:\Project Files\G & A\NC\1986\Brandywine_.25\Documents\Reports\PondWork-B.xls
To Basin To Off-site
Total Area = 234530 s. f. = 5.38 acres Impervious = 83984 3400
Lawn, etc. = 147754 10039
Factors used on this worksheet: Woods, etc. = 2792
Rational C = 0.463 0.486
Rational C SCS CN
Woods, etc. 0.2 79
Lawn, etc. 0.22 79
Impervious 0.9 98
SCS CN = 85.8 84.8
SCS S = 1.6545 1.7878
The following formulas from the SCS method are used:
S = 1000/CN - 10 Tp = Vol./1.39Qp
Q* = (P - 0.2S)^2/(P + 0.8S)
Storm I
i h) Qp
(cfs) P
(in.) Q*
(in. Tp
(min.)
1 inch 1.00 0.1927
1 year 4.61 11.59 3.00 1.6477 33.3
2 year 5.76 14.49 3.60 2.1706 35.1
5 year 6.58 16.55 4.65 3.1228 44.2
10 year 7.22 18.16 5.38 3.8029 49.1
25 year 8.19 20.60 6.41 4.7786 54.4
50 year 8.96 22.53 7.21 5.5454 57.7
100 year 9.72 24.45 8.00 6.3082 60.5
Storage for 1" rainfall = 3766 c. f.
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = 36.7 % SA/DA Ratio =
Surface Area Required = 3812 s. f.
Bio-Retention Area (7% x C Factor x area)
Surface Area Required = 7974 s. f.
Sand Filter (Required volume and area)
Chamber Volume = 2907 c. f. (540 c. f./ac.)
Chamber Surface Area = 1938 s. f. (360 s. f./ac.)
1.60%
*Impervious area direct to off-site added to this basin impervious and to total drainage area to calculate 1"
rainfall storage and surface area required.
Pond Worksheet
Brandywine W#1
F:\Project Files\G & A\NC\1986\Brandywine_.25\Documents\Reports\PondWork-B.xls
Table 1.1 from State BMP manual
% Imp. Permanent Pool De th (ft.)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
0-20 1.61 1.29 1.15 0.99 0.84 0.74 0.74
20 - 30 1.59 1.28 1.15 0.99 0.83 0.76 0.74
30 - 40 1.60 1.32 1.16 0.98 0.83 0.76 0.72
40 - 50 1.60 1.32 1.16 0.98 0.83 0.76 0.72
50 - 60 1.60 1.32 1.16 0.98 0.83 0.76 0.72
60 - 70 1.60 1.32 1.16 0.98 0.83 0.76 0.72
70 - 80 1.60 1.32 1.16 0.98 0.83 0.76 0.72
80+ 1.60 1.32 1.16 0.98 0.83 0.76 0.72
1.60 0.00 0.00 0.00 0.00 0.00 0.00
Page 1A
11/15/05
1.60
Pond Worksheet Page 2
Project: Brandywine Basin: W#2 Date: 11/15/05
FAProject Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\PondWork-B.xls
To Basin To Off-site
Total Area = 458124 s. f. = 10.52 acres Impervious = 133882 29750
Lawn, etc. = 190152 90714
Factors used on this worksheet: Woods, etc. = 134090
Rational C = 0.413 0.515
Rational C SCS CN
Woods, etc. 0.2 79
Lawn, etc. 0.22 79
Impervious 0.9 98
SCS CN = 84.6 66.1
SCS S = 1.8270 5.1340
The following formulas from the SCS method are used:
S = 1000/CN - 10 Tp = Vol./1.39Qp
Q* _ (P - 0.2S)^2/(P + 0.8S)
Storm I
(i h) Qp
(cfs) P
(in.) Q*
(in. Tp
min.
1 inch 1.00 0.1636
1 year 4.61 48.40 3.00 1.5558 14.7
2 year 5.76 25.22 3.60 2.0671 37.5
5 year 6.58 28.81 4.65 3.0038 47.7
10 year 7.22 31.61 5.38 3.6755 53.2
25 year 8.19 35.86 6.41 4.6417 59.3
50 year 8.96 39.23 7.21 5.4026 63.0
100 year 9.72 42.56 8.00 6.1604 66.3
Storage for 1" rainfall = 6246 c. f.
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = 33.5 % SA/DA Ratio =
Surface Area Required = 7211 s. f.
Bio-Retention Area (7% x C Factor x area)
Surface Area Required = 16511 s. f.
Sand Filter (Required volume and area)
Chamber Volume = 5679 c. f. (540 c. f./ac.)
Chamber Surface Area = 3786 s. f. (360 s. f./ac.)
1.48 %
*Impervious area direct to off-site added to this basin impervious and to total drainage area to calculate 1"
rainfall storage and surface area required.
Pond Worksheet Page 2A
Brandywine W#3 11/15/05
FAProject Files\G & A\NC\1986\Brandywine_.25\Documents\Reports\PondWork-B.xls
0-20 1.48 1.20 1.07 0.91 0.78 0.69 0.68
20 - 30 1.47 1.18 1.07 0.91 0.77 0.70 0.68
30 - 40 1.48 1.20 1.07 0.91 0.77 0.70 0.67
40 - 50 1.48 1.20 1.07 0.91 0.77 0.70 0.67
50 - 60 1.48 1.20 1.07 0.91 0.77 0.70 0.67
60 - 70 1.48 1.20 1.07 0.91 0.77 0.70 0.67
70 - 80 1.48 1.20 1.07 0.91 0.77 0.70 0.67
80+ 1.48 1.20 1.07 0.91 0.77 0.70 0.67
1.48 0.00 0.00 0.00 0.00 0.00 0.00 1.48
Pond Worksheet Page 3
Project: Brandywine Basin: W#3 Date: 11/15/05
FAProject Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\PondWork-B.xls
To Basin To Off-site
Total Area = 113144 s. f. = 2.60 acres Impervious = 35132 3400
Lawn, etc. = 57874 12231
Factors used on this worksheet: Woods, etc. = 20138
Rational C = 0.428 0.478
Rational C SCS CN
Woods, etc. 0.2 79
Lawn, etc. 0.22 79
Impervious 0.9 98
SCS CN = 84.9 72.4
SCS S = 1.7786 3.8154
The following formulas from the SCS method are used:
S = 1000/CN - 10 Tp = Vol./1.390p
Q* = (P - 0.2S)^2/(P + 0.8S)
Storm I
(iph) Qp
(cfs) P
(in.) Q*
(in.) Tp
(min.)
1 inch 1.00 0.1713
1 year 4.61 5.16 3.00 1.5809 34.6
2 year 5.76 6.45 3.60 2.0955 36.7
5 year 6.58 7.37 4.65 3.0366 46.6
10 year 7.22 8.09 5.38 3.7107 51.9
25 year 8.19 9.17 6.41 4.6795 57.7
50 year 8.96 10.03 7.21 5.4421 61.3
100 year 9.72 10.88 8.00 6.2014 64.4
Storage for 1" rainfall = 1615 c. f.
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = 33.1 % SA/DA Ratio =
Surface Area Required = 1701 s. f.
Bio-Retention Area (7% x C Factor x area)
Surface Area Required = 3789 s. f.
Sand Filter (Required volume and area)
Chamber Volume = 1403 c. f. (540 c. f./ac.)
Chamber Surface Area = 935 s. f. 1(360 s. f./ac.)
1.46 %
*Impervious area direct to off-site added to this basin impervious and to total drainage area to calculate 1"
rainfall storage and surface area required.
Pond Worksheet Page3A
Brandywine W#3 11/15/05
FAProject Files\G & A\NC\1986\Brandywine_.25\Documents\Reports\PondWork-B.xls
0-20 1.47 1.18 1.05 0.90 0.77 0.68 0.68
20 - 30 1.45 1.17 1.05 0.90 0.76 0.70 0.68
30 - 40 1.46 1.19 1.06 0.90 0.76 0.70 0.67
40 - 50 1.46 1.19 1.06 0.90 0.76 0.70 0.67
50 - 60 1.46 1.19 1.06 0.90 0.76 0.70 0.67
60 - 70 1.46 1.19 1.06 0.90 0.76 0.70 0.67
70 - 80 1.46 1.19 1.06 0.90 0.76 0.70 0.67
80+ 1.46 1.19 1.06 0.90 0.76 0.70 0.67
1.46 0.00 0.00 0.00 0.00 0.00 0.00 1.46
Pond Worksheet Page 4
Project: Brandywine Basin: W#4 Date: 11/15/05
FAProject Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\PondWork-B.xls
To Basin To Off-site
Total Area = 324298 s. f. = 7.44 acres Impervious = 126171 34851
Lawn, etc. = 198127 105363
Factors used on this worksheet: Woods, etc. = 0
Rational C = 0.485 0.653
Rational C SCS CN
Woods, etc. 0.2 79
Lawn, etc. 0.22 79
Impervious 0.9 98
SCS CN = 86.4 85.6
SCS S = 1.5751 1.6821
The following formulas from the SCS method are used:
S = 1000/CN - 10 Tp = Vol./1.39Qp
Q* _ (P - 0.2S)^ 2/(P + 0.8S)
Storm I
(iph) Qp
(cfs) P
(in.) Q*
in.) Tp
(min.)
1 inch 1.00 0.2076
1 year 4.61 16.77 3.00 1.6922 32.7
2 year 5.76 20.95 3.60 2.2203 34.3
5 year 6.58 23.93 4.65 3.1796 43.0
10 year 7.22 26.26 5.38 3.8635 47.7
25 year 8.19 29.79 6.41 4.8433 52.7
50 year 8.96 32.59 7.21 5.6128 55.8
100 year 9.72 35.36 8.00 6.3778 58.5
Storage for 1" rainfall = 5610 c. f.
Surface Area Required
Wet Retention Pond Depth = 3' ft.
Impervious = 44.8 % SA/DA Ratio =
Surface Area Required = 6786 s. f.
Bio-Retention Area (7% x C Factor x area)
Surface Area Required = 14818 s. f.
Sand Filter (Required volume and area)
Chamber Volume = 4020 c. f. (540 c. f./ac.)
Chamber Surface Area = 2680 s. f. (360 s. f./ac.)
1.89 %
*Impervious area direct to off-site added to this basin impervious and to total drainage area to calculate 1"
rainfall storage and surface area required.
Pond Worksheet
Brandywine W#4
FAProject Files\G & A\NC\1986\Brandywine_.25\Documents\Reports\PondWork-B.xls
0-20 1.91 1.54 1.37 1.19 1.01 0.88 0.89
20 - 30 1.89 1.51 1.37 1.19 0.98 0.91 0.89
30 - 40 1.92 1.60 1.39 1.16 1.00 0.91 0.84
40 - 50 1.89 1.58 1.37 1.17 0.99 0.91 0.84
50 - 60 1.89 1.58 1.37 1.17 0.99 0.91 0.84
60 - 70 1.89 1.58 1.37 1.17 0.99 0.91 0.84
70 - 80 1.89 1.58 1.37 1.17 0.99 0.91 0.84
80+ 1.89 1.58 1.37 1.17 0.99 0.91 0.84
1.89 0.00 0.00 0.00 0.00 0.00 0.00
Page 4A
11/15/05
1.89
Pond Worksheet Revised
Project: Brandywine Basin: W#5 Date: 11/15/05
F:\Project Files\G & A\NC\1986\Brandywine_ 25\Documents\Reports\PondWork-C.xls
To Basin To Off-site
Total Area = 141825 s. f. = 3.26 acres Impervious = 41413 6800
Lawn, etc. = 100412 23388
Factors used on this worksheet: Woods, etc. = 0
Rational C = 0.419 0.498
Rational C SCS CN
Woods, etc. 0.2 79
Lawn, etc. 0.22 79
Impervious 0.9 98
SCS CN = 84.5 84.4
SCS S = 1.8276 1.8534
The following formulas from the SCS method are used:
S = 1000/CN - 10 Tp = Vol./1.39Qp
Q* _ (P - 0.2S)^2/(P + 0.8S)
Storm I
(iph) Qp
(cfs) P
(in.) Q*
(in.) Tp
(min.)
1 inch 1.00 0.1635
1 year 4.61 6.33 3.00 1.5554 34.8
2 year 5.76 7.91 3.60 2.0667 37.0
5 year 6.58 9.04 4.65 3.0034 47.1
10 year 7.22 9.92 5.38 3.6751 52.5
25 year 8.19 11.25 6.41 4.6412 58.4
50 year 8.96 12.31 7.21 5.4020 62.2
100 year 9.72 13.36 8.00 6.1599 65.4
Storage for 1" rainfall = 1932 c. f.
Surface Area Required
Wet Retention Pond Depth = 3 ft.
Impervious = 32.4 % SA/DA Ratio =
Surface Area Required = 2133 s. f.
Bio-Retention Area (7% x C Factor x area)
Surface Area Required = 4944 s. f.
Sand Filter (Required volume and area)
Chamber Volume = 1758 c. f. (540 c. f./ac.)
Chamber Surface Area = 1172 s. f. (360 s. f./ac.)
1.44%
*Impervious area direct to off-site added to this basin impervious and to total drainage area to calculate 1"
rainfall storage and surface area required.
Pond Worksheet
Brandywine W#5
FAProject Files\G & A\NC\1986\Brandywine_.25\Documents\Reports\PondWork-C.xls
Table 1.1 from State BMP manual
% Imp. Permanent Pool Depth (ft.)
Cover 3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
0-20 1.44 1.16 1.04 0.89 0.76 0.67 0.66
20 - 30 1.43 1.15 1.04 0.89 0.75 0.68 0.66
30 - 40 1.44 1.17 1.04 0.88 0.75 0.68 0.66
40 - 50 1.44 1.17 1.04 0.88 0.75 0.68 0.66
50 - 60 1.44 1.17 1.04 0.88 0.75 0.68 0.66
60 - 70 1.44 1.17 1.04 0.88 0.75 0.68 0.66
70 - 80 1.44 1.17 1.04 0.88 0.75 0.68 0.66
80+ 1.44 1.17 1.04 0.88 0.75 0.68 0.66
1.44 0.00 0.00 0.00 0.00 0.00 0.00
Page 1 A
11/15/05
1.44
Retention Pond Volume
Date: 11/9/05 Project: Brandywine
Pond #: W#1 Trial # 2
F:\Project Files\G & A\NC\1986\Brandywine_.25\Documents\Repo rts\PonVoll.xls
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
402 5293.00 0.00 0.00 Normal Pool
403 6168.00 5730.50 5730.50
404 7100.00 6634.00 12364.50
405 8088.00 7594.00 19958.50
406 9134.00 8611.00 28569.50 Top of Dam
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Volume below Normal Pool
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
0.00 0.00 0.00 Bottom of Pond
0.00 0.00 0.00 Pond Edge of Shelf
0.00 0.00 0.00 Land Edge of Shelf
0.00 0.00 0.00 Normal Pool
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Calculate Malcom's factors
Elev. Storage Stage
403 5730.50 1.00
405 19958.50 3.00
b = 1.1358 Ks = 5730.5
30 ft
Stage Malcom
(ft.) Storage
0.00 0.00
1.00 5730.50
2.00 12592.61
3.00 19958.50
4.00 27671.89
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Retention Pond Volume Page 2
Project: Brandywine Date: 11/9/05
Pond #: W#1 Trial #: 2
FAProject File s\G & A\NC\1986\Brandywine_ 25\ Documents\Reports\PonVol1.xls
Elev. Volume Malcom Difference Percent
(ft.) (c. f.) Vol. (c. f.) Difference
402 0.00 0.00 0.00 0.0
403 5730.50 5730.50 0.00 0.0
404 12364.50 12592.61 228.11 1.8
405 19958.50 19958.50 0.00 0.0
406 28569.50 27671.89 -897.61 -3.1
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
Retention Pond Volume
Date: 11/10/05 Project: Project Name
Pond #: W#2 Trial # 2
FAProject File s\G & A\NC\1986\Brandywine_.2 5\Documents\Repo rts\PonVol2.xls
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
416 7669.00 0.00 0.00 Normal Pool
417 8832.00 8250.50 8250.50
418 10052.00 9442.00 17692.50
419 11329.00 10690.50 28383.00
420 12662.00 11995.50 40378.50 Top of Dam
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Volume below Normal Pool
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
0.00 0.00 0.00 Bottom of Pond
0.00 0.00 0.00 Pond Edge of Shelf
0.00 0.00 0.00 Land Edge of Shelf
0.00 0.00 0.00 Normal Pool
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Calculate Malcom's factors
Elev. Storage Stage
417 8250.50 1.00
419 28383.00 3.00
b = 1.1246 Ks = 8250.5
30 ft
Stage Malcom
(ft.) Storage
0.00 0.00
1.00 8250.50
2.00 17989.67
3.00 28383.00
4.00 39225.31
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Retention Pond Volume
Project: Project Name
Pond #: W#2 Trial #: 2
FAProject Files\G & A\NC\1986\Brandywine_.25\Documents\Reports\PonVol2.xls
Elev. Volume Malcom Difference Percent
(ft.) (c. f.) Vol. (c. f.) Difference
416 0.00 0.00 0.00 0.0
417 8250.50 8250.50 0.00 0.0
418 17692.50 17989.67 297.17 1.7
419 28383.00 28383.00 0.00 0.0
420 40378.50 39225.31 -1153.19 -2.9
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
Page 2
Date: 11/10/05
Retention Pond Volume
Date: 11/11/05 Project: Brandywine
Pond #: W#3 Trial # 1
FAProject Files\G & A\NC\1986\Brandywine_.25\Documents\Repo rts\PonVol3.xls
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
418 2309.00 0.00 0.00 Normal Pool
419 2946.00 2627.50 2627.50
420 3039.00 2992.50 5620.00
421 4390.00 3714.50 9334.50
422 5197.00 4793.50 14128.00 Top of Dam
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Volume below Normal Pool
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
0.00 0.00 0.00 Bottom of Pond
0.00 0.00 0.00 Pond Edge of Shelf
0.00 0.00 0.00 Land Edge of Shelf
0.00 0.00 0.00 Normal Pool
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Calculate Malcom's factors
Elev. Storage Stage
419 2627.50 1.00
421 9334.50 3.00
b = 1.1539 Ks = 2627.5
30 ft
Stage Malcom
(ft.) Storage
0.00 0.00
1.00 2627.50
2.00 5846.56
3.00 9334.50
4.00 13009.40
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Retention Pond Volume
Project: Brandywine
Pond #: W#3 Trial #: 1
F:\Project Files\G & A\NC\1986\Brandywine_.25\Documents\Reports\PonVol3.xls
Elev. Volume Malcom Difference Percent
(ft.) (C. f.) Vol. (C. f.) Difference
418 0.00 0.00 0.00 0.0
419 2627.50 2627.50 0.00 0.0
420 5620.00 5846.56 226.56 4.0
421 9334.50 9334.50 0.00 0.0
422 14128.00 13009.40 -1118.60 -7.9
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
Page 2
Date: 11/11/05
Retention Pond Volume
Date: 11/14/05 Project: Brandywine
Pond #: W#4 Trial # 2
F:\Project Files\G & A\NC\19 86\Brandywine_.2 5\Documents\Repo rts\PonVol4.xis
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c, f.) (c. f.)
398 8796.00 0.00 0.00 Normal Pool
399 10104.00 9450.00 9450.00
400 11469.00 10786.50 20236.50
401 12892.00 12180.50 32417.00
402 14372.00 13632.00 46049.00 Top of Dam
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Volume below Normal Pool
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
0.00 0.00 0.00 Bottom of Pond
0.00 0.00 0.00 Pond Edge of Shelf
0.00 0.00 0.00 Land Edge of Shelf
0.00 0.00 0.00 Normal Pool
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Calculate Malcom's factors
Elev. Storage Stage
399 9450.00 1.00
401 32417.00 3.00
b = 1.1220 Ks = 9450.0
30 ft
Stage Malcom
(ft.) Storage
0.00 0.00
1.00 9450.00
2.00 20568.11
3.00 32417.00
4.00 44766.89
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Retention Pond Volume Page 2
Project: Brandywine Date: 11/14/05
Pond #: W#4 Trial #: 2
FAProject File s\G & A\NC\1986\Brandywine_.25\Documents\Reports\PonVol4.xls
Elev. Volume Malcom Difference Percent
(ft.) (c. f.) Vol. (C. f.) Difference
398 0.00 0.00 0.00 0.0
399 9450.00 9450.00 0.00 0.0
400 20236.50 20568.11 331.61 1.6
401 32417.00 32417.00 0.00 0.0
402 46049.00 44766.89 -1282.11 -2.8
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
Retention Pond Volume
Date: 11/16/05 Project: Brandywine
Pond #: W#5 Trial # 1
FAProject Files\G & A\NC\19 86\Brandywine_.25\Documents\Repo rts\PonVol5.xls
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
396 2624.00 0.00 0.00 Normal Pool
397 3751.00 3187.50 3187.50
398 4935.00 4343.00 7530.50
399 6178.00 5556.50 13087.00
400 7479.00 6828.50 19915.50
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Volume below Normal Pool
Elev. Planimeter Surface Area dVolume Volume Remarks
(ft.) (sq. in.) (s. f.) (c. f.) (c. f.)
0.00 0.00 0.00 Bottom of Pond
0.00 0.00 0.00 Pond Edge of Shelf
0.00 0.00 0.00 Land Edge of Shelf
0.00 0.00 0.00 Normal Pool
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Calculate Malcom's factors
Elev. Storage Stage
397 3187.50 1.00
399 13087.00 3.00
b = 1.2856 Ks = 3187.5
40 ft.
Stage Malcom
(ft.) Storage
0.00 0.00
1.00 3187.50
2.00 7770.63
3.00 13087.00
4.00 18943.58
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Retention Pond Volume Page 2
Project: Brandywine Date: 11/16/05
Pond #: W#5 Trial #: 1
F:\Project File s\G & A\NC\1986\Brandywine_.25\ Documents\Reports\PonVol5.xls
Elev. Volume Malcom Difference Percent
(ft.) (c. f.) Vol. (C. f.) Difference
396 0.00 0.00 0.00 0.0
397 3187.50 3187.50 0.00 0.0
398 7530.50 7770.63 240.13 3.2
399 13087.00 13087.00 0.00 0.0
400 19915.50 18943.58 -971.92 -4.9
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
0 0.00 0.00 0.00 0.0
t

I

Retention Analysis
Retention Analysis is included for the following year storms:
1 Year
25 Year
100 Year
1 The analysis for each of these follows this page.
1

I

I

1

A B C D E F G H I
1 Stormwater Routing 2E
2
4
3

5
6

roject: ' Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots

Using Chainsaw Routing procedure by H. R. Malcom
Storm 1 Yr. Trial # 2
Brandywine Location: Cary, NC Basin # W#1
7 Qp = 11.59 cfs Tp = 33.3' mi ns. dT = 0.49 mins.
8 Ks 5730.5 b = 1.1358 Pipe El. 402.00ift
9
10

11 Co = 0.6: Diam. =

Q -' 4.75 cfs
Allowable
F:\Project Files\G & A\NC\1986\Brandywine-.25\Documen 1 in.

Elevation at Z = 0 is,
ts\Reports\Rout1-01.x1s A =

402.00 A 0.0055s. f.
-
pipe Z = 0.00
Date: 11/10/05
12
13 Time
(min.) Inflow- T
(cfs dstorage
(cu. ft.) Storage
(cu. Ft. Stage
(ft.) Elevation
(ft. Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
14
15
7 0.00
0.49 1 0.00
, 0.01 1 0.00
0.00 0.00
0.00 0.00
, 0.00 402.00
402.00 0.00
0.00
0.00
0.00
1 0
.98 0.02 0.18 0. 18 0.00! 402.00 0.00 0.00 0.00
18

19 1.47

1.96 0.06

1 0.10 ! 0.731

' 1.64 0.91

2.55 ' 0.00!

0.00
' 402.00'

402.00 0.00;

0.00, 0.00
0.00 0.00
0.00
20 2.45 1 0.15 2.90 5.45 0.00 402.00 0.00' 0.00 0.00
21 2.94 0.22 4.53 9.98 0.00 402.00 ' 0.00 0.00 0.00
22 3.43 0.30 ' 6.51 16.49 0.01 402.01 0.00. 0.01
, 0.00
23 3.92 0.39 8.84 25.33 0.01 402.01 , 0.00 0.01 0.00
24 4.41
- I 0.49
1
- ! 11.52 36.85 0.01 402.01 0.00 0.01 0.00
25 4.90 1
0.61 1 14.53 51.39 0.02 402.02 0.00' 0.02 0.00
26

27 5.39

5.88
-

.73
' 0. 73
0.87

17.88
,
!
21.55

69.27
90.82

. 0.02
0.031

402.02
402.03

' 0.00
-
0.00

0.02,
0.03

0.00
0.00

28
6. 37
, 1.02
, 25.54
116.36
0.03
402.03 ',
0.00
0.03
0.00
29
30
31 6.86
7.35
7.84 !
!, 1.34
1.51 , 34.43

39.28 146.20
180.63
219.91 ' 0.04
0.05
0.06 402.04
402.05
402.06 '0.00:
0.00
0.00. 0.04
0.05
0.06' 0.00
0.00
0.00
32 8.33 1.70 44.42 264.34 0.07 402.07 0.00 0.07 0.00
33 8.82 1.89 ' 49.84 314.17 0.08 402.08 0.00 0.08 0.00
34 9.31 2.10 ', 55.51 369.68 0.09
. 402.09 0.01 0.09 0.00
35 9.80 2.31 61.43 431.11 0.10' 402.10 0.01 0.10 0.00
36 10.29 1 2.52 ' 67.59 498.70 0.12 402.12 0.01 0.12 0.00
37 10.78 2.75 73.96 572.66 0.13 402.13 0.01 0.13 0.00
38 11.27 2.98 80.54 653.20 0.15 402.15 0.01 0.15 0.00
39 11.76 3.22 87.31 740.51 0.17 402.17 0.01 0.17 0.00
40 12.25 3.46 94.26 834.77 0.18 402.18 0.01 0.18 0.00
41 12.74 3.71 101.37 936.15 0.20 402.20 0.01 0.20 0.00
42 13.23 i 3.96 , 108.63 1044.78 0.22 402.22 0.01 0.22 0.00
43 13.72 4.21
- 1116.02 11160.80 0.25 402.25
0.01
0.25
0.00
44 14.21 4.47 123.53 1284.33 0.27 402.27 0.01 0.27 0.00
45 14.70 4.73 131.13 1415.46 0.29 402.29 0.01 0.29 0.00
46 15.19 ' 5.00 : 138.82 1554.28 0.32 402.32 0.01 0.32 0.00
47 15.68 1 5.27 146.58' 1700.86 0.34 402.34 0.01 0.34 0.00
48 16.17 I 5.53 154.38' 1855.24 0.37 402.37 0.02 0.37 0.00
49 16.66 ' 5.80 162.22 2017.45 0.40 402.40 0.02 0.40 0.00
50 17.15 6.07 170.07 2187.53 0.43 402.43 0.02 0.43 0.00
51 17.64 1 6.34 177.93' 2365.45 0.46 402.46 0.02 0.46 0.00

J K L M N O P Q R
1 Page 2 Brandywine Basin # = W#1 1 Yr. Trial # = 2
2 F:\Project Files\G & A\NC\1986 \Brandywine_. 25\Documents\Reports\Rout1-01.x1s 11/10/05
3 Riser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5
6
7
1
2
500.00
500.00
24,
18
98.00
98.00
1.00
0.75
6.28
4.71.
3.1416
1.7671 Results
Max Elev. 404.60
Max Flow 4.66
8
F
9
10 Weir 1 El. =
Weir 2 El. = 404.60' Weir 1 L =
500.00 Weir 2 L = 20.00'ft.
10.00.ft. Cw =
Cw = 3.2
3.2 Stage =
Stage = 2.60
98.00
11
12
13 Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
r
14

.01
0

49.35

' 0.00

' 0.00'

0.00

0.00
'

0.00

' 0.00

0.00
0.02 48.41 0.00 0.00' 0.00 0.00 0.00 0.00 0.00
8 0.06 1 47.50 0.00 0.00. 0.00 0.00 1 0.00 ' 0.00 0.00
19
20
21 _0.10
0.15
0.22 46.60
1 45.71
' 44.85 0.00
0.00
0.00 ' 0.00
' 0.00
0.00 ' 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
22
23 030
_ 0.39 44.00
' 43.16
_ 0.00
0.00 0.00'
' 0.00; 0.00
0.00 0.00
0.00 0.00
0.00 0.00
, 0.00 0.00
0.00

24
25
0.49
-
0.61
? 42.35
41.54
0.00
0.00
0.00 I
! 0.00
0.00
0.00
0.00
! 0.00
, 0.00
', 0.00
' 0.00
: 0.00
0.00
'
0.00
26 0.73 1 40.76 ' 0.00 1 0.00
i 0.00 ' 0.00 0.00
' 1 0.00 0.00
27 0.87 i 39.98 0.00 1 0.00
!
0.00
0.00
0.00
0.00
. 0.00

28 -
1.02
39.23
0.00 i
0.00'
0.00
' 0.00
0.00
' 0.00
0.00
29
30 1.17
1.34 : 8
37.75
0.00
! 0.00I
0.00
0.00 0.00
' 0.00 ; 0.00
! 0.00 0.00
0.00
31 1.51 37.04 0.00 ', 0.00' 0.00 0.00 0.00 0.00 0.00
32
33
34
35 1.70
1.89
2.10
2.31 :36.34
35.65
j 34.97
34.31 , 0.00
0.00
0.00
0.00 1 0.00'
0.00'
0.00
0.00 0.00
0.00
0.01
0.01 ! 0.00
, 0.00
0.00
0.00 0.00
0.00
0.00
0.00 1 0.00
0.00
, 0.00
0.00 0.00
' 0.00
0.00
0.00
36

37
38 - 2.52

2.75
2.98 1 33.66

33.02
32.40 0.00

0.00
0.00 0.00'
,
0.00
0.00 0.01

0.01
0.01 0.00

0.00
0.00 0.00

0.00
0.00 ' 0.00

0.00
0.00 0.00

0.00
0.00
39 3.22 31.78 0.00 0.00 0.01 0.00 0.00 0.00 0.00
40 3.46 31.18 0.00 0.00 0.01 0.00 0.00 0.00 0.00
41 3.71 30.59 0.00 ' 0.00 0.01 0.00 0.00 0.00 0.00
42 3.96 30.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00
43
44 4.21
4.47 29.44
28.88 0.00
0.00 ' 0.00
' 0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
45 4.73 28.34 0.00 0.00 0.01 0.00 0.00 0.00 0.00
46 5.00 27.80 0.00 0.00 0.01 0.00 0.00 0.00 0.00
47 5.27 27.27 0.00 0.00 0.01 0.00 0.00 0.00 0.00
48 5.53 26.76 0.00 0.00 0.02 0.00 0.00 0.00 0.00
49

50 5.80 26.25
--
6.07 25.75 0.00

0.00 0.00

0.00 0.02

0.02 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00
51 6.34' 25.26 0.00 0.00 0.02 0.00 0.00 0.00 0.00

t

S T U V W X Y Z AA
1 Page 3 1 Brandywine Basin # =
-- W#1 1 Yr. Trial # _ 2
2 - -- -. - --- - - -- . - - -
F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\Rout1-01.xis 11/10/05
3 Slots
4 No. Bottom Height Length Weir Orifice Top Area Z
5 Elev. (ft.) (ft.) C C Elev. (s. f.) (ft.)
6 1 402.71 0.50 1.50 3.2 0.6 403.21 0.75 0.71
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 98.00
8
g Pipe 2
10 El. _'. 500.00, Z = 98.00. Diam. = 24 in. A = 3.1416:s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14
15
'
16 - - 0.00 0.00 0.00 i .00
0.00
0.00
0.00
0.00
0.00
0.00
, 0.00
17 0.00 0.00 0.001 0.001 0.00 0.00 0.00 0.00 ' 0.00
18 0.00i 0 D.M 0.00 0.00 0.00 0.00 :: 0.00
19 0.00 0.00 0.00' 0.00' 0.00 0.00 0.00 0.00 ' 0.00
20 0.00 0.00 0.00 0.00; 0.00 0.00 0.00 0.00 0.00
21 0.00!, 0.00 0.00 0.00! 0.00 0.00 0.00' 0.00 0.00
22 0.00 0.0
0 0
.00.
' 0.001, 0.00 0.00 0.00 0.00
- ' 0.00
-

23
0.00 .
- - 0
.00 -
0
.00 --.- -
0.00 !
0.00
0.00
0.00
0.00
j 0.00
-
24 ----- _? _
0.001 _
0.00 0.00'. 0.00: 0.00 0.00 0.00 0.00 0.00
25 5 0.001 0 .00 000
0.00
0.00
0.00
0.00
0.00
' 0.00
1
2 0.001 0.00
- 0.00,
0.001,
0.00
' 0.00
0.00
0.00
0.00
0.001 - 0.00 , 0.00 0.001 0.00 ? 0.00 0.00, 0.00 0.00
0.00 0.00 0.00 0.00' 0.00 ': 0.00 0.00, 0.00 0.00
r29 0.00 0.00 ! 0.00', 0.001 0.00 ! 0.00 0.00 0.00 11 0.00
-
0 00
0.00
0.00'
0.00
0.00
0.00
0.00
0.00
0.00
_ 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00: 0.00 : 0.00
32 0.00' 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
-?T 01001 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 0.001 0.00

- . 0.00
0.00
-
0.00
0.00
0.00
0.00
: 0.00
35 M 0.00
' 0.00 0.00 0.00, 0.00 0.00 ' 0.00
36 0.00! 0.00 0.00 0.001, 0.00 0.00 0.00 0,00 i 0.00
37 0.00! -
0.00 0.00 0.00 0.00 0.00 0.00 0.00 : 0.00
38 00
--0. 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00
39 _
0.001; 0.00 0.00'' 0.00 0.00 0.00 O.M 0.00 ' 0.00
40 0.001 -
0_.0.0_ 0.00 0.00 0.00 0.00
' 0.00 0.00 0.00
41 0. q0,I 0.00 0.00: 0.00 0.00 ! 0.00 0.00 0.00 0.00
42 0.001 0.00 0.00' 0.00, 0.00 0.00 0.00' 0.00 0.00
43 0.001 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.001 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00! 0.00: 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00'' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00
50 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00

A B C D E F G H I
Page 1A ' Brandywine Basin # =. W#1 1 Yr. Trial # = 2
F \Project Files\G & A\NC\198 6\Brandywine_ .25\Documents\Reports\Rout1-01.xis 11/10/05
Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h __Pipe 2 h
(min.) cfs (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft. (ft.)

18.13 6.60
1
185.76
2551.22
0.49
402.49
0.02
0.49
0.00
-
8.62
1 6.87 193.57 2744.78 0.52 402.52 0.02 0.52 0.00
_

19.11

7.13

201.32

2946.10

0.56

402.56

0.02
, - 0.56 0.--00
--
- _
19.60! 7.391 209.01 3155.11 0.59 402.59 ' 0.02 0.59 0.00
20.09 7.64 216.61 3371.72 0.63 ' 402.63 0.02, 0.63 0.00
-
58
20 7.89' 224.11 3595.83 0.66 402.66 0.02 0.66 0.00
.
21.07, 8.14'. 231.50 3827.32 0.70 402.70 0.02 0.70 0.00
21.56' 8.38 1 238.75 4066.07 0.74 , 402.74 ; 0.05 0.74 0.00
22.051 8.62' 245.15 4311.22 0.78 402.78 1 0.11 0.78 0.00
22.54. 8.851 , 250.28 4561.50 0.82 402.82 0.19' 0.82
0.00
23.03 j 9.08
? 254.56 4816.06 0.86 I '' 402.86 0.30. 0.86 0.00
23.521 -
9.29 258.10 5074.16 0.90 402.90 0.42 0.90 0.00
-
24.01
,
9.501
260.97
5335.13,
0.94
402.94
0.55
0.94
0.00
-
24.501
9
71i
26
559.33
.9
: 402.98
0.70'
0.98
0.00
24.99 -
9.90! 264.82 5863.15 ? 0.02 403.02 0.86 1.02 0.00
25.48 10.08' 265.85 6129.00 1.06 ' 403.06 ' 1.02 1.06 0.00
25.97' 10.26 i 266.32 6395.32 1.10 403.10 1.20' 1.10 '. 0.00

26.46'
10.42 -
266.25,
6661.57'
1.14
403.14
' 1.39
1.14
0.00
26.95 10.58 265.64 6927.21 1.18 403.18 : 1.58 1.18 0.00
27.44 10.73 264.53 7191.75 1.22 ' 403.22 1, 1.87 1.22 0.00

27.93

10.
861

260.28

7452.03

1.26

403.26

;, 2.01
.26

1.26 0.00

1

28.42' .
10.99
260.36
7712.39
1.30
403.30 ; 2.13 1.30 0.00
28.91 ! 11.10' 260.37' 7972.76 1.34 1 403.34 ' 2.25 1.34 0.00
29.40! 11.201 260.28 8233.04 1.38 403.38 2.36; 1.38 0.00
29.89, 11.291 260.03 8493.07 1.41 403.41 2.461 1.41 0.00
30.38: 11. 37! 259.61 8752.68 1.45, 403.45 2.56; 1.45 , 0.00
30.87'1 11.44; 258.98 9011.67 1.49 403.49 2.66 1.49' 0.00
31.36 11.491 258.14 9269.80 1.53 403.53 2.75 1.53 0.00
31.851 11.54' 257.05 9526.85 1.56 403.56; 2.84 1.56 0.00
32.34' - 11.57 255.71 9782.56, 1.601 403.60 2.92 1.60 0.00

32.83
11.58,
254.11

0

3.00
'

1.64

0.00
33.321 11.59' 252.24 88.91
10 1.67 403.67 3.08 1.67 0.00
33.81 11.58 250.10 10539.01 1.71 403.71 3.16 1.71 0.00
34.30 11.56 247.67 10786.68 1.75 403.75 3.23 1.75 0.00
34.79 11.53 244.96 11031.64 1.78 403.78 3.30 1.78 0.00
35.28 11.49' 241.96 11273.60' 1.81 403.81 3.37 1.81 0.00
35.77 11.43 j 238.68 11512.28 1.85 403.85 3.44 1.85 0.00
36.26' '
11.37 235.11 11747.38 1.88 403.881, 3.50 1.88 0.00
36.75' 11.29 231.25 11978.64 1.91 403.91 3.56 1.91 0.00
i 37.24 11.19 227.11 12205.75 1.95 403.95' 3.62 1.95 0.00
37.73 11.09 222.69 12428.44 1.98 403.98 3.68 1.98 0.00
f 38.22 10.98 218.00 12646.45 2.01 404.01 3.73 2.01 0.00
38.71 10.85 213.04 12859.49 2.04 404.04 3.78 2.04 0.00
0 39.201: 10.72 207.81 13067.30 2.07 404.07 3.83 2.07 0.00
1 39.69' 10.57 202.33 13269.63 2.09 404.09 3.88 2.09 0.00
2 40.18 10.41 196.60 13466.22 2.12 404.12 3.93 2.12 0.00

C

t

t

J K L M N O P Q R
Page 2; Brandywine Basin # =!. W#1 1 Yr. Trial # = 2
r
53 F-AProject Files\G & A\NC\1986 \Brandywine_. 25\Documents\Reports\Rout1-01.xis 11/10/05
Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55 h Flow Flow h Flow h Flow
56
57 6.60 24.79 0.00 0.00 0.02 0.00 0.00 0.00 0.00
58 6.87! 24.32 0.00 0.00 '. 0.02, 0.00 0.00 0.00 0.00
59 7.13' 23.85 0.00 'I 0.00 0.02
' 0.00

' ' 0.00
_ 0.00 0.00
60 - -- -
7.39 ;- _ _
1 23.40 0.00 ' 0.00 ' 0.02 0.00 0.00 0.00 0.00
61 7.64 22.96 0.00 ' 0.00 0.02 0.00 0.00 0.00 0.00
62 7.89 22.52 0.00 0.00 0.02 0.00 0.00 0.00 0.00
63 8.14 22.10 0.00 0.00 0.02 . 0.00 0.00 . 0.00 0.00
64 8.38 ' 21.68 0.00 ' 0.00 0.02 0.00 0.00 0.00 0.00
65 8.62
-
-
- : 21.27 0.00 0.00 0.02 0.00 0.00 0.00 0.00
-
66 8.
8 20.87 0.00 ' 0.00 0.02 0.00 0.00 ' 0.00 0.00
67 9.08 20.47 0.00 0.00 0.02 0.00 0.00 0.00 0.00
68 9.29 : 20.08 0.00 0.00 0.02 0.00 0.00 0.00 0.00
69 9.50 11 19.70 0.00 0.00 0.02 , 0.00 0.00 0.00 0.00
70 9 71 19.33 0.00 , 0.00
. 0.03 0.00 0.00 0.00 0.00
71 9 .90 18.96
1, 0.00 '' 0.00 0.03 0.00 0.00 0.00 0.00
72 10.08 18.6-0 0.00 0.00 ' 0.03 0.00 0.00 0.00 0.00
73 - 10.26 i - 18-2 5 0.00 0.00 0.03 ' 0.00 0.00 ! 0.00 0.00
74 10.42 , 17.90 0.00 0.00 ' 0.03 0.00
' 0.00 0.00 ' 0.00
75 -
10.58 17.57 0.00 11 0.00
0.03
11 0.00
' 0.00
; 0.00
0.00
76 10.73 0 17.23 0.00 1 0.00 1 0.03 ' 0.00 0.00 0.00 0.00
77 10.86 16.91 0.00 ! O. W 0.03 1 0.00 0.00 0.00 0.00
78 10.99 ; 16.59 ' 0.00 0.00 ; 0.03 ' 0.00 0.00 ' 0.00 0.00
79 11.10 1 1.6.27 0.00 ', 0.00 0.03 ; 0.00 0.00 0.00 0.00
80 11.20 15.96 0.00 ; 0.00 ' 0.03 ' 0.00 0.00 1 0.00 0.00
71- 11.29
- 15.66
-
- 1 0.00 0
.00 0
.03 0.00 0.00 0.00 0.00

82
1
1.37 1
5.36
! ! 0.00 ' 0
.00 .03
0 ', 0.00 0.00 ! 0.00
0.00

83
1144
-
15.07

_
' 0.00
1 000
',

0.03
1
0.00
0.00
1 0.00
0.00
84 1149 j
14.79 0.00 ' 0.00 0.03
0.00
. 0.00
. 0.00
0.00
85 11.54 1 14.51 0.00 0.00 ' 0.03 0.00 0.00 0.00 0.00
86 11.57 1 14.23 0.00 0.00 1 0.03 0.00 0.00 0.00 0.00
87 11.58 1 13.96
0.00
0.00
' 0.03

.00
0

0.00

0.00

0.00
88 -
11.59 13.70 0.00 0.00 0.03 0.00 0.00 0.00 0.00
89 11.58 13.44 0.00 0.00 0.03 1 0.00 0.00 0.00 0.00
90 11.56 1 13.18 . 0.00 0.00 0.03 0.00 0.00 0.00 0.00
91 11.53 ! 12.93 0.00 ' 0.00 0.03 1 0.00 0.00 0.00 0.00
92 11.49 12.69 0.00 ' 0.00 ' 0.03 ' 0.00 0.00 0.00 0.00
93 11.43 1 12.45 0.00 ' 0.00 ' 0.04 0.00 0.00 0.00 0.00
94 11.37 , 12.21 0.00 0.00 0.04 0.00 0.00 0.00 0.00
95 11.29 ' 11.98 0.00 , 0.00 0.04 0.00 0.00 , 0.00 0.00
96 11.19 11.75 0.00 0.00 0.04 0.00 0.00 0.00 0.00
97 11.09 . 11.53 0.00 0.00 0.04 0.00 0.00 0.00 0.00
98 10.98 11.31 0.00 0.00 0.04 0.00 0.00 0.00 0.00
99 10.85 11.10 0.00 0.00 : 0.04 0.00 0.00 0.00 0.00
100 10.72 10.89 0.00 0.00 0.04 0.00 0.00 0.00 0.00
101 10.57 . 10.68 0.00 0.00 0.04 0.00 0.00 0.00 0.00
102 10.41 10.48 0.00 0.00 0.04 0.00 0.00 0.00 0.00

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52
53 Page 3A Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_ Basin # = W#1 1 Yr.
.25\Documents\Reports\Rout1-01.xls Trial # =
11/10/05 2
54 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifi ce-S2 Slot 2 Pipe 2
55 h Fl0w h h Flow h h Flow Flow
56
57 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00
58 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00
59 0.00 0.00 0.00 0.00, 0.00 0.00' 0.00 0.00 0.00
60
61

62 0.00!,
0.00-1-
.00 1
0.00!: 0.00

0.00
0.00 0.00

0.00.
0.00 0.00

0.00
0.00 0.00

0.00
0.00 0.00

0.00
' 0.00 0.00

0.00
0.00 0.00

0.00
0.00 0.00

0.00
0.00
63 0.00, 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 0.00 0.00 0.03 0.00 0.02 0.00 0.00 0.00 0.00
65 0.00!, 0.00 0.07 0.00 0.09 0.00 0.00 0.00 0.00
66 0.00 0.00 ` 0.11 0.00 0.17 0.00 0.00 0.00 0.00
67 0.00 0100 0.15 0.00 0.27 0.00 0.00 0.00 0.00
68 0.00 0.00 0.19 0.00 0.39 0.00 0.00 0.00 ; 0.00
69 0.00:
- 0.00' 0.23 0.00' 0.53 0.00 0.00 0.00 0.00
70 0.00' 0.00 0.27 0.00 0.67 0.00 0.00 0.00 ' 0.00

71
0 00 i
0.00
0.31
0.00
0.83
0.00
0.00
0.00 0.00
72 0.00' 0.00' 0.35 0.00 1.00 0.00 0.00 0.00 0.00
73 0.00 0.00 0.39' 0.00 1.18 0.00 0.00 0.00 , 0.00
,
74 O .W 0..0000 _ 0.43 0.00, 1.36 0.00 0.00 0.00 0.00

75 -
0.00
0.00
0.47
0.00
1.56
0.00
0.00'
0.00
1 0.00
76 0.00' 0.00 0.51 0.26, 1.85 0.00 0.00 0.00 ' 0.00
77 f
1
0.00!
0.55
,
0.30
1.98
0.00'
0.00
0.00
-
0.00
78 0.00 .00,
0 0.59 0.34 2.10 0.00 0.00 0.00 0.00
79
80 0.001
0.001 0.001
0.00' 0.63'
0.67 0.38,
0.42''. 2.22
2.33 0.001
0.00! 0.00
0.00 0.00
0.00 0.00
0.00
81 0.00
-- 0.00'
- 0.70 0.45 2.43 0.00 0.00 0.00 0.00
82 i 1 0.74 0.49 2.53 ' 0.00 0.00 0.00 0.00
8
3
0.00
?
0.00
0
.78
0.53
2.63
0.00
0.00'
0.00
0.00
84 0.00 0.00 0.82 0.57 2.72 0.00 0.00 0.00 0.00
85 0.00 0.00
- 0.85 0.60 2.81 0.00 0.00 0.00 0.00
86 0.00 0.00 0.89 0.64 2.89 0.00 0.00 0.00 0.00

87
0.00',
0.00
- ,
0.93
0.68
2.97
0.00
0.00
.
0.00
0.00
88 0.001 0.00 0.96 0.71 3.05 0.00
0.00
0.00
' 0.00
89 0.00 0.00 1.00 0.75 3.13 0.00 0.00 0.00 0.00
90 0.00
0.00
1.04
0.79
3.20
0.00
0.00
0.00
0.00
91 0.00 0.00' 1.07 0.82 3.27 0.00 0.00 0.00 0.00
92 0.00 0.00 1.10 0.85 3.34 0.00 0.00 0.00 0.00
93 0.00 0.00 1.14 0.89 3.40 0.00 0.00 0.00 0.00
94 0.00 0.00 1.17 0.92 3.46 0.00 0.00 0.00 0.00
95 0.00 0.00 1.20 0.95 3.52 0.00 0.00 0.00 0.00
96 0.00 ; 0.00 1.24 0.99 3.58 0.00 0.00 0.00 0.00
97 0.00 0.00 1.27 1.02 3.64 0.00 0.00 0.00 0.00
98 0.001 0.001 1.30 1.05 3.69 0.00, 0.00 0.00 0.00
99 0.00!1 0.00 1.33 1.08 3.75 0.00 0.00 0.00 0.00
100 0.00' 0.00 1.36 1.11 3.80 0.00 0.00 0.00 0.00
101 0.00 0.00 1.38 1.13 3.84 0.00 0.00 0.00 0.00
102 0.00, 0.00 1.41 1.16 3.89 0.00 0.00 0.00 0.00

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A B C D E F G H 1
103 Page 1 B ! Brandywine Basin # =. W#1 1 Yr. Trial # = 2
104 FAProject Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout1-01.x1s 11/10/05
105 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
106 (min. (cfs) (cu. ft.) (cu. Ft.) (ft. ft.) cfs) ft.) (ft.)
107
108 40.67 10.24 190.62 13656.85 2.15 404.15 3.97 2.15 0.00
109 41.16 1 10.07 184.42 13841.27 2.17 404.17 4.01 2.17 0.00
110 41.65 9.90 177.99 14019.26 2.20 404.20 ' 4.05 2.20 0.00
111 42.14 9.71 171.71 14190.98 2.22 404.22 4.09 ' 2.22 0.00
112 42.63 9.52 165.07 14356.05 2.24 404.24 4.13 2.24 0.00
113 43.12 9.34 158.59 14514.64 2.27 404.27 4.16 2.27 0.00
114 43.61 ; 9.17 152.26 14666.90 2.29 404.29 4.20 2.29 0.00
115 44.10 8.99 146.08 14812.98 2.31 404.31 4.23 2.31 0.00
116 44
.59 8.82 140.05 14953.03 2.33 404.33 4.26 2.33 0.00
117 _
45.08 1 8.65 134.16 15087.20 2.35 404.35 4.29 ' 2.35 0.00

118 - - -
45.57 , - -
8.49 __
128.41
15215.61
2
.36
1
404
.36
.31
4 2.36 0.00
119 4-6-.06 1 _ 8.33 122.80 15338.41 2
.38 404.38 4
.34 2.38 0.00
120 46.55 8.17 117.32 15455.73 2.40 404.40 4.36 2.40 0.00
121 47.04 8.02 111.96 15567.69 2.41 404.41 4.39 1 2.41 0.00
122 47.53 7.87 106.73' 15674.42 2.43 404.43 4.41 2.43 0.00
123 48.02 7.72 101.62 15776.04 2.44 . 404.44 4.43 , 2.44 , 0.00
124 48.51 7.57 96.63 15872.67 ' 2.45 404.45 4.45 2.45 0.00
125 49.00 7.43 91.76 15964.42 2.46 404.46 4.47 2.46 0.00
126 49.49 7.29 87.00 16051.42 2.48 404.48 4.49 2.48 0.00
127 49.98 ! 7.15 82.35; 16133.77 2.49 404.49 4.50 1 2.49 0.00
28

50.- 7

_ 7.01

77.80 '
16211.57
' 2.50
,
404.5
4.52
2.5
0.00
129 50.96 ' 6.88 73.37 1
6284.93 2.51 1
404.51 ' 4.53 1
! 2.51 . 0.00
130 51.45 6.75 ' 69.03 16353.97 2.52 404.52 , 4.55 2.52 0.00
131 51.94 6.62 64.80 16418.77 2.53 404.53 4.56 ' 2.53 0.00
1 32 52.43 6.50 60.66. 16479.43 2.53 ' . 404.53 4.57 ' 2.53 0.00
133 52.92 ! 6.37 56.63' 16536.06 2.54 ! 404.54 4.58 ! 2.54 0.00
134 53.41 6.25 52.68' 16588.74 2.55 404.55 ' 4.59 ' 2.55 0.00
135 53.90 1 6.13 48.83 16637.57 2.56 404.56 ' 4.60 ' 2.56 0.00
136 54.39 6.02 , 45.07 16682.64 2.56 !404.56 1 4.61 2.56 0.00
137 54.88 11 5.90 41.39' 16724.03 ! 2.57 404.57 4.62 2.57 0.00
138 5.79
1 37.81: 16761.83 ' 2.57 404.57 4.62 , 2.57 0.00
139 55.86 5.68 ' 34.30 16796.14 2.58 404.58 1 4.63 2.58 0.00
140 56.35 1, 5.57 30.88 16827.02 ' 2.58 404.58 4.64 2.58 0.00
141 56.84 5.47 27.54 16854.56 2.59 404.59 4.64 2.59 0.00
142 57.33 ! 5.37 24.28 16878.84 2.59 404.59 4.65 2.59 0.00
143 57.82 5.26 21.10 16899.94
-- 2.59 404.59 1 4.65 2.59 0.00
144 - --
58._31 - -
5.16 17.99: 16917.93 2.59 404.59 4.65 ! 2.59 0.00
145 58.80 ' 5.07 14.96! 16932.88 2.60 ' 404.60 ! 4.66 2.60 0.00
146 59.29 ; 4.97 12.00 16944.88 2.60 404.60 ' 4.66 2.60 0.00
147 59.78 4.88 9.11 16953.98 2.60 404.60 4.66 2.60 0.00
148 60.27 4.78 6.29 16960.27 2.60 404.60 4.66 2.60 0.00
149 60.7-6 ! 4.69 3.53 16963.80 2.60 404.60 4.66 2.60 0.00
150 61.25 ' 4.60 0.85 16964.65 2.60 404.60 4.66 2.60 0.00
1 51 6-1-1-4 1 4.52 -1.77 16962.88 2.60 404.60 4.66 2.60 0.00

152
62.2
3 _ --
4.43
-4.33
16958.56
2.60
404.60
4.66
2.60
0.00
153 _ 'Maximum 16964.65 404.60 4.66 '

7

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103
104 Page 26 Brandywine
FAProject Files\G & A\NC\1986\Brandywine_. Basin # = W#1
25\Documents\Reports\Rout1-01.x1s 1 Yr. Trial # =
11/10/05 2
105 Q(<1.25Tp) I Q(>1.2'5Tp)l Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
106 h Flow Flow h Flow h Flow
107 _
.
108 10.24 8
10.28 0.00 0.00 0.04 0.00 0.00 0.00 0.00
109 10.07 _ 10.09 0.00 0.00 1 0.04 ' 0.00 0.00 0.00 0.00
110 9.88; 9.90 0.00 ' 0.00 0.04 0.00 0.00 0.00 0.00
111 9.69 9.71 0.00 ' 0.00 ' 0.04 0.00 0.00 0.00 0.00

112
9.49
: 9.52
-
. 0.00
' 0.00
0.04
0.00
0.00
0.00
0.00
113 9.28 ' 9.34 0.00 0.00 0.04 0.00 0.00 0.00 0.00
114 9.06 9.17 0.00 0.00 0.04 0.00 0.00 0.00 0.00
115 8.83 : 8.99 ' 0.00 0.00 0.04 0.00 0.00 0.00 0.00
116 8.60 ' 8.82 0.00 0.00 0.04 0.00 0.00 0.00 0.00
117 8.36 1 8.65 0.00 0.00 0.04 0.00 0.00 0.00 0.00
118 8.12 , 8.49 0.00 0.00 0.04 0.00 0.00 0.00 0.00
119 7.87 8.33 0.00 ' 0.00 0.04 0.00 0.00 0.00 0.00
120 7.62 8.17 0.00 0.00 0.04 0.00 0.00 0.00 0.00
121 7.37 1 8.02 0.00 0.00 0.04 0.00 0.00 0.00 0.00
122 7.11 7.87 0.00 0.00 0.04 0.00 0.00 0.00 0.00
123 6.84 7.72 0.00 0.00 ' 0.04 1 0.00 0.00 0.00 0.00
124 6.58 - 7.57 0.00 0.00 0.04 0.00 0.00 0.00 0.00
125
126 6.31
6.05 7.43
; 7.29
- - 0.00
0.00 ' 0.00
0.00 0.04
1 0.04 , 0.00
' 0.00 0.00
0.00 0.00
0.00 0.00
0.00
127
128 5.78
5.51 7.15

I
01 0.00 '. 0.00
0.00 0.04
0.04 0.00
' 0.00 0.00
0.00 0.00
0.00 0.00
0.00
129 5.24 ' 6.88 , 0.00 0.00 0.04 0.00 0.00 0.00 0.00
130 4.98 1 6.75 0.00 0.00 0.04 0.00 0.00 ' 0.00 0.00
131 4.71
6.62
0.00
0.00
0.04
0.00
0.00
0.00
0.00
132 4.45 1 6.50 0.00 0.00 0.04 0.00 0.00 0.00 0.00
133 4.19 ' 6.37 0.00 0.00 ' 0.04 0.00 0.00 0.00 0.00
134 3.94 11 6.25 0.00 ', 0.00 : 0.04 0.00 0.00 0.00 0.00
135 3.69 1 6.13 0.00 ' 0.00 0.04 0.00 0.00 0.00 0.00
136 3.44 6.02 0.00 0.00 0.04 0.00 0.00 0.00 0.00
137 3.20 ' 5.90 0.00 0.00 0.04 0.00 0.00 0.00 0.00
138 2.96 5.79 0.00 0.00 0.04 0.00 0.00 0.00 0.00
139 2.73 i 5.68 0.00 0.00 0.04 0.00 0.00 0.00 0.00
140 2.50 5.57 0.00 0.00 0.04 0.00 0.00 0.00 0.00
141
2
2 11 5.47 0.00 0.00 0.04 0.00 0.00 0.00 0.00
142
143 .
1.88
8 I 5.37
5.26 0.00
0.00 0.00
0.00 0.04
0.04 0.00
' 0.00 0.00
0.00 0.00
0.00 0.00
0.00
144 1.68 ' 5.16 0.00 0.00 0.04 0.00 0.00 0.00 0.00
.
145 1.50 `. 5.07 0.00 0.00 0.04 0.00 0.00 0.00 0.00
146 1.32 ; 4.97 0.00 : 0.00 ' 0.04 0.00 0.00 0.00 0.00
147
148 1.16
1.00 ' 4.88
' 4.78 0.00
0.00 ! 0.00
0.00 ' 0.04
0.04 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
149 0.86 4.69 0.00 0.00 0.04 0.00 0.00 0.00 0.00
150 0.72 4.60 0.00 0.00 0.04 0.00 0.00 0.00 0.00
151 0.60 , 4.52 0.00 0.00 0.04 0.00 0.00 0.00 0.00
152 0.49 1 4.43 0.00 0.00 0.04 0.00 0.00 0.00 0.00
153 Maximum 0.00 0.04 0.00 0.00

S T U V W X Y Z AA
103
104 Page 3B I Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_ Basin # = W#1 1 Yr
.25\Documents\Reports\Rout1-01.x1s . Trial # =
11/10/05 2
1105
05

Riser 2

iser
R

S1 'Orifice-S1 -S1
Wei

FII

Wei h S2 'Orifi

ce-S2

Slot 2
- -

Pipe 2
-
106 _ Flow h h Flow Flow
107
108 0.00 0.00
- 1.44 1.19 3.93 0.00 0.00 0.00 0.00
109 0.00 0.00 1.46 1.21 3.98 0.00 0.00 0.00 0.00
110
111 0.00
0.00 0.00
0.00 1.49
1.51 1.24
1.26 4.02
4.05 0.00
0.00, 0.00
0.00 0.00
0.00 0.00
0.00
_-
112 0 00 0.00 , 1.53 1.28 4.09 0.00' 0. .00' 0.00 0.00
1
1 3 .00 ?
0
0.00
1.56 ;
1.31
4.13
0.00
0.00
0.00
0.00
114 0.00 0.00 1.58 1.33 4.16 0.00 0.00 0.00 0.00
115
116
117 1
0.00,
0.00 O.M
0.00
0.00 1.60
' 1.62
1.64 1.35
1.37
1.39 4.19
4.22
4.25 0.00
0.00
0.00 0.00
0.00!
0.00' 0.00
0.00
0.00 0.00
0.00
0.00
?18 0.00if 0.00 1.65. 0 4.27 0.00 0.00
,
0.00
' 0.00
119 0 00; 0.00 1.67 1.42 4.30 0.00 0.00 0.00 0.00
120 0.00! 0.0
0 1.69 1.44 4.32 0.00 0.001 0.00 ' 0.00
121 ' .
0.00 1.70 1
.45 4.35 0.00' 0.00 0.00 0.00
122 0.00 0.00 1.72! 1
.47 4.37 0.00! 0.00 0.00 0.00
123 0.00 0.00 : 1.73 1.48 4.39 0.00! 0.00 0.00 0.00
124
125 0.00 j
0.00 ! 0.00
0.00 1.74
1.75 1.49
1.50 4.41
4.43 0.00
0.00 0.00 ,
0.00 , 0.00
0.00 . 0.00
0.00
126 0.001 0.00 1.77 1.52 4.44 0.00 0.00 0.00 0.00
127
- 0.00! 0.00 1.78 1.53' 4.46 0.00' 0.00 0.00 0.00
-T
28
129 0.00-i
0.00 0.00
0.00 1.79,
1.80 1.54
1.55. 4.48
4.49 0.00?
0.00 0.00

0.00
0.00
0.00
0.00
0.00
130 -0.00' 0.00 1.81
1.56
4.50
0.00
0.00
0.00
0.00
131 0.00? 0.00
1.82'.
, 1.57 4.52 0.00 0.00 0.00 0.00
132

133
- - I
0.00
0.00 ! 0.00
-
0.00 ' 1.82

! 1.83
1.57
1.58
4.53
4.54
0.00!
0.00
0.00
0.00'
0.00
0.00
0.00
' 0.00
134 0.00 0.00 1.84 1.59 4.55 0.00 0.00' 0.00 0.00
135 0.00
0.00
1.85
1.60
4.56
0.00
0.00
0.00
0.00

136
0.00
-
,
0.00
1.85
1.60
4.57
0.00
0.00
-
0.00
0.00
'
137 .
0.00 0.00 1.86 1.61 4.58 0.00 0.00 0.00 0.00
138 0 00 0.00 1.86 1.61 4.58 0.00 0.00 0.00 0.00
139
140 0 001
0.00 0.00
0.00 1.87
1.87 1.62
1.62 4.59
4.60 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
141 0.00: 0.00
1.88
1.63
4.60
0.00
0.00
0.00
0.00
142 0.00 0.00 1.88 1.63 4.61 0.00 0.00 0.00 0.00
143 0.00 0.00 ' 1.88 1.63 4.61 0.00 0.00 0.00 0.00
144 0.00' 0.00 1.88 1.63 4.61 0.00 0.00: 0.00 0.00
145 0.00 0.00 1.89 1.64 4.62 0.00 0.00 0.00 0.00
146
147 0.00:
0.00 0.00
0.00 1.89
1.89 1.64
1.64 4.62
4.62 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
148 0.00 0.00 1.89 1.64 4.62 0.00 0.00 0.00 0.00
149 0.00' 0.00 1.89 1.64 4.62 0.00 0.00 0.00 0.00
150 0.00' 0.00 1.89 1.64 4.62 0.00 0.00 0.00 0.00
151 0 00. 0.00 . 1.89 1.64 4.62 0.00 0.00 0.00 0.00
152 0.00 0.00 1.89 1.64 4.62 0.00 0.00 0.00 0.00
153 Maximum 0.00 4.62 0.00 0.00

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
3
4 Using Chainsaw Routing procedure by H. R. Malcom
Storm 25 Yr.
Trial #
2
5 Project: ' Brandywine Location: Cary, NC Basin #V#1
6
7 Qp = 20.60 cfs Tp = 54.4, mi ns. dT = 0.49 mins.
,
8 Ks = 5730.5 b 1.1358' Pipe El. _ 402.OO
ft.
--_
9 Co _' 0.6 Diam. = 1, in. A=' 0.0055 s. f.
10
11 Allowable Q =
F:\Project Files\G & A\NC\1986\B cfs
randywine_.25\Documen Elevation at Z = 0 is
ts\Reports\Rout1-25.xis 402.00 ft. pipe Z = 0.00
Date: 11/10/05
12 Time Inflow dStorage Storage Stage E levation Outflow Pipe 1 h Pipe 2 h
13 min.) (cfs (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
14
15

6
1 0.001

09 j
0.4
_ _8 0.001,

i 0 0.0 00'
_ 0.00

0.00

0.12 0.00'

0.00'

0.12 0.00

0.00

0.00' 402.00

402.00

402.00 0.00

0.00

0.00

0.00

0.00

0.00

0.00
18 1.47 ! 0.04 0.48 0.61 0.00 402.00 0.00 0.00 0.00
19 1.96
- 0.07 1.09 1.70 ' 0.00 402.00 '. 0.00 4 0.00 0.00
20 -
2.4
5 0.10 1.94 3.63 0.00 402.00 ' 0.00 0.00 0.00
21 2.94 0.15. 3.03 6.66 0.00 402.00 0.00 0.00 0.00
22 3.43 ' 0.20 4.35 11.01 0.00 402.00 0.00 0.00 0.00
23 3.92 0.26 5.92 16.94 0.01' 402.01 0.00 0.01 0.00
24 4.41 0.33 7.73 24.66 0.01' 402.01 0.00 0.01
, 0.00
25 4.90 0.41 9.77 34.43
0.01
402.01
0.00
0.01
1
0.00

7

5.39
- -

0.49
1.

12.04

46.47
1
0.01 402.01 0.00 ' 0.01
- 0.00
2 5.88 ' 0.59 14.55 61.02 ,
0.02 402.02 0.00 ; 0.02 0.00
28 6.37 0.69. 17.29 78.31 0.02 402.02 0.00 0.02 0.00
29
6.86
0.80
20.25
98.56
0.03
402.03
0.00
0.03
0.00
30
31
7.84 0.91
1.04 23.45
26.86 122.01
148.87 0.03
0.04 402.03
402.04 0.00
0.00 ' 0.03
0.04 0.00
0.00
32 8.33 1.17 30.49 179.36 0.05 402.05 0.00 0.05 0.00
33 8.82 1.31 34.31 213.67 0.06 402.06 0.00 0.06 0.00
34 9.31_ 1 1.45 38.35 252.02 0.06 402.06 0.00 0.06 0.00
35 9.80 ; 1.61 42.61 294.63 0.07 402.07 0.00 0.07 0.00
36 10.29 1.77 47.08 341.70 0.08 402.08 0.01 0.08 0.00
37 10.78 1 1.93' 51.75 393.46 0.09 402.09 0.01 0.09 0.00
38 11.27 2.11 56.63 450.09 ' 0.11 402.11 0.01 0.11 0.00
39 11.76 2.29' 61.71 511.80 ' 0.12 402.12 0.01 0.12 0.00
40 12.25 ' 2.47 66.98 578.77 0.13 402.13 0.01 0.13 0.00
41 12.74 ' 2.66 72.43 651.21 0.15 402.15 0.01 0.15 0.00
42 13.23 2.86 78.08 729.29 0.16 402.16 0.01 0.16 0.00
43
44 13.72
14.21 3.07
3.28 83.90
89.90 813.19
903.08 0.18
0.20 402.18
402.20 0.01
0.01 0.18
0.20 0.00
0.00
45 14.70 3.49 96.06 999.15 0.21 402.21 0.01 0.21 0.00
46 15.19 3.72 102.40 1101.54 0.23 402.23 0.01 0.23 0.00
47 15.68 3.94 108.89 1210.44 0.25 402.25 0.01 0.25 0.00
48
49
50 16.17 4.17
16.66' 4.41
17.15 4.65 115.54
122.34
129.28 1325.98
1448.31
1577.59 0.28
0.30:
0.32 402.28
402.30
402.32 0.01
. 0.01
0.01 0.28
0.30
0.32 0.00
0.00
0.00
51 17.64 4.90 136.36 1713.96 0.35 402.35 0.01 0.35 0.00

J K L M
1 Page 2 Brandywine
2 F:\Project Files\G & A\NC\1986\Brandywine_.25\Documents\'
3 Riser Pipes
4 No. Elev. Diam. Z
5
6 1 500.00 24 98.00
7 2 500.00 18 98.00
g
9 Weir 1 El. = 404.60' Weir 1 L =
10 Weir 2 El. = 500.00 Weir 2 L =
<1.25Tp) Q(>1.25Tp) _ Weir 1 Weir 1
F12 Q(
h Flow
14
15
16 0.00 88.36 0.00 0.00
17 0.02' 87.33 0.00 0.00'
18 0.04 l 86.32 ! 0.00 0.00
19 0.071 85.31 0.00 0.00
20 0.10 84.32; 0.00 0.00',
21 0.151 83.34 0.00 0.00
22 0.20i 82.37 0.00 0.00
23 1 81.41 0.00 0.00
24 - 0.33 80.46' 0.00 O.OOI'
25 0.41 ` 79.52 0.00 0.001
26 0.49' 78.60, 0.00 0.00;
- '
27 0.591 77.680.000.001
28 0169 - 76.78 0.00 0.00
29 0.80'1 75.89 0.00' 0.00'
30 0.91 75.00I 0.00 0.00
31 1.041 74.13 0.00' 0.00'
32 117 73.27 0.00 0.00
33 1.31 72.41 0.00 0.00'
34 1.45! 71.57 0.00 0.00
35 1.61 70.74' 0.00 0.0036 1.77 69.91, 0.00 0.00
37 1.931 69.10' 0.00' 0.00
38 2.11. 68.30' 0.00 0.00
39 2.291 67.50 0.00 0.0040 2.47 66.71 0.00 0.00
- - '
41 2.661, 65.94 i 0.00; 0.00.
42 2.861 . 65.17 0.00 0.00
43 3.071 64.41 0.00 0.00
44 3.28 63.66 0.00 0.001
45 3.491 62.92 0.00 0.00
46 3.72 62.19 0.00 0.00
47 3.94' 61.46' 0.00 0.00
48 4.17 60.75 0.00 0.00
49 4.41 60.04 0.00 0.00
50 4.65 59.34, 0.00 0.00
51 4.90 58.65 0.00 0.00
Pipe 1 Riser 1 Riser 1 Weir 2
Flow h Flow h
0.00 0.00 0.00'
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00' 0.00 0.00
0.001 0.00 0.00
0.00i 0.00' 0.00
0.00' 0.001 0.00
0.00', 0.00 0.00
0.00' 0.00 0.00
0.00 0.00 0.00
0.00' 0.00 0.00
0.00'. 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00.
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00. 0.00
0.01 0.00 0.00.
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00
0.01 0.00 0.00

Weir 2
Flow
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00' 0.00
0.00; 0.00
0.00' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.001 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
N O P Q R
Basin # = W#1 25 Yr. Trial # = 2
2eports\Rout1-25.x1s 11/10/05
r Weir L Orifice A
Results
1.00 6.28 3.1416 Max Elev. 404.99
0.75 4.71 1.7671 Max Flow 20.58
20.00 !, ft. Cw =
10.00A Cw =
3.2 Stage = 2.60
3.2 Staqe = 98.00

?7

S T U V W X Y Z AA
1 Page 3 Brandywine Basin # = W#1 25 Yr. Trial # = 2
2 FAProject Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\Rout1-25.xis 11/10/05
3 Slots
4 No. Bottom Height Length Weir Orifice Top Area Z
5 Elev. (ft.) (ft.) C C Elev. (s. f.) (ft.)
6 1 402.71 0.50 1.50 3.2 0.6 403.21 0.75 0.71
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 98.00
8
9 Pipe 2
10 El. = 500.00 Z = 98.00 Diam. = 24 in. A = 3.1416 s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13, h Flow h h Flow h h Flow Flow
14
15
16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20 0.00. 0.00 . 0.00 0.00
0.00
0.00
0.00
0.00
0.00
21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22 0.00 0.00 0.00' 0.00 0.00 ': 0.00 0.00 0.00 0.00
23 0.00 0.00 0.00. O.M 0.00 0.00 0.00 0.00 0.00
24 0.00 0.00 0.001 0.00 0.00 1 0.00 0.00 0.00 0.00
25 0.00 0.00 0.001 0.00 ! 0.00 0.00 0.00 0.00 0.00
26 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00
27 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00
28 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00: 0.00 ' 0.00 0.00 0.00 0.00
E3O 0.00i 0.00 0.001 0.00 ! 0.00 0.00 0.00 0.00 0.00
31 0.00' 0.00 ' 0.00; 0.00 0.00 ; 0.00 0.00' 0.00 0.00
32 0.00! 0.00 0.00 0.00 0.00 0.00 0.00
. 0.00 0.00
33 0.00' 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 0.00 0.00 0.00' 0.00 0.00 0.00' 0.00 0.00 0.00
36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37 0.00 0.00 0.00 0.00 0.00 0.00: 0.00 0.00 0.00
38 0.00 0.00 0.00 0.00 0.00 0.00 ; 0.00 0.00 0.00
39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 0
.00 0
.00 .00
0 0.00 0.00 0.00 0.00 0.00 0.00
43 0
.00 ' 0
.00 0
.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

A B C D E F G H I
52 Page 1A Brandywine Basin # = W#1 25 Yr. Trial # = 2
53 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout1-25.xis 11/10/05
54
55 Time
(min.) Inflow
(cfs) dStorage
(cu. ft.) Storage
(cu. Ft. Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
ft. Pipe 2 h
(ft.)
56
57 18.13 5.15 143.58 1857.53 0.37 402.37 0.02 0.37 0.00
58 18.62, 5.40 150.92 2008.45 0.40 402.40 0.02 0.40 0.00
59
60 19.11
19.601: 5.66
5.92 ' 158.38'
165.96 2166.83
2332.78 0.42
1 0.45 402.42
402.45 0.02
0.02 0.42
0.45 0.00
0.00
61 1 6.19 173.64, 2506.43 0.48 402.48 0. 02': 0.48 , 0.00
62 20.58 6
.46 181.43 2687.86 ' 0.51 402.51 0.02' 0.51 0.00
63 21.07 6.73 189.32 2877.18 ' 0.55 402.55 0.02 0.55 0.00
64 21.56 7.00 ' 197.30 3074.48 0.58 402.58 0.02 0.58 0.00
65 22.05 7.28 205.36: 3279.84 0.61 402.61 0.02 0.61 0.00
66 22.541 7.56 1 21150'. 3493.33 0.65 402.65 0.02 0.65 0.00
67
68
69 23.03!
23.52
24.011 7.84
8.13
8.41 221.71
229.98
238.17 3715.04
3945.02
4183.20 0.68
0.72
' 0.76 402.68
402.72
402.76 0.02
0.03
0.07 0.68
0.72
0.76 0.00
0.00
0.00
70
71 24.50
24.99 8.70
8.99 245.21
251.50 4428.41
4679.91 0.80
0.84 402.80
402.84 0.15'
0.24 0.80
0.84 0.00
0.00
72 - 25.48: 9.28 1 257.231' 4937.14 0.88 402.88 0.351 0.88 0.00
73 25.97 9.57 262.45 5199.59 ! 0.92 402.92 0.48 0.92 0.00
74 26.46' 9.86 ' 267.22 5466.81 0.96 402.96 0.62 0.96 0.00
75 26.95' 10.15 271.57 5738.38 1.00 403.00 0.78 1.00 0.00
76 27.44 10.44 275.52 6013.90 : 1.04 403.04 0.95 1.04 0.00
77 27.93; 0
279.08
' -
6292.97
1.09
403.09
1.13
'.
1.09
0.00
78
79

80 28.42 ;
- 28.91
_
29.40' 11
.03
11.32
11.61 282.27
' -
285.10.
287.59 6575.24
-
6860.34
7147.93 1.13

, 1.17
: 1.21 ' 403.13

403.17
403.21 1.331'

1.53;
1.85: 1.13
-
1.17
. 1.21 0.00
;
0.00
0.00
81 29.89 j 11.89 1 286.79 7434.72 1.26 403.26 2.00, 1.26 0.00
82 - 30.38_1 ` 12.18 290.941 7725.66 1.30 403.30 2.14 1.30 0.00
83
84 30.87
31.36; 12.47
12.75 ! 295.31
299.84 8020.96
8320.81 ' 1.34
1.39 403.34
403.39 2.27
2.39. 1.34
1.39 0.00
0.00
85
86 _ 31.8_5:
32.34 13.03
13.31 !304.50'
;309.25; 8625.31
8934.57 1.43
1.48 403.43
403.48 2.51
2.63 1.43
1.48 0.00
0.00
87 88 32.3 2 'i 138.59 , 314.07.
318.92 9248.63
9567.55 1.52
1.57 403.52
403.57 2.74;
2.85 1.52
1.57 0.00
0.00
89 33.81 14.14 323.78: 9891.33 1.62 403.62 2.96 1.62 0.00
0 34.30 14.41 328.65 10219.99 1.66 403.66 3.06
. 1.66. 0.00
91
92 34.79
35.28 14.67
14.93 333.51
338.34 10553.49
10891.83 1.71
1.76 403.71
403.76 3.16
3.26 1.71
1.76 0.00
0.00
93 35
.77 1
5
.19 343
.12 1
1
234
.95 1.81
. 403.81 3.36 1.81 0.00
94 36
.26 1
.45
347
.86
5 582.81
1
1 1.86 403.86 3.46 1.86 0.00
95 36.75 15.70; 352.53' 11935.35 1.91 403.91 3.55 1.91 0.00
96 37.24 15.94 357.14 12292.48 1.96 403.96 3.64' 1.96 0.00
97 37.73, 16.18 361.66 12654.14 2.01 404.01 3.73! 2.01 0.00
98
99
100
101 38.22
38.71
39.20
39.69 16.42 366.09
16.65 370.42
16.88 374.65
17.10 378.77 13020.23
13390.65
13765.30
14144.07 2.06
2.11
2.16
2.22 404.06
404.11
404.16
404.22 3.82
3.91
4.00
4.08 2.06
2.11
2.16
2.22 0.00
0.00
0.00
0.00
102 40.18 17.32 382.76 14526.83 2.27 404.27 4.17 2.27 0.00

i

u

J K L M N O P Q R
Page 2A ! Brandywine Basin # = W#1 25 Yr. Trial # = 2
r53 F:\Project Files\G & A\NC\1986 \Brandywine_. 25\Documents\Reports\Rout1-25.xls 11/10/05
Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
56
57
58 5.15
5.40 57.97
57.29 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
59
60 5.66
5.92 i 56.63
' 55.97
1 0.00
0.00 0.00
0.00 0.02
0.02 0.00
' 0.00 0.00',
0.00 0.00
0.00 0.00
0.00
61 6.19 ' 55.32 ' 0.00 0.00 0.02 0.00 0.00 0.00 0.00
62 6.46 54.67 0.00 0.00 0.02 0.00 0.00 0.00 0.00
63 6.73 54.04 0.00 0.00 0.02 0.00 0.00 0.00 0.00
64 7.00 53.41 0.00 0.00 0.02 0.00 0.00 0.00 0.00
65 7.28 52.79 0.00 0.00 0.02 0.00 0.00 0.00 0.00
66 7.56 52.17 0.00 0.00 0.02 0.00 0.00 0.00 0.00
67 8 51.56 0.00 0.00 0.02 0.00 0.00 0.00 0.00
68 8.13 50.96 0.00 0.00 0.02 0.00 0.00 0.00 0.00
69 8.41 50.37 0.00 0.00 0.02 0.00 0.00 0.00 0.00
70 8.70 1 49.78 0.00 0.00 0.02 0.00 0.00 0.00 0.00
71 8.99 1 49.20 , 0.00 0.00 0.02 0.00 0.00 0.00 0.00
72 9.28 48.63 0.00 0.00 ' 0.02 0.00 0.00 ' 0.00 0.00
73 9.57 1 48.07 0.00 0.00 0.02 0.00 0.00 0.00 0.00
74 9 86 47.51 0.00 0.00 0.03 0.00 0.00 0.00 0.00
75 10.15 ! 46.95 0.00 0.00 0.03 0.00 0.00 0.00 0.00
76 10.44 ' 46.41 0.00 0.00 ' 0.03 0.00 0.00' 0.00 0.00
77 0 45.87 0.00 0.00 0.03 '
0.00 0.00 0.00 0.00
78 .
.03
1 L 4
5.33 0.00 0.00 0.03 ,
0.00 0.00 0.00 0.00
79 11.32 44.80 0.00 0.00 0.03 0.00 0.00 0.00 0.00
80 11.61 44.28 0.00 0.00 0.03 0.00 0.00 0.00 0.00
81 11.89 43.77 0.00 0.00 0.03 0.00 0.00 0.00 0.00
82 12.18 43.26 1, 0.00 0.00 . 0.03 0.00 0.00 0.00 0.00
83 12.47 ' 42.75 0.00 0.00 0.03 0.00 0.00 0.00 0.00
84 12.75 42.26 0.00 0.00 0.03 0.00 0.00 0.00 0.00
85 13.03 41.76 0.00 0.00 0.03 0.00 0.00 0.00 0.00
86
87 13.31
13.59 41.28
40.80 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00: 0.00
0.00 0.00
0.00
88 13.87 40.32 0.00 0.00 0.03 0.00 0.00 0.00 0.00
89 14.14
- 39.85 0.00 0.00 0.03 0.00 0.00 0.00 0.00
90 14.
41 -1 39.39 0.00 0.00 0.03 0.00 0.00 0.00 0.00
91 14.67 38.93 0.00 0.00 0.03 0.00 0.00 0.00 0.00
92 14.93 38.48 0.00 0.00 0.03 0.00 0.00 0.00 0.00
93 15.19 38.03

'
0.00
0.00
0.03
0.00
0.00
0.00
0.00

94 -
15.45 37.59
0.00
0.00
0.04
0.00
0.00
0.00
0.00
95 15.70! 37.15 0.00 0.00 0.04 0.00 0.00 0.00 0.00
96 15.94 36.72 0.00 0.00 0.04 0.00 0.00 0.00 0.00
97 16.18 36.29 0.00 0.00 0.04 0.00 0.00 0.00 0.00
98 16.42 35.87 0.00 0.00 0.04 0.00 0.00 0.00 0.00
99 16.65 35.45 0.00 0.00 0.04 0.00 0.00 0.00 0.00
100 16.88 35.04 0.00 0.00 0.04 0.00 0.00 0.00 0.00
101 17.10 34.63 0.00 0.00 0.04 0.00 0.00 0.00 0.00
102 17.32 34.23 0.00 0.00 0.04 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
52
53 Page 3A Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_ Basin # = W#1
.25\Documents\Reports\Rout1-25.x1s 25 Yr. Trial # =
11/10/05 2
54
55 Riser 2
h Riser 2
Flow Weir - S1 Orifice-S1
h h Slot 1
Flow Weir - S2
h Orifice-S2
h Slot 2
Flow Pipe 2
Flow
56 _
57
58 0.00'
0.00 0.00
0.00 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
59
60
61 0.00'
0.00'
0.001 0.00
0.00
0.00 ' 0.00
0.00
: 0.00 0.00
0.00
0.00 '. 0.00
0.00
, 0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
62 0.00 j 0.00 0.00 0.00 'x, 0.00 0.00 0.00 0.00 0.00
63 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
66 0.00 0.00 0.00 0.00 ! 0.00 0.00 0.00 0.00 0.00
67 0.001 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00
68 0.00, 0.00 0.01 0.00 ' 0.00 0.00 0.00 0.00 0.00
69 0.00 0.00 0.05 0.00 0.05 0.00 0.00 0.00 0.00
70 0.00_' 0.00 0.09 0.00 ' 0.12 ! 0.00 0.00 0.00 0.00
71 0.00 0.00 0.13'
0.00
0.22
' 0.00
0.00
0.00
0.00
72 0.00'! 0.00 0.17 0.00 0.31 0.00 0.00 0.00 0.00
73 0.00 0.00 1 0.21 0.00 !0.46 0.00 0.00 0.00 0.00
74
75 0.00'
0.00: 0.00
0.00 0.25
0.29 0.00
0.00 0.60
0.75 0.00
: 0.00 0.00
0.00 0.00
0.00 0.00
0.00
76 0.00 0.00 0.33 0.00 0.92 0.00 0.00 0.00 0.00
77 0
.00 0
.00 0
1
.381 0
.00 ' 1.11 0.00 0.00 0.00 0.00
78 0
.00! 0
.00 '
0.42 0
.00 1.30 0.00 0.00 0.00 0.00
79
80 0.00-
0.00! 0.00
0.00 0.46
0.50 0.00

0.25 1.51

1.82 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00
81
82
83
84 0.001
0.00
0.00'
0.00, 0.00
0.00
0.00
0.00 0.55'
0.59'
0.63
0.68 0.30
0.34
0.38
0.43 ! 1.97
2.11
2.24
2.36 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
85 0.00' 0.00 0.72 0.47 2.48 0.00 0.00 0.00 0.00
86 0.00 0.00 0.77 0.52 2.60 0.00 0.00 0.00 0.00
87 0.00, 0.00 0.81 0.56 2.71 0.00 0.00 0.00 0.00
88 0.00 0.00 0.86! 0.61 2.82 0.00 0.00 0.00 0.00
89 0.00' 0.00 0.91 0.66 2.93 ' 0.00 0.00 0.00 0.00
90 0.00' 0.00 0.95 0.70 3.03 0.00 0.00 0.00 0.00
91 0.00 0.00 1.00 0.75 3.13 0.00 0.00 0.00 0.00
92 0.00' 0.00 1.05 0.80 ' 3.23 0.00 0.00 0.00 0.00
93 0.001 0.00 1.10 0.85 3.33 0.00 0.00 0.00 0.00
94
95 0.00
0.00 0.00
0.00 1.15
1.20 0.90
0.95 3.42
3.51 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
96 0.00' 0.00 1.25 1.00 3.61 0.00 0.00 0.00 0.00
97 0.00! 0.00 ' 1.30 1.05 3.70 0.00 0.00 0.00 0.00
98 0.00 0.00 ' 1.35 1.10 3.78 0.00 0.00 0.00 0.00
99
100 0.00
0.0011 0.00
0.00 1.40
1.45 1.15
1.20 3.87
3.96 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
101 0.00 ! 0.00 1.51 1.26 ' 4.04 0.00 0.00 0.00 0.00
102 0.00 0.00 1.56 1.31 4.13 0.00 0.00 0.00 0.00

t

A B C D E F G H I
103 Page 1 B Brandywine Basin # = W#1 25 Yr. Trial # = 2
104 FAIDroject Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout1-25.x1s 11/10/05
105
106 Time
(min.) Inflow
(cfs) dStorage
(cu. ft.) Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
r1O

12 40.67
41.16'
- - 41.65
42.14.
42.63 17.53
17.73
17.93
18.12
18.31 386.63
390.37
393.97
: 397.43
400.73 14913.47
15303.84
15697.81
16095.24
16495.98 2.32
2.37
2.43
2.48
2.54 404.32
404.37
404.43
404.48
404.54 4.25
4.33
4.41
4.49
4.57 2.32
2.37
2.43
2.48
2.54 0.00
0.00
0.00
0.00
0.00
113
114
115 43.12
4.3.6.1
_
44.10: 18.49
18.66
18.83 403.88
406.88
409.70
, 16899.86
17306.74
17716.44 2.59
2.65
2.70 404.59
404.65
404.70 4.65
4.73
5.44 2.59
2.65
2.70 0.00
0.00
0.00
116 44.59. 18.99 ! 393.65 18110.08 2.75 404.75 6.94 2.75 0.00
117 45.08 19.14 354.26 18464.34 2.80 404.80 8.81 2.80 0.00
118
119 45.57 r
46.06, 19.29
19.43 303.74
250.11 18768.08
19018.19 2.84
2.88 404.84
404.88 10.78
12.66 2.84
2.88 0.00
0.00
120 46.55 19.56 : 199.04 19217.23 2.90 404.90 14.32 2.90 0.00
121
122 47.041
47.53: 19.68
19.80 154.06
' 116.78 19371.29
19488.08 2.92
2.94 404.92
404.94 15.71
16.83 2.92
2.94 0.00
0.00
123 48.02 19191 87.34 19575.42 2.95 404.95 17.70 2.95 0.00
124 48,51! 20.01 64.96 19640.38 2.96 404.96 18.36 2.96 0.00
125

126 49.00..

49.49
- -
20.10
20.19
1 48.44
36.48
19688.81
19725.29
2.96
2.97
404.96
404.97
18.86
19.24
2.96
2.97
0.00
0.00
127 49.98
- - 20.27 27.92 19753.21 2.97 404.97 19.53 2.97 0.00
128 50.47 20.34 21.79
; . 19775.00 2.98 404.98 19.75
2.98 0.00

129

130

_
- - 50_.96
51.45 -
20.40

20.45
i 17.37

1 14.11
19792.37

19806.47

2.98

2.98

404.98

404.98

19.92

20.06

'
2
.98
2.98

0.00

0.00
131 51.94 20.50 ; 11.62 19818.09 2.98 404.98 20.17 2.98 0.00
1
132 52.43 20.53 1 9.65 19827.74 2.98 404.98 20.26 2.98 0.00
133
134
135 52.92;
53.41,
53.90; 20.56
20.58
20.60 1 8.01
1 6.60
1 5.32 19835.75
19842.35
19847.67 2.98
2.98
2.99 404.98
404.98
404.99 20.34
20.40
20.46 2.98
2.98
2.99 0.00
0.00
0.00
136 54.39]
- 20.60 4.13 19851.80 2.99 404.99 20.50 2.99 0.00
137
138 54.88
55_ .37 20.60
20.5
8 ', 3.00
! 1.91 19854.80
1
9856
.72 2.99
2.99 404.99
404.99 20.53
20.56 2.99
2.99 0.00
0.00
1
39 55
.86? 20
.56 0.85 1
9857
.57 2.99 404.99 20.57 2.99 0.00
140
141 56.35
56.841 20.53
20.50 1 -0.20
-1.24 19857.36
19856.12 2.99
2.99 404.99
404.99 20.58
20.58 2.99
2.99 0.00
0.00
1 42 57.33 ; 20.45 -2.27 19853.85 2.99 404.99 20.56 2.99 0.00
143 57.82 20.40 -3.29 19850.56 2.99 404.99 20.55 2.99 0.00
144 58.31 20.34 -4.31 19846.25 2.99 404.99 20.52 2.99 0.00
145 58.80 20.27 -5.33 19840.92 2.98 404.98 20.48 2.98 0.00
146 59.29; 20.19 -6.34 19834.58 2.98 404.98 20.44 2.98 0.00
147 59.78 20.11 -7.34 19827.24 2.98 404.98 20.39 2.98 0.00
148 60.27 ` 20.01 : -8.34 19818.90 2.98 404.98 20.33 2.98 0.00
149 60.76 19.91 -9.33 19809.57 2.98 404.98 20.26 2.98 0.00
150 61.25 19.80 -10.32 19799.25 2.98 404.98 20.19 2.98 0.00
151 61.74! 19.69 -11.31 19787.94 2.98 404.98 20.11 2.98 0.00
152 62.23 19.56 -12.29 19775.65 2.98 404.98 20.02 2.98 0.00
153 Maximum 19857.57 404.99 20.58

L

J K L M N O P Q R
103 Page 2B - j Brandywine Basin # = W#1 25 Yr. Trial # = 2
104 FAProject Files\G & A\NC\1986\Brandywine_ 25\Documents\Reports\Rout1-25.x1s 11/10/05
105 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
106 h Flow Flow h Flow h Flow
1I
17.53
33.83
0.00
0.00
0.04
0.00
0.00
0.00
0.00
r 17.73; 33.43 0.00 0.00 0.04 0.00 0.00 0.00 0.00
17.93 33.04 0.00 0.00' 0.04 0.00 0.00 0.00 0.00
18.12 32.66 0.00 0.00 0.04 0.00 0.00' 0.00 0.00
112 18.31 32.28 0.00 0.00 0.04 0.00 0.00 0.00 0.00
113 18.49 ' 31.90 0.00 0.00: 0.04 0.00 0.00 0.00 0.00
114 18.66
- 31.53 0.0.0_ 0.00 0.04 0.00 0.00 1 0.00 0.00
115 18.83 31.17 0 0.64 0.04 ? 0.00 0.00 !1 0.00 0.00
116 18.99 1 30.80 0.10 1 2.06 ! 0.04 ' 0.00 0.00
0.00
0.00
117 _
19.14 30. 44

- 0.15 ' 3.87
0.04
0.00
0.00
'', 0.00
0.00
118 19.29 30.09
: 0.20 5.79 0.04
0.00
'. 0.00
! 0.00
0.00
119 19.43 29.74 0.24 7.62 0.04 0.00 0.00 0.00 0.00
120 19.56 29.39 0.28 9.25 0.04 0.00 0.00 0.00 0.00
121 -19 68 ' 29.05 0.30 10.61 0.04 0.00 0.001 0.00 0.00
122 19.80 1 28.71 0.32 11.71 0.04 0.00 0.00 ! 0.00 0.00
123 19 91 l 28.38 0.34 12.56 0.04 0.00 . 0.00 ' 0.00 0.00
124 20.01 28.05 0.35 13.22 0.04 0.00 0.00 ; 0.00 0.00
125 2010 1 . 27.72
: 0.36 13.71 0.04 0.00 0.00
- 0.00 0.00
126 - -.
20.19 1 27.40 ' 0.36 14.08 0.04 0.00 0.00 0.00 0.00
127 20.27 27.08 ' 0.37 14.36 0.04 0.00 0.00 1 0.00 0.00
128 20.34 26.76 0.37 ' 14.58 1 0.04 0.00 ' 0.00 ' 0.00 0.00
129 20.40 1 26.45 0.38 1 14.75 0.04 0.00 0.00 : 0.00 0.00
130 20.45 26.15 0.38 14.88 ! 0.04 ; 0.00 0.00 1 0.00 0.00
131 20.50
25.84
0.38
14.99
0.05
0.00
0.00
0.00
'
0.00
1
32 20
.53 25
.54 0
.38 0.00 0.00
1
33 2.
0
.56 i
25
.24
1 0
.38 15.116 0.05 0.00 0.00
0.00
0.00
134 20.58 1 24.95 0.38
15.22
0.05
0.00
0.00
! 0.00
0.00
135 20.60 24.66 0.38 15.27 . 0.05 i 0.00 0.00 ! 0.00 0.00
136 20.60 ' 24.37 0.39 15.32 0.05 0.00 0.00 0.00 0.00
137 20.60 1 24.09 0.39 ' 15.35 0.05 0.00 0.00 0.00 0.00
138 20.58 1 23.81 0.39 15.37 0.05 0.00 0.00 0.00 0.00
139 20.56 23.53 0.39 ' 15.39 0.05 ! 0.00 0.00 0.00 0.00
140 20.53 23.26 0.39 15.39 0.05 0.00 0.00 0.00 0.00
141 20.50 22.99 0.39 15.39 0.05 0.00 0.00 0.00 0.00
142 20.45 , 22.72 0.39 15.38 0.05 0.00 0.00 ' 0.00 0.00
143 20.40 22.45 0.39 ; 15.36 '. 0.05 ' 0.00 0.00 0.00 0.00
144 20.34 22.19 0.39 ' 15.34 0.05 ' 0.00 0.00 0.00 0.00
145 20.27 21.93 0.39 15.30 0.05 0.00 0.00 0.00 0.00
146 20.19 21.68 0.38 15.26 ' 0.05 0.00 0.00 0.00 0.00
147 20.11 21.43 0.38 15.21 0.05 0.00 0.00 0.00 0.00
148 20.01 21.18 0.38 15.15 0.05 0.00 0.00 0.00 0.00
149 19.91 20.93 0.38 15.09 0.04 0.00 0.00 0.00 0.00
150 19.80 20.69 0.38 15.02 0.04 0.00 0.00 0.00 0.00
151 19.69 20.45 0.38 14.94 0.04 0.00 0.00 0.00 0.00
152 19.56 ' 20.21 0.38 14.85 0.04 0.00 0.00 0.00 0.00
153 Maximum 15.39 0.05 0.00 0.00

1

S T U V W X Y Z AA
103 Page 3B Brandywine Basin # = W#1 25 Yr. Trial # = 2
104 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\Rout1-25.xis 11/10/051.
105 Riser 2 Riser 2 Weir - S1 Orifice-S1' Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
106 h Flow h h Flow h h Flow Flow
107
108 0.00 0.00 1 1.61 1.36' 4.21 0.00 0.00 0.00 0.00
109 0.00 0.00 ' 1.66: 1.41 4.29 0.00 0.00 0.00 0.00
110 0.00 0.00 1.72 1.47 4.37 0.00 0.00 0.00 0.00
111 0.00' 0.00 1.77 1.52' 4.45 0.00 0.00 0.00 0.00
112 0.00, 0.00 ' 1.83 1.58 4.53 0.00 0.00 0.00 0.00
113 0.00 0.00 ' 1.88 1.63 4.61 0.00 0.00 0.00 0.00
114 0.001 0.
0
0 1.94' 1.69 4.69 0.00 0.00 0.00 0.00
115 0.0011
- _
.
0.00 1.99 1.74 4.76 0.00 0.00 0.00 0.00
-
116 0.00 0.00 2.04' 1.79' 4.83 0.00 0.00 0.00 0.00
117 0.00 0.00
- ', 2.09 1.84 4.90 . 0.00 0.00 0.00 0.00
-
118 0.00
.. 0.00
.
!1 2 .8
',, 4.95 0.00 0.00 0.00 0.00
119 0.00' 0.00 .13
' 2
18 4.99 0.00 0.00 0.00 0.00
120 0.00 0.00 , 2.19' 1.94 5.03 0.00 0.00 0.00 0.00
121 0.00! 0.00 1 2.21 1.96 5.06 0.00' 0.00 0.00 0.00
122 _ 0.00, 0.00 , 2.23' 1.98, 5.08 0.00 0.00 0.00 0.00
123 0.00I 0.00 , 2.24 1.991 . 5.09 0.00 0.00 0.00 ' 0.00
124 0.001 0.00 2.25' 2.00 5.10 0.00 0.00 0.00 0.00
125 0.00 0.00 ' 2.25 2.00' 5.11 0.00 0.00 0.00 0.00
126 0.00 0.00 2.26 2.01 5.12 0.00 0.00 0.00 0.00
127 0.00', 0.00 2.26 2.01 5.12 0.00 0.00 0.00 ' 0.00
128 0.00; 0.00 2.27 2.021 5.12 0.00 0.00 0.00 0.00
129 0.00; 0.00 ( 2.27 2.02
5.13
0.00
0.00
0.00
0.00
130
0.001
i 2.27
,
5.11
0.00

0.00

0.00

. 0.00
0
.00? 0.00 2.02 5.13 0.00 0.00 0
.00
0.00
132 --
00, 0.00 2.27' 2.02 5.13 0.00
0.00
0.00
0.00
133 0.00 0.00 1 2.27! 2.02: 5.13 0.00 0.00 0.00 0.00
134 0.00 0.00 2.27 2.02 5.14 0.00 0.00 0.00 0.00
135 0.00' 0.00 ' 2.28 2.03', 5.14 0.00 0.00 0.00 0.00
136 0.00', 0.00 2.28 2.03 5.14 0.00 0.00 0.00 0.00
137 0.001 0.00 2.28 2.03 5.14 0.00 0.00 0.00 0.00
138 0.001 0.00
_ - - ' 2.28 2.03 ! 5.14 0.00 0.00 0.00 0.00

139
0.00
0.
00 I

, 2.28

2.03

5.14

0.00;

0.00

0.00

0.00
140 0.00 0.00 ' 2.28; 2.031 5.14 0.00' 0.00 0.00 ' 0.00
141 0.001 0.00 2.28 2.03 5.14 0.00 0.00 0.00 0.00
142 0.00 0.00 2.28 2.03 5.14 0.00 0.00 0.00 0.00
143 0.00 0.00 ' 2.28 2.03' 5.14 0.00 0.00 0.00 0.00
144 0.00 0.00 2.28 2.03 5.14 0.00 0.00 0.00 0.00
145 -
.
0.00' 0.00 2.27 2.02 5.14 0.00 0.00 0.00 0.00
146 0.00 0.00' 2.27 2.02 5.13 0.00 0.00 0.00 0.00
147 0.00' 0.00 2.27 2.02 5.13 0.00 0.00 0.00 0.00
148 0.00 ! 0.00 2.27 2.02 5.13 0.00 0.00 0.00 0.00
149 0.00: 0.00 2.27 2.02 5.13 0.00 0.00 0.00 0.00
150 0.00 0.00 2.27 2.02 5.13 0.00 0.00 0.00 0.00
151 0.00 0.00 2.27 2.02, 5.13 0.00 0.00 0.00 0.00
152 0.00 no 2.27 2.02
5.12
0.00
0.00
0.00
0.00
153 Maximum 0.00 5.14 0.00 0.00

t

11

A B C D E F G H I
1 Stormwater Routing 2E
2
3 Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
Using Chainsaw Routing procedure by H. R. Malcom
4
5
Project: B
randywine Storm
Location: Cary, NC 100 Yr. Trial #
Basin # W#1 2
6
7 Qp =' 24.45 cfs Tp = 60.5 mi ns. dT = 0.50 mins.
8
9 Ks =
Co 5730.5.
0.6 b =
Diam. = 1.1358
1 in. Pipe El. _
A 402.00A
0.0055,s. f.
10
11 Allowable Q
FAProject Files\G & A\NC\1986\B cfs
randywine_.25\Documen Elevation at Z = 0 is
ts\Reports\Rout1-C.xls 402.001 ft. pipe Z = 0.00
Date: 11/10/05
12 Time
min. Inflow
(cfs) dStorage
(cu. ft.) Storage
(cu. Ft.) Stage
(ft. Elevation Outflow
cfs Pipe 1 h
(ft.) Pipe 2 h
r
0.00' 0.00! 0.00' 0.00 0.00 402.00 0.00
17
0.50
1.00
0 .00
0.02'
0.00
0.12
0.00
0.12
0.00
0.00
402.00
402.00
0.00
0.00 0.00
' 0.00 0.00
0.00
18 1.50' 0.04 0.49, 0.62 0.00 402.00 0.00 ' 0.00 0.00
19 20 2.501
, 0.07
0.10
1.11
1.98;
1.73
3.71
0.00
0.00
402.00
402.00
0.00
0.00
0.00
0.00
0.00
0.00
21 3.00' 0.15 3.09 6.79 0.00 402.00 , 0.00 0.00 0.00
22 3.50 0.20 4.44 11.23 0.00' 402.00 0.00 0.00 0.00
23 4.00; 0.26, 6.041 17.27 0.01 402.01 0.00 4 0.01 0.00
24 4.50' 0.31 7.88 25.16 0.01 402.01 0.00 0.01 0.00
25 5.00 0.41 9.97 35.12 0.01 402.01 0.00 0.01 0.00

26
5.50
0.50
12.29
47.41

0.01

402.01

0.00 0.01 0.00
27 6.001 0.59;
: 14.85. 62.27 0.02! 402.02 0.00 '; 0.02
- 0.00
28 6.50 0.6.9_ 17.65 79.92 0.02 402.02 0.00 0.02 0.00
29
30

31 7.00

'
7.50
8.00,

0.80
0.92
1.04'

23.95,
27.45 100.61

124.56
152.01 0.03'

0.03
0.04 402.03

402.03
402.04 0.00

0.00
0.00 0.03

0.03
' 0.04 0.00

0.00
0.00
-
32 8.50! 1.17 31.17 183.18 0.05 402.05 . 0.00 ' 0.05 0.00
33 9.00 1.31' 35.08' 218.27 0.06 402.06 0.00 0.06 0.00
34 _9.50 1.46 39.23 257.50 0.07 402.07 0.00 0.07 0.00
35
36 10.00'
10.50', 1.61 1

1.77 43.61

48.20. 301.10

349.31 0.07

0.09 402.07

402.09 0.00

0.01 0.07

0.09 0.00

0.00
37 11.00 1.94 53.01 402.32 0.10' 402.10 0.01 0.10 0.00
38 11.50' 2.12 58.04 460.35 0.11 402.11 0.01 0.11 0.00
39 12.00: 2.30 63.27 523.62 0.12 402.12 0.01 0.12 0.00
40 12.50 2.49 68.70 592.33 0.14 402.14 0.01 0.14 0.00
41 13.00'.. 2.68 74.34 666.67 0.15 402.15 0.01 0.15 0.00
42
43 13.50.
14.00 2.88
3.09 80.18
86.21 746.85
833.05 0.17
0.18 402.17
402.18 0.01
0.01 0.17
0.18 0.00
0.00
44
45 14.50
15.00 3.30
3.52 92.42
98.83 925.48
1024.30 0.20
0.22 402.20
402.22 0.01
0.01 0.20
0.22 0.00
0.00
46 15.50 3.75 105.41 1129.71 0.24 402.24 0.01 0.24 0.00
47 16.00' 3.98' 112.17 1241.88 0.26 402.26 0.01 0.26 0.00
48 16.50 4.22 119.10 1360.98 0.28 402.28 0.01 0.28 0.00
49
50 17.00
17.50; 4.46
4.71 126.19
133.45 1487.17
1620.62 0.30
0.33 402.30
402.33 0.01
0.01 0.30
0.33 0.00
0.00
51 18.00 4.96 140.87 1761.49 0.35 402.35 0.01 0.35 0.00

1

J K L M N O P Q R
1
2 Page 2 Brandywine
FAProject Files\G & A\NC\1986\Brandywine_. Basin # = W#1
25\Documents\Reports\Rout1-C.xIs 100 Yr. Trial # =
11/10/05 2
3
4
No.
Elev. R
Diam. iser Pipes
Z
r
Weir L
Orifice A
5
6
7
1
2
500.00
500.00
24
18
98.00
98.00
1.00
0.75
6.28
4.71
3.1416
1.7671 Results
Max Elev. 405.05
Max Flow 24.44
8
9
10 Weir 1 El. =
Weir 2 El. _ 404.60 Weir 1 L =
500.00 Weir 2 L = 20.00Ift.
10.00,ft. Cw =
Cw = 3.2
3.2 Stage =
Stage = 2.60
98.00
11
12
13 Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
14

r 0.
00
104.98
0.00
' 0.00
0.00
0.00'
0.00
' 0.00
0.00
8 0.02
0.04 103.86
1 102.75 ' 0.00
0.00 0.00
0.00 0.00
0.00 ' 0.00
' 0.00 0.00
0.00 0.00
0.00 0.00
0.00
19 0.07 101.65 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00
20 0.10 100.56 0.00 0.00' 0.00 0.00 0.00 0.00 0.00
21
22
23 0.15
0.20
0.26 ' 99.49
, 98.43
97.37 0.00
0.00
0.00 ' 0.001
0.00
0.00 0.00
0.00
0.00 ' 0.00
0.00
1 0.00 0.00
0.00
0.00 ' 0.00
0.00
0.00 0.00
0.00
0.00
24 0.33 ; 96.33 0.00 ', 0.00i 0.00 I 0.00 0.00 ' 0.00 0.00
25 0.41 95.30 0.00 0.00! 0.00 ' 0.00 0.00 , 0.00 0.00
26
27 0.50
0.59 94.29
' 93.28 0.00
0.00 0.00,
0.00' 0.00
0.00 . 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
28 0.69 92.28 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29 0.80 91.29 0.00 0.00, 0.00 0.00 0.00 0.00 0.00
30 0.92 ' 90.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 1.04 89.35 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 1.17 88.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 1.31 87.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 1.46 ' 86.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 1.61 ! 85.60 0.00 0.001 0.00 0.00 0.00 0.00 0.00
36 1.77 , 84.68 0.00 0.00 0.01 0.00 0.00 0.00 0.00
37 1.94 ' 83.78 0.00 0.00 0.01 0.00 0.00 0.00 0.00
38 2.12 82.88 0.00 0.00 0.01 0.00 0.00 0.00 0.00
39 2.30 . 81.99 0.00 0.00 0.01 0.00 0.00 0.00 0.00
40 2.49 ' 81.12 , 0.00 0.00 0.01 0.00 0.00 0.00 0.00
41 2.68 80.25 0.00 0.00 0.01 0.00 0.00 ' 0.00 0.00
42 2.88 79.39 0.00 0.00' 0.01 0.00 0.00 0.00 0.00
43
44 3.09: 78.55
3.30 77.71 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
45 3.52 76.88 0.00 0.00 0.01 0.00 0.00 ' 0.00 0.00
46 3.75 76.05 0.00 0.00 0.01 0.00 0.00 0.00 0.00
47 3.98 75.24 0.00 0.00 0.01 0.00 0.00 0.00 0.00
48 4.22 74.44 0.00 0.00 0.01 0.00 0.00 ' 0.00 0.00
49 4.46 73.64 0.00 0.00 0.01 0.00 0.00 0.00 0.00
50 4.71 72.86 0.00 0.00 0.01 0.00 0.00 0.00 0.00
51 4.96' 72.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00

l

1

S T U V W X Y Z AA
1 Page 3 ' Brandywine Basin # = W#1 100 Yr. Trial # = 2
2 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\Rout1-C.xls 11/10/05
3 Slots
4 No. Bottom Height Length Weir Orifice Top Area Z
5 Elev. (ft.) (ft.) C C Elev. (s. f.) (ft.)
6 1 402.71 0.50 1.50 3.2 0.6 403.21 0.75 0.71
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 98.00
8
g Pipe 2
10 EI 500.00 Z = 98.00 Diam. = 24 in. A = 3.1416 s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14
15
16 0.00' 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.00': 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
20 0.00'' 0.00'
. 0.00 0.00' 0.00 0.00 0.00 0.00 0.00
21 0.00! 0.00 0.00! 0.00 am 0.00 0.00 0.00 0.00
22
23 0.00'
0.00 ! 0.00
0.00 0.00,
0.00 0.00
0.00. 0.00
0.00 . 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
24 0.00 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00
25 0.001 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00
26 0.001 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
27
28 0.001
0.001 0.00
0.00! 0.00
0.00; 0.00i
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 ' 0.00
0.00
29 0.00 0.00
0.00'x,
0.00
0.00
0.00
0.00
0.00 : .00
0
30 0.00 0.00 0.00 0.00! 0.00 ' 0.00 0.00 0.00 ; 0.00
31 0.001. 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 0.001 0.00 0.00' 0.00' 0.00 0.00 0.00 0.00 0.00
33 0.00 1 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
34
35 0.00
0.00 i 0.00
1 0.00' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
36 0.00 ! 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
37 0.00 11 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
40 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00
48 0.00 1, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

C

1

A B C D E F G H I
522
Page 1 A Brandywine
Basin # ='
W#1
100 Yr.
Trial # =
2
53 FAProject Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\Rout1-C.xls 11/10/05 ',
54 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
55 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs (ft. (ft.)
56
57 18.50 5.22 148.44 1909.93 0.38 402.38 0.02 0.38 0.00
58 19.00 5.48 156.15 2066.08 0.41 402.41 0.02 0.41 0.00
59 19.50 5.75' 164.01 2230.08 0.44 402.44 0.02 0.44 0.00
60 20.00: 6.02 172.00 2402.08 0.47 402.47 0.02 0.47 0.00
61 20.50 6.30 180.12 2582.20 0.50 402.50 0.02 0.50 0.00
62 21.00' 6.58 188.37 2770.57 0.53 402.53 0.02 ' 0.53 0.00
63 21.50 6.86 196.74 2967.31 0.56 402.56 0.02 . 0.56 0.00
64 22.00 7.15 205.22 3172.53 0.59 402.59 0.02 0.59 0.00
65 22.501 7.44 213.81 3386.34 0.63 402.63 0.02 ' 0.63 0.00
66 23.0 7.73 ! 222.50 3608.84 0.67 402.67 0.02 0.67 ' 0.00

67
23
.50
- -

.
- 8-.03
231.30
3840.14
0.70
402.70
.02
0
'
0.70
0.00
68 .
1
24.00 8.33 40.18
2 4080.32 0.74 402.74 0.05 ' 0.74 0.00
69 24.50! 8.631 248.34 4328.65 0.78 ' 402.78 0.11 0.78 0.00
70 25001
.-
8.93'
255.46

4584.11

0.82

402.82

0.20 0.82 0.00

71 -
25.50
9.24

261
1

84

'

0.86

'' 0.00
72 26.00 9.55 i 2
67.89 3.94
b 0.90 402.90 ! 0.44 0.90 0.00
73 26.50 9.86 273.37 5387.31 0.95 ' 402.95 0.58 0.95 0.00
74 27.00! 10.17 278.41 5665.72 0.99 402.99 0.74 0.99 0.00
75 27.50 10.49 283.04 5948.76 1.03 403.03 0.91 1.03 ' 0.00
76 28_.00! 10.80 287.28 6236.05 1.08 403.08 1.10 1 1.08 0.00
77 28.50: 11.12'. 291.14 6527.19 1.12 403.12 1.29 , 1.12 0.00
78 29.00` 11.431 294.65 6821.84 1.17 403.17 1.51 1.17 0.00
79 29
.
50 11.751 297.80 7119.64 1.21 403.21 1.83 1.21 0.00
80 _
_
30.00 12.07'
297.42.
7417.06
1.25
403.25
1.99
1.25 0.00
81 30.501 12.38: 302.32 7719.38 1.30 403.30 2.13 , 1.30 0.00
82 31.00 12.70 307.50 8026.88 1.35 403.35 2.27 1.35 0.00
83 31.50 13.02 312.91 8339.79 1.39 403.39 2.40 1.39 0.00
84 32.00; 13.33; 318.50 8658.30 1.44 403.44 2.53 1.44 0.00
85 32.50! 13.65; 324.23 8982.53 1.49 403.49 2.65 1.49 0.00
86 3100 13.96 330.07 9312.60 1.53 403.53 2.76 1.53 0.00
87 33.501 14._28, 335.99 9648.60 1.58 403.58 2.88 1.58 0.00
88 0
14.59!
341.98
9990.58
1.63
403.63
'
2.99 . .63
1 0.00
89 50 1
3. 4_. 14.90 348.01 10338.59 1.68 403.68 3.10 1.68 0.00

90 1
35.001
15.21
354.08
10692.67
1.73
403.73
3.20
1.73
0.00
91 35.50; 15.52' 360.15 11052.82 1.78 403.78 3.31 1.78 0.00
92 36.00 15.82 366.23 11419.06 1.83 403.83 3.41 1.83 0.00
93 36.50' 16.12 372.30 11791.36 1.89 403.89 3.51 1.89 0.00
94 37.001 16.42 378.35 12169.71 1.94 403.94 3.61 : 1.94 0.00
95 37.50 16.72 384.37 12554.09 1.99 403.99 1 3.71 1.99 0.00
96 38.00' 17.01 390.35 12944.44 2.05 404.05 3.80 2.05 0.00
97 38.50 17.30 396.28 13340.72 2.10 404.10 3.90 2.10 0.00
98 39.00 17.59 402.15 13742.87 2.16 404.16 3.99 2.16 0.00
99 39.50 17.87 407.96 14150.83 2.22 404.22 4.08 2.22 0.00
100 40.00 18.15 413.69 14564.53 2.27 404.27 4.18 2.27 0.00
101 40.50:
1 18.43 419.34 14983.87 2.33 404.33 4.27 2.33 0.00
102 -
41.00 i 18.70 424.91 15408.78 2.39 404.39 4.35 2.39 0.00

J

J K L M N O P Q R
52
53 Page 2A Brandywine
FAProject Files\G & A\NC\1986\Brandywine_. Basin # W#1
25\Documents\Reports\Rout1-C.xls 100 Yr. Trial # =
11/10/05 2
54
55 Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow T Weir 2

h
1 Weir 2

Flow
56
57 58 5522 48% 7170.331 1 . 00.00 .00 0.00
0.00 ' 0.02
, 0.02 0.00
0.00 0.00
0.00 0.00
, 0.00 0.00
0.00
59
60 5.75
6.02 69.79
69.04
1 0.00
0.00 0.00
0.00 0.02
1 0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
61 6.30 1, 68.31 , 0.00 ' 0.00 1 0.02 0.00 0.00 0.00 0.00
62
63 6.58
6.86 67.58
66.85 ! 0.00
0.00
' 0.00
0.00 0.02
0.02 ' 0.00
0.00 : 0.00
0.00 0.00
0.00 0.00
0.00
64 7.15 66,14 0.00 0.00 0.02 0.00 0.00 0.00 0.00
65 7.44 65.43 . 0.00 0.00 ! 0.02 ' 0.00 0.00 0.00 0.00
66 7.73 64.73 0.00 1 0.00 1 0.02 , 0.00 0.00 0.00 0.00
67 8.03 64.04 0.00 ! 0.00 0.02 0.00 0.00 0.00 0.00
68 8.33 ' 63.36 0.00 0.00 0.02 0.00 0.00 0.00 0.00
69 8.63 1 62.68 0.00 ' 0.00 ' 0.02 0.00 0.00 0.00 0.00
70 8.93 : 62.01 0.00 0.00 ' 0.02 0.00 0.00 0.00 0.00
71 9.24 61.35 0.00 0.00 0.02 0.00 0.00 , 0.00 0.00
72 9.55 1 60.69 ' 0.00 0.00 ' 0.02 0.00 0.00 0.00 0.00
73 9.86 60.04 0.00 0.00 0.02 0.00 0.00 0.00 0.00
74
75 10.17
10.49 59.40
1 58.77 0.00
0.00 0.00
0.00 0.03
' 0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
76 10.80 ' 58.14 0.00 0.00 0.03 0.00 0.00 0.00 0.00
77 11.12 57.52 0.00 , 0.00 i 0.03 0.00 0.00 0.00 0.00
78 11.43 56.90 0.00 0.00 0.03 0.00 0.00 0.00 0.00
79 11.75 56.30 0.00 0.00 0.03 ! 0.00 0.00 0.00 0.00
0 0 55.69 1 0.00 0.00 ?i 0.03
0.00
0.00
0.00
0.00
81 .
1238 55. 0.00 0.00 0.03
0.00
0.00
0.00
0.00
82 12.70 54.51
0.00
0.00
' 0.03
0.00
0.00
0.00
0.00
83 13.02 .; 53.93 , 0.00 0.00 0.03 0.00 0.00 0.00 0.00
84 13.33 53.35 ! 0.00 0.00 0.03 0.00 0.00 0.00 0.00
85 13.65 52.78 0.00 0.00 0.03 0.00 0.00 0.00 0.00
86 13.96- f 52_.22 , 0.00 0.00 0.03 0.00 0.00 0.00 0.00
87
88 14.28
14.59 j 51.66
! 51.11 0.00
' 0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
' 0.00 0.00
0.00 0.00
0.00
89 14.90_ ' 50.56 ' 0.00 0.00 0.03 0.00 ' 0.00 0.00 0.00
90 15.21 50.02 0.00 0.00 0.03 0.00 0.00 0.00 0.00
91 15.52 49.49 0.00 0.00 0.03 0.00 0.00 0.00 0.00
92 15.82 1 48.96 0.00 0.00 ' 0.04 0.00 0.00 0.00 0.00
93 16.12 ' 48.43 0.00 0.00 0.04 0.00 0.00 0.00
* 0.00
94 16.42 ' 47.92 0.00 0.00 0.04 0.00 0.00 0.00 0.00
95 16.72 47.40 0.00 0.00 0.04 0.00 0.00 0.00 0.00
96 17.01 46.90 0.00 0.00 0.04 0.00 0.00 0.00 0.00
97 17.30 ' 46.40 ' 0.00 ' 0.00 0.04 0.00 0.00 0.00 0.00
98 17.59 45.90 0.00 ' 0.00 0.04 0.00 ' 0.00 0.00 0.00
99 17.87 1 45.41 0.00 0.00 0.04 , 0.00 0.00 0.00 0.00
100 18.15 44.93 0.00 , 0.00 , 0.04 0.00 0.00 0.00 0.00
101 18.43 44.45 , 0.00 0.00 0.04 0.00 0.00 0.00 0.00
102 18.70, 43.97 0.00 0.00 0.04 ' 0.00 0.00 0.00 0.00
1?1

t

1
n

S T U V W X Y Z AA
52

53 Page 3A Brandywine

FAProject Files\G & A\NC\1986\Brandywine_ Basin # W#1

.25\Documents\Reports\Rout1-C.xls 100 Yr. Trial # =
---
11/10/05 2
. - -
.
54
55 Riser 2
h Riser 2
Flow Weir - S1 Orifice-S1
h h Slot 1
Flow Weir - S2
h Orifice-S2
h Slot 2
Flow Pipe 2
Flow
56
57
58
59
0.00
0.00
0.00'
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
60 0.00: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 0.00
-
-
- 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
62 0
.0
0
;; 0.00 0.001 0.00 0.00 0.00 0.00 0.00 0.00
63
64

65 0.00 `
0 00;

0.00'' 0.00

0.00
0.00 0.00'

0.00
0.00 0.00;

0.00
0.00! 0.00

0.00
0.00 0.00

0.00
0.00 0.00

0.00
0.00' 0.00

0.00
0.00 0.00

0.00
0.00
66 0.00+ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 68 00.00.00 ; 00.00 .00 00.00.03 0.00 !
0.00 0.00
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
69 0.00 ! 0.00 0.07 0.00 0.09 0.00 0.00 0.00' 0.00
70 0.00 0.00 0.11 0.00 0.18 0.00 0.00 0.00 0.00
71
72 0.00
0 00 0.00
0.00 0.151
0.19! 0.00
0.00' 0.29
0.41 0.00
0.001 0.00
0.00 0.00'
0.00', 0.00
0.00
73 0.00' 0.00 0.24 0.00' 0.55 0.00 0.00 0.00 0.00
74

75 0 00
;
- -
0.00 0.00

0.00 0.28`

0.32, 0.001

0.00! 0.71

0.88' 0.00'

0.00 0.00

0.001 , 0.00

0.00 0.00

0.00
76
77 0 00

I
0.00 0.00
0.00 0.37
0.41
' 0.00:
0.00; 1.07
1.27 0.00
0.00 0.00
0.00 0.00'
0.001 0.00
0.00
78
79

- ?-
0.0011
00,00
.00
0.46
0.50'
0.001

0.251,
1.48

1.81'
0.00

0.00
0.00,

0.00
0.00

0.00'
0.00

0.00
80 0.00'
- - 0.00 0.54 0.29: 1.96', 0.00 0.00 0.00 0.00
81 0.00 0.
00 0.59 0.34
2.10
0.00.
0.00
0.00'
0.00
82 0.001 _
_
0.00 0.64 0.391,
2.24
0.00
0.00
0.00'
0.00
83

85 0.00i

0.001 -
0.00
0.00 1
0.68'
0.78
0.43'
0.58 '''
2.37
2.50
2.62
0.00
0.00
0.00
0.00
0.00
0.00
0.00'
0.00,
0.00
0.00
0.00
0.00
86 0- 0.00 0.82 i
0.57 2.73 0.00 0.00 0.00 0.00
87 0 0 ,
0''
0.00
0.87
0.62
2.85
0.00
0.00
0.00
0.00
88
89 0.001
0.0011 0.00
0.00 0.92
0.97 0.67
0.72 2.96
3.06 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
90
91 0 .00,
0.00' 0.00
0.00 1.02
1.07 0.77
0.82 3.17
3.27 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
92
93 0.00
O .M 0.00
0.00 1.12
1.18 0.87
0.93 3.38
3.48 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
94
95
96 0,00
0.00
0.00 0.00
0.00
0.00 1.23
1.28
1.34 0.98
1.03
1.09 3.57
3.67
3.77 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
97
98 0-00
0.0_0__! 0.00
0.00 1.39'
1.45 1.14
1.20 3.86
3.95 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
99 0.00 0.00 1.51 1.26 4.05 0.00 0.00 0.00 0.00
100 0.00 0.00 1.56 1.31 4.14 0.00 0.00 0.00 0.00
101 0.00 0.00 1.62 1.37 4.23 0.00 0.00 0.00 0.00
102 0.00 0.00 1.68 1.43 4.31 0.00 0.00 0.00 0.00

A B C D E F G H I
103
104 Pagel B Brandywine
FAProject Files\G & A\NC\1986\Brandywine_ Basin # = W#1
.25\Documents\Reports\Rout1-C.x1s 100 Yr. Trial # =
11/10/05 2
105
106, Time
(min. Inflow
cfs) dStorage
(cu. ft.) Storage
(cu. Ft.) Stage
ft.) Elevation
(ft.) Outflow
(cfs) Pipe -1h
ft.) Pipe 2 h
(ft.)
107
108 41.50 18.97 430.38 15839.16 2.45 404.45 4.44 2.45 0.00
109 42.00 19.23 435.74 16274.90 2.51 404.51 4.53 2.51 0.00
110 42.50 19.49 441.00 16715.90 2.57 404.57 4.62 2.57 0.00
111 4_3.00 19.74 446.14 17162.04 2.63 404.63 4.70 2.63 0.00
112
113 43.50
44.00 ' 19.99
20.23 ' 451.17
447.66 17613.21
18060.86 2.69'
2.75 404.69
404.75 5.07
6.52 2.69
2.75 0.00
0.00
114
115 44.50
45.00 20.47
' 20.70 411.21
356.99 18472.08
18829.07 2.80
2.85 404.80
404.85 8.57
10.84 2.80
2.85 0.00
0.00
116 45.50 20.93 295.84 19124.92 2.89 404.89 13.06 2.89 0.00
117 46.00 ! 21.15 235.84 19360.76 2.92 404.92 15.07 2.92 0.00
118 46.50 ! 21.36 ' 182.30 19543.06 2.95 404.95 16.76 2.95: 0.00
119 47.00 ! 21.57 137.91 19680.97 2.96 404.96 18.13 2.96 0.00
120
121 47.50
48.00 ; 21.77
; 21.96 103.22
77.39 19784.191
19861.58 2.98
2.99 404.98
404.99 19.19
20.00 2.98
2.99, 0.00
0.00
122
123 48.50
49.00 22.15
1 22.33 ' 58.88
45.99 19920.47
19966.46' 3.00
3.00 405.00
405.00 20.62
21.10 3.00
3.00' 0.00
0.00
124 49.50 ! 22.51 37.17 20003.63, 3.01 405.01 21.47 3.01 0.00
125 50.00 ' 22.68 31.17 20034.80 3.01 405.01 21.78 3.01 0.00
126 50.50 22.84 27.06 20061.86 3.01 405.01 22.03: 3.01 0.00
127 51.00 ; 22.99 24.17 20086.03 3.02 405.02 22.26 3.02 0.00
128 51.50 ' 23.14; 22.05 20108.08 3.02 405.02 22.46 3.02 0.00
129
130
1
31 52.00
52.50
53
.00 . 23.28'
23.41;
23.53!, 20.40'
19.05
17.87 20128.48
20147.53
20165.40 3.02
3.03
3.03 405.02
405.031
405.03 22.64
22.81
22.98 3.02
3.03!
3.03: 0.00
0.00
0.00
13
2
133 53
.50
54.00 ;
23.65
' 23.76. 16.78
15.76 20182.18
20197.94 3.03
3.03 405.03
405.03 23.13
23.27 3.03
3.03 0.00
0.00
134 54.50 ; 23.86'.
14.77
20212.71
3.03
405.03
23.40
3.03
0.00
135 55.00 23.95' 13.79 20226.50 3.04 405.04 23.53 3.04 0.00
136 55.50 24.04 12.83 20239.33 3.04 405.04 23.64 3.04 0.00
137
138 56.00
56.50 ! 24.12
, 24.19 11.87
10.91 20251.19
20262.10' 3.04

3.04 405.04

405.04 23.75

23.86 3.04

3.04 0.00

0.00
139 57.00 1 24.25; 9.95 20272.05 3.04 405.04 23.95 3.04 0.00
140 57.50 24.30 8.99 20281.04' 3.04 405.04 24.03 3.04 0.00
141 58.00 ! 24.35
8.03
20289.07
3.04
405.04
24.11
3.04
0.00
142 24.38 7.07 20296.15 3.04 405.04 24.18 3.04 0.00
143 59.00 24.41 6.11 20302.26 3.05 405.05 24.24 3.05 0.00
144 59.50 24.43' 5.15 20307.41 3.05 405.05 24.29 3.05 0.00
145 60.00 24.45 4.19 20311.60 3.05 405.05 24.34 3.05 0.00
146 60.50 24.45 3.23 20314.84 3.05 405.05 24.37 3.05 0.00
147 61.00 24.45 2.28 20317.12 3.05 405.05 24.40 3.05 0.00
148 61.50 24.43 1.32 20318.43 3.05 405.05 24.42 3.05 0.00
149 62.00 24.41 0.36 20318.80 3.05 405.05 24.43 3.05 0.00
150 62.50 24.38 -0.59 20318.20 3.05 405.05 24.44 3.05 0.00
151 63.00 24.35 -1.55 20316.66 3.05 405.05 24.43 3.05 0.00
152 63.50 24.30 -2.50 20314.16 3.05 405.05 24.42 3.05 0.00
153 Maximum 20318.80 405.05 24.44

J K L M N O P Q R
103
104 Page 2B Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_. Basin # = W#1
25\Documents\Reports\Rout1-C.xls 100 Yr. Trial # =
11/10/05 2
105 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
106 h Flow Flow h Flow h Flow
107
108 18.97 43.50 0.00 0.00 0.04 0.00 0.00 0.00 0.00
109 19.23' 43.04 0.00 0.00 0.04 0.00 0.00 0.00 0.00
110 19.49. 42.58 0.00 0.00 0.04 0.00 0.00 0.00 0.00
111 19.74 42.12 0.00 0.00 0.04 0.00 0.00 0.00 0.00
112 19.99 41.67 0.03 0.28 0.04 0.00 0.00 0.00 0.00
113 20.23 41.23' 0.09' 1.66 0.04 0.00 0.00 0.00 0.00
114 20.47 40.78 0.15 3.63 0.04 0.00 0.00 0.00 0.00
115 20.70 40.35 0.20' 5.83 0.04 0.00 0.00 0.00 0.00
116 20.93 39.92 0.25' 8.01 0.04 0.00 0.00 0.00 0.00
117 21.15 39.49 0.29' 9.97 0.04 0.00 0.00 0.00 0.00
118 21.36 39.07 0.32 11.63' 0.04 0.00' 0.00 0.00 0.00
119 21.57 38.65 0.35 12.97.. 0.04 0.00 0.00 0.00 0.00
120 21.77 38.24 0.36 14.02 0.04 0.00 0.00 0.00 0.00
121 21.96 37.83 0.381 14.82 0.05 0.00 0.00 0.00 0.00
122 22.15 37.43 0.391 15.43 0.05 0.00 0.00 0.00 0.00
123 22.33 : 37.03 0.40' 15.89 0.05 0.00 0.00 0.00 0.00
124 22.51 36.63 0.40: 16.26 0.05 0.00 0.00 0.00 0.00
125 22.68 ! 36.24 0.41 16.56': 0.05 0.00 0.00 0.00 0.00
126
127 22.84
22.99 35.85
' 35.47 0.41
0.41 16.82
17.04 0.05
0.05 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
128 23.14 35.09 0.42
17.23
0.05
0.00
0.00
0.00 .00
0
129 23.28 34.71 0.42 17.41 0.05 0.00 0.00 0.00 0.00
130 23.41 34.34 0.42 17.58 0.05 0.00 0.00 0.00 0.00
131 23.53 33.98 0.43' 17.74 0.05 0.00 0.00 0.00 0.00
132 23.65 : 33.61 0.43 17.89 0.05 0.00 0.00 0.00 0.00
133 23.76 33.25 0.43 18.03 0.05 0.00 0.00 0.00 0.00
134 23.86 32.90 0.43 18.16 0.05 0.00 0.00 0.00 0.00
135 23.95 ' 32.55 0.43 18.28 0.05 0.00 0.00 0.00 0.00
136 24.04 32.20 0.44 18.40 0.05 0.00 0.00 0.00 0.00
137 24.12 31.86 0.44 18.51 0.05 0.00 0.00 0.00 0.00
138 24.19 ' 31.51 0.44 18.60 0.05 0.00 0.00 0.00 0.00
139 24.25 31.18 0.44 18.70 0.05 0.00 0.00 0.00 0.00
140 24.30 30.84 0.44 18.78 0.05 0.00 0.00 0.00 0.00
141 24.35 ! 30.52 0.44 18.86 0.05 0.00 0.00 0.00 0.00
142 24.38 30.19 0.44 18.92 0.05 0.00 0.00 0.00 0.00
143 24.41 29.87 0.44 18.98 0.05 0.00 0.00 0.00 0.00
144 24.43 29.55 0.45 19.04 0.05 0.00 0.00 0.00 0.00
145 24.45 : 29.23 0.45 19.08 0.05 0.00 0.00 0.00 0.00
146 24.451 28.92 0.45 19.11 0.05 0.00 0.00 0.00 0.00
147 24.45 ' 28.61 0.45 19.14 0.05 0.00 0.00 0.00 0.00
148 24.43 28.30 0.45 19.16 0.05 0.00 0.00 0.00 0.00
149 24.41 28.00 0.45 19.17 0.05 0.00 0.00 0.00 0.00
150 24.38 27.70 0.45 19.18 0.05 0.00 0.00 0.00 0.00
151 24.35 27.41 0.45 19.17 0.05 0.00 0.00 0.00 0.00
152 24.30 27.11 0.45 19.16 0.05 0.00 0.00 0.00 0.00
153 Maximum 19.18 0.05 0.00 0.00

J

L

S T U V W X Y Z AA
r
1O Page 3B Brandywine
FA-Project Files\G & A\NC\1986\Brandywine_ Basin # = W#1
.25\Documents\Reports\Rout1-C.xls 100 Yr. Trial # =
11/10/05 2
0 Riser 2
h Riser 2
Flow Weit - S1 Orifice-S1
h h Slot 1
Flow Weir - S2
h Orifice-S2
h Slot 2
Flow Pipe 2
Flow
w
107
108 0.00 0.00 1.74 1.49 4.40 0.00 0.00 0.00 0.00
109 0.00 0.00 1.80 1.55 4.49 0.00 0.00 0.00 0.00
110
111 0.00'
0.00 0.00
0.00 1.86
1.92 1.61
1.67 4.57
4.66 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
112 0.00 ? 0.00 1.98 1.73 4.74 0.00 0.00 0.00 0.00
113 0.0011 0.00 2.04 1.79 4.83 0.00 0.00 0.00 0.00
114
115 0.00'
0.00 0.00
0.00 2.09
2.14 1.84
1.89 4.90
4.96 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
116 0.00 0.00 2.18 1.93 5.01 0.00 0.00 0.00 0.00
117 0.00' 0.00 2.21 1.96 5.05 0.00 0.00 0.00 0.00
118 0.00 0.00 2.24 1.99' 5.08 0.00 0.00 0.00 0.00
119 0.00 0.00 2.25 2.00 5.11 0.00 0.00 0.00 0.00
120 0.00 0.00 2.27 2.02 5.13 0.00 0.00 0.00 0.00
121 0.00 0.00 2.28 2.03 5.14 0.00 0.00 0.00 0.00
122 0.00 0.00 2.29 2.04 5.15 0.00 0.00 0.00 0.00
123 0.00', 0.00 2.29 2.04 5.16 0.00 0.00 0.00 0.00
124 0.00 0.00 2.30' 2.05 5.16 0.00 0.00 0.00 0.00
125 O.M 0.00 2.30! .
2.05' 5.17 0.00 O.W 0.00 '' 0.00
126 0.00 0.00 2.30 ,
2.05 5.17 0.00 0.00 0.00 0.00
127 0.00 0.00 2.31 2.06 5.18 0.00 0.00 0.00 0.00
128 0.00' 0.00 2.31 2.06 5.18 0.00 0.00 0.00 0.00
129 0.00' 0.00 2.31 2.06 5.18 0.00 0.00 0.00 0.00
130
131 0.00,
0.00 0.00
0.00 2.32
2.32: 2.07
2.07. 5.19
5.19 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
132 0.00i, 0.00 2.32 2.07 5.19 0.00 0.00 0.00 0.00
133 0.00; 0.00 2.32 2.07 5.19 0.00 0.00' 0.00 0.00
134 0.001 0.00 2.32 2.07 5.20 0.00 0.00 0.00 0.00
135 0.00 ? 0.00
2.33
2.08,
5.20
0.00
0.00
0.00
0.00
136 0.00 0.00 2.33 2.08 5.20 0.00 0.00' 0.00 0.00
137 0.00, 0.00 2.33 2.08 5.20 0.00 0.00 0.00 ' 0.00
138 0.00 0.00 2.33 2.08 5.21 0.00 0.00 0.00 0.00
139 0.00 0.00 2.33 2.08 5.21 0.00 0.00 0.00 0.00
140 0.00 0.00 2.33 2.08 5.21 0.00 0.00 0.00 0.00
141 0.00 0.00 2.33 2.08 5.21 0.00 0.00 0.00 0.00
142 0.00 0.00 2.33 2.08 5.21 0.00 0.00 0.00 0.00
143 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
144 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
145 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
146 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
147 0.00! 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
148 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
149 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
150 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
151 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
152 0.00 0.00 2.34 2.09 5.21 0.00 0.00 0.00 0.00
153 Maximum 0.00 5.21 0.00 0.00

i

i
0

fl

I

u

A B C D E F G H I
1 Stormwater Routing 2E
2
3 Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots

Chainsaw Routing procedure by H. R. Malcom
4
5
Project:
Brandywine
Location: Storm
Cary, NC 1 Yr. Trial # 2
Basin #'W#2
7 Qp 17.32 cfs Tp = 14.7 mins. dT = 0.60 mins.
8
9 Ks =I
Co = 8250.5
0.6 b=
Diam. = 1.1246
1
in. Pipe El. =
A= 416.00 ft.
0.0055 s. f.
10
11 Allowable Q = 7.36 cfs
FAProject Files\G & A\NC\1986\Brandywine_.25\Documen Elevation at Z = 0 is
ts\Reports\Rout2-01.xis 416.00 ft. pipe Z =
Date: 0.00
11/14/05
12 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
13 (min. (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
14
15
16 0.00
0.60 0.00
' 0.07 0.00
0.00 0.00
0.00 0.00
0.00 416.00
416.00 0.00
0.00
0.00
0.00
17
18
19 1.20
1.80
2.40 1 0.28
1 0.63
1.11 2.56
10.20
22.78' 2.56
12.76
35.54 0.00
0.00
0.01 416.00
416.00
416.01 0.00
0.00'
0.00 0.00
0.00
0.01 0.00
0.00
0.00
20
21
22 100
3.60
4.20 1.72
2.44
; 3.26 , 40.12
61.91
87.80 75.66
137.57
225.36 0.02
0.03
0.04 416.02
416.03
416.04 0.00
0.00
0.00 0.02
0.03
0.04 0.00
0.00
0.00
23
24 4.80
5.40
- 1 4.17
5.15 ' 117.35
150.02 342.72
492.74 0.06
0.08 416.06
416.08 0.00
0.01 0.06
0.08 0.00
0.00
25
26 6.00
6.60 11 6.20
7.28 185.38
222.81 678.11
900.93 0.11
0.14 416.11
416.14 0.01
0.01 0.11
0.14 0.00
0.00
27
28 7.20
7.80 8.38
' 9.49 :1 261.71
' 301.42 1162.63
1464.06 0.18
0.21 416.18
416.21 0.01
0.01 0.18
0.21 0.00
0.00
29 8.40 10.59 ' 341.30 1805.36 0.26 416.26 0.01 0.26 0.00
30 9.00 ; 11.65 380.69 2186.05 0.31 416.31 0.01 0.31 0.00
31 9.60 ! 12.67 418.94 2605.00 0.36 416.36 0.01 0.36 0.00
32 10.20 ' 13.61 455.43 3060.42 0.41 416.41 0.02 0.41 0.00
33 10.80 14.48 489.55 3549.97 0.47 416.47 0.02 0.47 0.00
34
35
36
37
38 11.40
12.00
12.60
13.20
13.80 ; 15.25
15.92
16.46
1 16.88
17.16 520.74
548.49
572.34
: 591.90
606.85 4070.71
4619.19
5191.53
5783.43
6390.29 0.53
0.60
0.66
0.73
0.80 416.53
416.60
416.66
416.73
416.80 0.02
0.02
0.02
0.02
0.02 0.53
0.60
0.66
0.73
0.80 0.00
0.00
0.00
0.00
0.00
39 14.40 ,
17.30
616.95
7007.24
0.86
416.86
0.11
0.86
0.00
40 15.00 17.30 619.06 7626.30 0.93 416.93 0.30 0.93 0.00
41 15.60 ' 17.16 ; 612.12 8238.42 1.00 417.00 0.55 1.00 0.00
42
43
44 16.20
16.80
17.40 ', 16.88
! 16.46
15.92 597.96
577.38
551.04 8836.38
9413.76
9964.80 1.06
1.12
1.18 417.06
417.12
417.18 0.84
1.16
1.48 1.06
1.12
1.18 0.00
0.00
0.00
45 18.00 15.25 519.59 10484.39 1.24 417.24 1.82 1.24 0.00
46 18.60 14.51 483.72 10968.11 1.29 417.29 2.15 1.29 0.00
47 19.20 13.76 445.14 11413.25 1.33 417.33 2.55 1.33 0.00
48 19.80 13.05 403.53 11816.78 1.38 417.38 2.74 1.38 0.00
49 20.40 12.37 371.24 12188.02 1.41 417.41 2.90 1.41 0.00
50 21.00 11.74 341.20 12529.23 1.45 417.45 3.04 1.45 0.00
51 21.60 11.13 313.18 12842.40 1.48 417.48 3.16 1.48 0.00

J K L M N O P Q R
1 Page 2 Brandywine Basin # = W#2 1 Yr. Trial # = 2
2 F \Project Files\G & A\NC\1986 \Brandywine_. 25\Documents\R eports\Rout2-01.xls 11/14/05
3
4
No.
Elev. Riser Pipes
Diam. Z
r
Weir L
Orifice A
5
6
7
1
2
500.00
500.00
24
18
84.00
84.00
1.00
0.75
6.28
4.71
3.1416
1.7671 Results
Max Elev. 417.73
Max Flow 3.96
8
9 Weir 1 El. 418.50' Weir 1 L = 20.00 ft. Cw = 3.2 Stage = 2.50
10 Weir 2 El. = 500.00. Weir 2 L = 10.00 ft. Cw = 3.2 Stage = 84.00
11
12
13, Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
14
15
16 0.07 71.28 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.28 67.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.63 64.11 ' 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00
19
20
21 1.11
1.72
2.44 ' 60.79
57.65
; 54.67 0.00
0.00
0.00 0.00
: 0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
22
23
24
25

26
27
28 3.26' 51.85
4.17 49.17
5.151 46.63
6.20 44.22

78.28 439 1.38 ' 41.93.77

9.49 37.71 0.00
0.00
0.00
0.00

; 0.00
0.00
0.00 0.00
0.00
0.00
0.00

' 0.00
0.00
0.00 0.00
0.00
0.01
0.01

0.01
0.01
0.01 0.00
0.00
0.00
0.00

0.00
0.00
0.00 0.00
0.00
0.00
0.00

0.00
0.00
0.00 0.00
0.00
0.00
0.00

0.00
0.00
0.00 0.00
0.00
0.00
0.00

0.00
0.00
0.00
29 10 59 35.76 0.00 0.00 0.01 0.00 0.00 0.00 0.00
30 11.65
- 1 33.91 0.00 0.00 0.01 0.00 0.00 0.00 0.00
31
32 12.67
13.61 32.16
30.50 0.00
0.00 1 0.00
0.00 0.01
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
33 14.48 28.92 0.00 0.00 0.02 0.00 0.00 0.00 0.00
34 15.25 27.43 0.00 0.00 0.02 0.00 0.00 0.00 0.00
35
36 15.92
16.46 ' 26.01
24.67 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
37 16.88 23.39 0.00 0.00 0.02 0.00 0.00 0.00 0.00
38 17.16 : 22.18 0.00 0.00 0.02 0.00 0.00 0.00 0.00
39 17.30 ; 21.04 . 0.00 0.00 0.02 0.00 0.00 0.00 0.00
40 17.30 19.95 0.00 0.00 0.02 0.00 0.00 0.00 0.00
41 17.16 ! 18.92 0.00 0.00 0.03 0.00 0.00 0.00 0.00
42 16.88
17.94
'.
0.00
0.00
0.03
0.00
0.00
0.00
0.00
43 16.46 ! 17.01 0.00 0.00 0.03 0.00 0.00 0.00 0.00
44
45 15.92
15.25 ! 16.13
1 15.30 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
46 14.48; 14.51 0.00 0.00 0.03 0.00 0.00 0.00 0.00
47 13.61 '. 13.76 0.00 0.00 0.03 0.00 0.00 0.00 0.00
48 12.67 13.05 0.00 0.00 0.03 0.00 0.00 0.00 0.00
49 11.65 12.37 0.00 0.00 0.03 0.00 0.00 0.00 0.00
50 10.59 11.74 0.00 0.00 0.03 0.00 0.00 0.00 0.00
51 9.49 11.13 0.00 0.00 0.03 0.00 0.00 0.00 0.00

t

S T U V W X Y Z AA
1 Page 3 1 Brandywine Basin # = W#2 1 Yr. Trial # = 2
2 FAProject Files\G & A\NC\1986\Brandywine_ .25\Docume nts\Reports\Rout2-01.xls 11/14/05
3 Slots
4 No. Bottom Height Length Weir Orifice Top Area Z
5
6
1 Elev.
416.81 (ft.)
0.50 (ft.)
2.00 C
3.2 C
0.6 Elev.
417.31 (s. f.)
1.00 (ft.)
0.81
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 84.00
8
9 Pipe 2
10 El. =I 500.00'1 Z= 84.00 Diam. = 24 in. A= 3.1416;s.f.
11 Slot 1 Slot 2
12
13 Riser 2
h Riser 2
Flow Weir
h Orifice
h Slot
Flow Weir
h Orifice
h Slot
Flow Pipe 2
Flow
14
15
16
17 0.00 !
0.00 0.00'
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
18 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22
23 0.00
0.00 1 0.00!
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
24 0.00!, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25 0.00 0.00 ; 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27 0.00; 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28 0.00 i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29 0.00i
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
30 0.00 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 0.00i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00
33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 0.00' 0.00 , 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35
36 0.00;
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39 0.00 0.00 0.05 0.00 0.08 0.00 0.00 0.00 0.00
40 0.00 0.00 0.12 0.00 0.27 0.00 0.00 0.00 0.00
41 0.00 0.00 0.19 0.00 0.52 0.00 0.00 0.00 0.00
42 0.00. 0.00 0.25 0.00 0.81 0.00 0.00 0.00 0.00
43 0.00: 0.00 0.31 0.00 1.13 0.00 0.00 0.00 0.00
44 0.00 0.00 0.37 0.00 1.46 0.00 0.00 0.00 0.00
45 0.00 0.00 0.43 0.00 1.79 0.00 0.00 0.00 0.00
46 0.00 0.00 0.48 0.00 2.12 0.00 0.00 0.00 0.00
47 0.00: 0.00 ' 0.52 0.27 2.52 0.00 0.00 0.00 0.00
48
49 0.00
0.00 0.00
0.00 0.57
0.60 0.32
0.35 2.71
2.87 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
50 0.00 0.00 0.64 0.39 3.00 0.00 0.00 0.00 0.00
51 0.00!, 0.00 0.67 0.42 3.13 0.00 0.00 0.00 0.00

1

A B C D E F G H I
52
53 Page 1A Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_ Basin # = W#2
.25\Documents\Reports\Rout2-01.xls 1 Yr. Trial # =
11/14/05 2
54 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
55 (min. (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
56
57 22.20 10.55 286.96 13129.36 1.51 417.51 3.27 1.51 0.00
58 22.80 10.01 262.38 13391.74 1.54 417.54 3.36 1.54 0.00
59 23.40 9.49 239.33 13631.07 1.56 417.56 3.44 1.56 0.00
60
61 24.00
24.60 9.00
8.54 217.68
197.34 13848.76
14046.09 1.58
1.60 417.58
417.60 3.52
3.59 1.58
1.60 0.00
0.00
62
63 25.20
25.80 ' 8.09
7.68 178.21
160.22 14224.30
14384.52 1.62
1.64 417.62
417.64 3.64
3.70 1.62
' 1.64 0.00
0.00
64 26.40 7.28 143.29 14527.81 1.65 417.65 3.74 1.65 0.00
65 27.00 6.90 127.36 14655.17 1.67 417.67 3.78 1.67 0.00
66 27.60 6.55 112.37 14767.55 1.68 417.68 3.82 1.68 0.00
67 28.20 6.21 ' 98.27 14865.82 1.69 417.69 3.85 1.69 0.00
68 28.80 5.89 85.00 14950.81 1.70 417.70 3.87 1.70 0.00
69 29.40 5.58 72.51 15023.32 1.70 417.70 3.90 1.70 0.00
70 30.00 5.29 60.76 15084.09 1.71 417.71 3.91 1.71 0.00
71
72
73 30.60
31.20
31.80 5.02
1 4.76
4.52 49.71
39.33
29.56 15133.80
15173.13
15202.69 1.72
1.72
1.72 417.72
417.72
417.72 3.93
3.94
3.95 1.72
1.72
1.72 0.00
0.00
0.00
74

75 32.40
--
33.00 4.28

', 4.06 20.38

11.76 15223.07

15234.84 1.72

1.73 417.72

417.73 3.96

3.96 1.72

1.73 0.00

0.00
76
77 33.60
34.20 3.85
, 3.65 ; 3.67
-3.92 15238.51
15234.58 1.73
1.73 417.73
417.73 3.96
3.96 1.73
1.73 0.00
0.00
78 34.80 : 3.46 -11.05 15223.54 1.72 417.72 3.96 1.72 0.00
79 35.40 3.28 -17.72 15205.82 1.72 417.72 3.95 1.72 0.00
80 36.00
3.11
-23.97
15181.85
1.72
417.72
3.94
1.72
0.00
81 36.60 1 2.95 -29.82 15152.02 1.72 417.72 3.93 1.72 0.00
82 37.20 i 2.80 -35.30 15116.72 1.71 417.71 3.92 1.71 0.00
83 37.80 ' 2.66 -40.41 15076.31 1.71 417.71 3.91 1.71 0.00
84 38.40 2.52 -45.18 15031.13 1.70 417.70 3.90 1.70 0.00
85 39.00 2.39 -49.63 14981.50 1.70 417.70 3.88 1.70 0.00
86 39.60 '2.2 1 7 -53.77 14927.72 1.69 417.69 3.87 1.69 0.00
87 40.20 2.15 -57.63 14870.10 1.69 417.69 3.85 1.69 0.00
88 40.80 , 2.04 -61.21 14808.89 1.68 417.68 3.83 1.68 0.00
89 41.40 1.93 -64.52 14744.37 1.68 417.68 3.81 1.68 0.00
90 42.00 , 1.83 -67.59 14676.77 1.67 417.67 3.79 1.67 0.00
91 42.60 1.74 -70.43 14606.35 1.66 417.66 3.77 1.66 0.00
92 4320 1 1.65 -73.04 14533.30 1.65 417.65 3.74 1.65 0.00
93 43.80 ' 1.56 -75.44 14457.86 1.65 417.65 3.72 1.65 0.00
94 44.40 1.48 -77.64 14380.22 1.64 417.64 3.69 1.64 0.00
95 45.00 1.41 -79.66 14300.56 1.63 417.63 3.67 1.63 0.00
96 45.60 1.33 -81.49 14219.07 1.62 417.62 3.64 1.62 0.00
97 46.20 1.26 -83.15 14135.93 1.61 417.61 3.61 1.61 0.00
98 46.80 1.20 -84.64 14051.28 1.61 417.61 3.59 1.61 0.00
99 47.40 1.14 -85.99 13965.29 1.60 417.60 3.56 1.60 0.00
100 48.00 1.08 -87.19 13878.11 1.59 417.59 3.53 1.59 0.00
101 48.60 1.02 -88.24 13789.87 1.58 417.58 3.50 1.58 0.00
102 49.20 0.97 -89.17 13700.70 1.57 417.57 3.47 1.57 0.00

I

J K L M N O P Q R
52
53 Page 2A Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_. Basin # = W#2
25\Documents\Reports\Rout2-01.xls 1 Yr. Trial # =
11/14/05 2
54
55 -Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
56
57 8.38 10.55 0.00 0.00 0.03 0.00 0.00 0.00 0.00
58 7.281 10.01 0.00 0.00 0.03 0.00 0.00 0.00 0.00
59 6.20_ ' 9.49 0.00 0.00 0.03 0.00 0.00 0.00 0.00
60 5.15 9.00 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
61
62 4.17
3.26': 8.54
8.09 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
63 2.44 7.68 0.00 0.00 0.03 0.00 0.00 0.00 0.00
64 1.72 7.28 0.00 0.00 0.03 0.00 0.00 0.00 0.00
65 1.11 6.90 0.00 0.00 0.03 0.00 0.00 0.00 0.00
66 0.63 6.55 0.00 0.00 0.03 0.00 0.00 0.00 0.00
67 0.28 6.21 0.00 0.00 0.03 0.00 0.00 0.00 0.00
68
69 0.07
0.001 5.89
5.58 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
70 0.071 5.29 0.00 0.00 0.03 0.00 0.00 0.00 0.00
71 0.28 5.02 0.00 0.00 0.03 0.00 0.00 0.00 0.00
72 0.63' 4.76 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
73
74
75 1.11
1.721
2.44 4.52
4.28
4.06 0.00
0.00
0.00 0.00
0.00
0.00 ' 0.03
0.03
0.03 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
76 3.26 3.85 0.00 0.00 0.03 0.00 0.00 0.00 0.00
77 417 3.65 0.00 0.00 0.03 0.00 0.00 0.00 0.00
78 5.15' 3.46 0.00 0.00 0.03 0.00 0.00 0.00 0.00
79
80
81 6.20
7.28 j
8.381
.
_- 3.28
3.11

2.95 1 0.00
' 0.00

0.00 0.00
0.00

0.00 0.03
0.03

0.03 0.00
0.00

0.00 0.00
0.00

0.00 0.00
0.00

0.00 0.00
0.00

0.00
82 9.491 2.80 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
83 10.59 2.66 0.00 0.00 0.03 0.00 0.00 0.00 0.00
84 11.65'1 2.52 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
85 12.67 2.39 0.00 0.00 0.03 0.00 0.00 0.00 0.00
86 13.61: 2.27 0.00 0.00 0.03 0.00 0.00 0.00 0.00
87
88 14.481
15.25' 2.15
2.04 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
89 15.92 1.93 0.00 0.00 0.03 0.00 0.00 0.00 0.00
90 1
6
.46 1.83 0.00 0.00 0.03 0.00 0.00 0.00 0.00
9 6
8
8
1.74
0.00
0.00
0.03
0.00
0.00
0.00
0.00
92 17.16 1.65 0.00 0.00 0.03 0.00 0.00 0.00 0.00
93
94 17.30
17.30 1.56
1.48 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
95 17.161 1.41 0.00 0.00 0.03 0.00 0.00 0.00 0.00
96 16.881 , 1.33 0.00 0.00 0.03 0.00 0.00 0.00 0.00
97 16.46' 1.26 0.00 0.00 0.03 0.00 0.00 0.00 0.00
98 15.921 1.20 0.00 0.00 0.03 0.00 0.00 0.00 0.00
99 15.25 1.14 O.6o 0.00 0.03 0.00 0.00 0.00 0.00
100 14.48 1.08 0.00 0.00 0.03 0.00 0.00 0.00 0.00
101 13.61 1.02 0.00 0.00 0.03 0.00 0.00 0.00 0.00
102 12.67 0.97 0.00 0.00 0.03 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
52 Page 3A Brandywine Basin # = W#2 1 Yr. Trial # = 2
53 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Docume nts\Reports\Rout2-01 .xls 11/14/05
54 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
55, h Flow h h Flow h h Flow Flow
56

57 _
0.00
0.00'
0.70
0.45
3.23
0.00
0.00
0.00
0.00
58 0.00 0.00 0.73 0.48 3.33 0.00 0.00 0.00 0.00
_
59 0.00 0.00 0.75 0.50 3.41 0.00 0.00 0.00 0.00
60 0.00
- 0.00
- 1 0.77 0.52 3.49 0.00 0.00 0.00 0.00
61 -
0.00 i 0.00 . 0.79 0.54 3.55 0.00 0.00 0.00 0.00
62 0.00 0.00 0.81 0.56 3.61 0.00 0.00 0.00 0.00
63 0.00'i 0.00 0.83 0.58 3.66 0.00 0.00 0.00 0.00
64 0.00;i 0.00 . 0.84. 0.59 3.71 0.00 0.00 0.00 0.00
65 0.0011 0.00 0.86 0.61 3.75 0.00 0.00 0.00 0.00
66 0.00 0.00 1 0.87 0.62 3.78 0.00 0.00 0.00 0.00
67 0.001 _
0 00 0.88 0.63 3.81 0.00 0.00 0.00 0.00
68 0.0-0--j-
.00 j
0 00
0.89'
0.64
3.84
0.00
0.00
0.00
0.00
-
69 0.00 0.00 . 0.89 0.64 3.86 0.00 0.00 0.00 0.00
70 0.00i 0.00 ; 0.90 0.65 3.88 0.00 0.00 0.00 0.00
71 0.001 0.00 ' 0.91 0.66 3.89 0.00 0.00 0.00 0.00
72 0100 0.0-0 0.91 0.66 3.91 0.00 0.00 0.00 0.00
73 0.00 ! 0.00 0.91 0.66 3.92 0.00 0.00 0.00 0.00
74 0.00 i 0.00 0.91 0.66 3.92 0.00 0.00 0.00 0.00
75 0.00 1 0.00 0.92 0.67 3.92 0.00 0.00 0.00 0.00
76 0.00! 0.00 1, 0.92 0.67 3.93 0.00 0.00 0.00 0.00
77 0.00i 0.00 0.92 0.67 3.92 0.00 0.00 0.00 0.00
78 0.00i 0.00 '' 0.91 0.66 3.92 0.00 0.00 0.00 0.00
79 0.00'
0.00
0.91
0.66
3.92
0.00
0.00
0.00
0.00
80 0.00 0.00 ; 0.91 0.66 3.91 0.00 0.00 0.00 0.00
81 0.00, 0.00 0.91 0.66 3.90 0.00 0.00 0.00 0.00
82 0.00, 0.00 0.90 0.65 3.89 0.00 0.00 0.00 0.00
83 0.00 0.00 ' 0.90. 0.65 3.88 0.00 0.00 0.00 0.00
84 0.001 0.00 ; 0.89' 0.64 3.86 0.00 0.00 0.00 0.00
85 0.00' 0.00 : 0.89 0.64 3.85 0.00 0.00 0.00 0.00
86 0.00 0.00 '' 0.88 0.63 3.83 0.00 0.00 0.00 0.00
87 0.00, 0.00 . 0.88: 0.63 3.81 0.00 0.00 0.00 0.00

88 -
0.00 --
0.00
0.87'
0.62
3.80
0.00
0.00
0.00
0.00
89 0.00, 0.00 0.87 0.62 3.78 0.00 0.00 0.00 0.00
90 0.00; 0.00 ' 0.86 0.61 3.75 0.00 0.00 0.00 0.00
91 0.00! 0.00 ' 0.85 0.60 3.73 0.00 0.00' 0.00 0.00
92 0.00: 0.00 0.84 0.59 3.71 0.00 0.00 0.00 0.00
93 0.00 0.00 0.84 0.59 3.69 0.00 0.00 0.00 0.00
94 0.00 0.00 0.83 0.58 3.66 0.00 0.00 0.00 0.00
95 0.00 0.00 0.82 0.57 3.64 0.00 0.00 0.00 0.00
96 0.00 0.00 0.81 0.56 3.61 0.00 0.00 0.00 0.00
97 0.00 0.00 0.80 0.55 3.58 0.00 0.00 0.00 0.00
98 0.00; 0.00 0.80 0.55 3.55 0.00 0.00 0.00 0.00
99 0.00! 0.00 0.79 0.54 3.53 0.00 0.00 0.00 0.00
100 0.00 0.00 0.78 0.53 3.50 0.00 0.00 0.00 0.00
101 0.00' 0.00 0.77 0.52 3.47 0.00 0.00 0.00 0.00
102 0.00' 0.00 ' 0.76 0.51 3.44 0.00 0.00 0.00 0.00

A B C D E F G H I
103
104 Pagel B Brandywine
FAProject Files\G & A\NC\1986\Brandywine_ Basin # = W#2
.25\Documents\Reports\Rout2-01.xls 1 Yr. Trial # =
11/14/05 2
105

106,

Time
---
(min.

Inflow
---
(cfs)

dStorage
(cu. ft.)

Storage
(cu. Ft.)

Stage
(ft.)

Elevation
(ft.)

Outflow
(cfs)

Pipe 1 h
(ft.)

Pipe 2 h
(ft.)
107
108
109
110
- 49.80
50.40
51.00
! 0.92
' 0.87
0.83
-89.97
-90.65
-91.22
13610.73
13520.07
13428.85
1.56
1.55
1.54
417.56
417.55
417.54
3.44
3.41
3.37
1.56
1.55
1.54
0.00
0.00
0.00
111
112
113
114 51.60
52.20
52.80
53.40 0.78
0.74
0.70
0.67 -91.68
-92.04
-92.31
-92.48 13337.17
13245.12
13152.81
13060.34 1.53
1.52
1.51
1.50 417.53
417.52
417.51
417.50 3.34
3.31
3.27
3.24 1.53
1.52
1.51
1.50 0.00
0.00
0.00
0.00
115 54.00 !, 0-63 -92.56 12967.77 1.49 417.49 3.21 1.49 0.00
116 54.60 ' 0.60 -92.56 12875.21 1.49 417.49 3.17 1.49 0.00
117
118
119
120 55.20
55.80
56.40
57.00 0.57
0.54
0.51
0.49 -92.49
-92.33
-92.11
-91.82 12782.72
12690.39
12598.28
12506.46 1.48
1.47
1.46
1.45 417.48
417.47
417.46
417.45 3.13
3.10
3.06
3.03 1.48
1.47
1.46
1.45 0.00
0.00
0.00
0.00
121
122 57.60
58.20 . 0.46
' 0.44 -91.46
-91.04 12415.00
12323.96 1.44
1.43 417.44
417.43 2.99
2.95 1.44
1.43 0.00
0.00
123 58.80 ', 0.41 -90.57 12233.39 1.42 417.42 2.92 1.42 0.00
124
125 59.40
60.00 0.39
' 0.37 -90.04
-89.45 12143.35
12053.90 1.41
1.40 417.41
417.40 2.88
2.84 1.41
1.40 0.00
0.00
126
127
128
129 60.60
61.20
61.80
62.40 ' 0.35
0.34
0.32
0.30 -88.82
-88.14
-87.41
-86.64 11965.08
11876.94
11789.53
11702.89 1.39
1.38
1.37
1.36 417.39
417.38
417.37
417.36 2.80
2.76
2.72
2.69 1.39
1.38
1.37
1.36 0.00
0.00
0.00
0.00
130 63.00 ', 0.29 -85.83 11617.06 1.36 417.36 2.65 1.36 0.00
131 63.60 0.27 -84.98 11532.08 1.35 417.35 2.61 1.35 0.00
132

133 64.20
-
64.80 0.26

0.24 -84.09

-83.17 11447.99

11364.82 1.34

1.33 417.34

417.33 2.57

2.53 1.34

1.33 0.00

0.00
134 65.40 0.23 -82.21 11282.60 1.32 417.32 2.49 1.32 0.00
135
136 66.00
66.60 ; 0.22
0.21 -81.22
-80.20 11201.38
11121.18 1.31
1.30 417.31
417.30 2.45
2.25 1.31
1.30 0.00
0.00
137 67.20 0.20 -73.59 11047.59 1.30 417.30 2.20 1.30 0.00
138
139 67.80
68.40 0.19
0.18 -72.11
-70.67 10975.47
10904.80 1.29
1.28 417.29
417.28 2.15
2.10 1.29
1.28 0.00
0.00
140 69.00 0.17 -69.26 10835.54 1.27 417.27 2.05 1.27 0.00
141 69.60 0.16 -67.87 10767.67 1.27 417.27 2.01 1.27 0.00
142
143 70.20
70.80 , 0.15
0.14 -66.52
-65.19 10701.15
10635.96 1.26
1.25 417.26
417.25 1.96
1.92 1.26
1.25 0.00
0.00
144 71.40 , 0.14 -63.89 10572.07 1.25 417.25 1.88 1.25 0.00
145 72.00 0.13 ' -62.62 10509.45 1.24 417.24 1.83 1.24 0.00
146 72.60 0.12 -61.38 10448.07 1.23 417.23 1.79 1.23 0.00
147 73.20 0.12 -60.16 10387.92 1.23 417.23 1.75 1.23 0.00
148 73.80 0.11 -58.97 10328.95 1.22 417.22 1.72 1.22 0.00
149 74.40 0.10 -57.80 10271.14 1.22 417.22 1.68 1.22 0.00
150 75.00! 0.10 -56.66 10214.48 1.21 417.21 1.64 1.21 0.00
5 75.60 0.09 -55.55 10158.93 1.20 417.20 1.61 1.20 0.00
q 76.20 0.09 -54.46 10104.48 1.20 417.20 1.57 1.20 0.00
53 Maximum 15238.51 417.73 3.96

t

1

J K L M N O P Q R
r
1O Page 2B Brandywine
F- AProject Files\G & A\NC\1986\Brandywine_. Basin # = W#2
25\Documents\Reports\Rout2-01.xls 1 Yr. Trial # =
11 /14/05 2
Q(<125Tp) (>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser Weir 2 Weir 2
0 h Flow Flow h Flow h Flow
w
107
108
1165
0.92
0.00
0.00
0.03
0.00
0.00
0.00
0.00
109 10.59 ': 0.87 0.00 0.00 0.03 0.00 0.00 0.00 0.00
110 9-.4-9 -1-- 0.83 0.00 0.00 0.03 0.00 0.00 0.00 0.00
111 8.38 ! 0.78 0.00 0.00 0.03 0.00 0.00 0.00 0.00
112 _7.28 1 0.74 0.00 0.00 0.03 0.00 0.00 0.00 0.00
113 6.20
- 0.70 1 0.00 0.00 0.03 0.00 0.00 0.00 0.00
114 5.15 0.67 0.00 0.00 0.03 0.00 0.00 0.00 0.00
115 417 0.63 0.00 0.00 0.03 0.00 0.00 0.00 0.00
116 3.26 0.60 0.00 0.00 0.03 0.00 0.00 0.00 0.00
117 2.44 0.57 0.00 0.00 0.03 0.00 0.00 0.00 0.00
118 1.72 ' 0.54 0.00 0.00 0.03 0.00 0.00 0.00 0.00
119 1.11 0.51 . 0.00 0.00 0.03 0.00 0.00 0.00 0.00
120 0.63 ; 0.49 ! 0.00 0.00 0.03 0.00 0.00 0.00 0.00

121

122
028
-
_0.07
0.46

1 0.44
0.00
'
0.00
0.00

0.00
0.03

0.03
0.00

0.00
0.00

0.00
0.00

0.00
0.00

0.00
123 0.00 1 0.41 0.00 0.00 0.03 0.00 0.00 0.00 0.00
124
125 0.07
0.28 : 0.39
'' 0.37 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
126 0.63 ! 0.35 ; 0.00 0.00 0.03 0.00 0.00 0.00 0.00
127 1.11 0.34 0.00 0.00 0.03 0.00 0.00 0.00 0.00
128 1.72 1 0.32 0.00 0.00 0.03 0.00 0.00 0.00 0.00
129
130 2.44
3.26 ? 0.30
1 0.29 0.00
' 0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
131 4.17 1 0.27 0.00 0.00 0.03 0.00 0.00 0.00 0.00
132 5.15 0.26 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
133 6.20 1 0.24 0.00 0.00 0.03 0.00 0.00 0.00 0.00
134 7.28 ! 0.23 0.00 0.00 0.03 0.00 0.00 0.00 0.00
135 8.38 0.22 0.00 0.00 0.03 0.00 0.00 0.00 0.00
136 9.49 0.21 0.00 0.00 0.03 0.00 0.00 0.00 0.00
137
138 10.59
11.65 ' 0.20
1 0.19 0.00
' 0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
139 12.67 0.18 0.00 0.00 0.03 0.00 0.00 0.00 0.00
140 13.61 0.17 0.00 0.00 0.03 0.00 0.00 0.00 0.00
141 1 0.16 0.00 0.00 0.03 0.00 0.00 0.00 0.00
142 15.25 0.15
1 0.00 0.00 0.03 0.00 0.00 0.00 0.00
143
144 15.92
16.46 ' 0.14
1 0.14 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
145 16.88 0.13 0.00 0.00 0.03 0.00 0.00 0.00 0.00
146 17.16 ! 0.12 0.00 0.00 0.03 0.00 0.00 0.00 0.00
147 17.30 0.12 0.00 0.00 0.03 0.00 0.00 0.00 0.00
148 17.30 0.11 0.00 0.00 0.03 0.00 0.00 0.00 0.00
149
150 17.16
16.88 0.10
0.10 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
151 16.46 0.09 0.00 0.00 0.03 0.00 0.00 0.00 0.00
152 15.92 0.09 0.00 0.00 0.03 0.00 0.00 0.00 0.00
153 Maximum 0.00 0.03 0.00 0.00

S T U V W X Y Z AA
103
104 Page 3B :'Brandywine
FAProject Files\G & A\NC\1986\Brandywine_ Basin # = W#2
.25\Documents\Reports\Rout2-01.xis 1 Yr. Trial # =
11/14/05 2
105 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
106 h Flow h h Flow h h Flow Flow
107
108
O.M
0.00
0.75
0.50
3.40
0.00
0.00
0.00
0.00
109
110
111
112
113 0.00
0.00
0.00'
0.00
0.00' 0.00
0.00
0.00
0.00
_ 0.00 0.74
0.73
0.72
0.71
0.70 0.49
0.48
0.47
0.46
0.45 3.37
3.34
3.31
3.28
3.24 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
114 0.00 0.00 0.69 0.44 3.21 0.00 0.00 0.00 0.00
115 0.00 0.00 0.68 0.43 3.17 0.00 0.00 0.00 0.00
116 0.00 0.00 0.68 0.43 3.14 0.00 0.00 0.00 0.00
117
118

119
120 0.00
0.00'

-_0_00
0.00 0.00
0.00_
_
0.00
0.00 0.67
0.66
0.65
,
0.64 0.42
0.41
0.40

0.39 3.10
3.07
3.03

3.00 0.00
0.00
0.00

0.00 0.00
0.00
0.00

0.00 0.00
0.00
0.00

0.00 0.00
0.00
0.00

0.00
121 0.00 0.00 ! 0.63 0.38 2.96 0.00 0.00 0.00 0.00
122
123 0.001
0.00' 0.00
0.00 0.62
0.61 0.37
0.36 2.92
2.88 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
124 0.001 0.00 0.60 0.35 2.85 0.00 0.00 0.00 0.00
125
126
127 0.001
0.001,
0.00'i 0.00
0.00
0.00 0.59
0.58
0.57 0.34
0.33
0.32 2.81
2.77
2.73 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
128
129 0.001
0.00 0.00
0.00 ; 0.56
, 0.55 0.31
0.30 2.69
2.66 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
130
131 0.00i
0 0
0
i 0.00
0.00 ! 0.55
: 0.54 0.30
0.29 2.62
2.58 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
132 -
-
0.001 0.00 ! 0.53 0.28 2.54 0.00 0.00 0.00 0.00
133
134
135
7 0.001
0.00 ?
0.001 0.00
0.00
0.00 'i 0.52
1: 0.51
' 0.50
0.49 0.27
0.26
0.25
0.00 2.50
2.46
2.42
2.22 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
13 0.00 0.00 0.49 0.00 2.17 0.00 0.00 0.00 0.00-
138 0.001 0.00 0.48 0.00 2.12 0.00 0.00 0.00 0.00
139 0.00 0.00 0.47 0.00 2.07 0.00 0.00 0.00 0.00
140 0.00' 0.00 0.46 0.00 2.02 0.00 0.00 0.00 0.00
141 0.00; 0.00 0.46 0.00 1.98 0.00 0.00 0.00 0.00
142 0.00 0.00 0.45 0.00 1.93 0.00 0.00 0.00 0.00
143 0.00 0.00 0.44 0.00 1.89 0.00 0.00 0.00 0.00
144 0.001 0.00 0.44 0.00 1.85 0.00 0.00 0.00 0.00
145 0.001 0.00 .
0.43 0.00 1.81 0.00 0.00 0.00 0.00
146 0.00 0.00 0.42 0.00 1.76 0.00 0.00 0.00 0.00
147 0.00 0.00 0.42 0.00 1.73 0.00 0.00 0.00 0.00
148 0.00' 0.00 0.41 0.00 1.69 0.00 0.00 0.00 0.00
149 0.00 0.00 0.41 0.00 1.65 0.00 0.00 0.00 0.00
150 0.00' 0.00 0.40 0.00 1.61 0.00 0.00 0.00 0.00
151 0.00 0.00 0.39 0.00 1.58 0.00 0.00 0.00 0.00
152 0.00. 0.00 0.39 0.00 1.54 0.00 0.00 0.00 0.00
153 Maximum 0.00 3.93 0.00 0.00

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizo ntal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
3
4 Using Chainsaw Routing procedure by H. R. Malcom
Storm 25 Yr.
Trial #
2
5 Project: Brandywine Location: Cary, NC Basin # W#2
6
7 Qp = 30.77 cfs Tp = 29.3 mins. dT = 0.30 mins.
8 Ks = 8250.5 b = 1.1246 Pipe El. = 416.00 ft .
9 Co = 0.6 Diam. = 1 in. A = 0.0055 s . f.
10 Allowable Q = cfs Elevation at Z = 0 is 416.00 ft . pipe Z = 0.00
11 FAProject Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout2-25.xis Date: 11/14/05
12
13 Time
(min.) Inflow
(cfs dStorage
cu. ft.) Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
14
15 0.00 ' 0.00 0.00 0.00 0.00 416.00 0.00
16 0.30 0.01 0.00 0.00 0.00 416.00 0.00' 0.00 0.00
17 0.60 0.03 ' 0.14 0.14 0.00 416.00 0.00 0.00 0.00
18
19 0.90
1.20 0.07

0.13
, 0.57

' 1.29 0.72

2.00 0.00

0.00 416.00

416.00 0.00

0.00 0.00

0.00 0.00

0.00
20 1.50 ' 0.20 ! 2.29 4.29 0.00 416.00 0.00 0.00 0.00
21
22
23 1.80
2.10
2.40 ; 0.29
0.39
, 0.51 3.57
' 5.14
6.99 7.87
13.01
20.00 0.00
0.00
0.00 416.00
416.00
416.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
24 2.70 0.64 9.12 29.12 0.01 416.01 0.00 0.01 0.00
25 3.00 0.79 11.52 40.64 0.01 416.01 0.00 0.01 0.00
26 3.30 0.95 14.20 54.85 0.01 416.01 0.00 0.01 0.00
27 3.60 1.13 17.15 72.00 0.01 416.01 0.00 0.01 0.00
28 3.90 1.33 20.37 92.37 0.02 416.02 0.00 0.02 0.00
29
30 4.20
4.50 1.53
: 1.76 23.86
', 27.61 116.23
143.84 0.02
0.03 416.02
416.03 0.00
0.00 0.02
0.03 0.00
0.00
31 4.80 1.99 31.61 175.45 0.03 416.03 0.00 0.03 0.00
32 5.10 2.24 , 35.87 211.32 0.04 416.04 0.00 0.04 0.00
33 5.40 2.51 40.37 251.69 0.04 416.04 0.00 0.04 0.00
34 5.70 ; 2.78 : 45.11 296.80 0.05 416.05 0.00 0.05 0.00
35
36 6.00
6.30 3.08
1 3.38 50.08
55.29 346.88
402.17 0.06
0.07 416.06
416.07 0.00
0.00 0.06
0.07 0.00
0.00
37
38 6.60
6.90 : 3.69
4.02 60.74
66.41 462.91
529.32 0.08
0.09 416.08
416.09 0.00
0.01 0.08
0.09 0.00
0.00
39 7.20 4.36 72.29 601.61 0.10 416.10 0.01 0.10 0.00
40 7.50 4.71 78.39 680.00 0.11 416.11 0.01 0.11 0.00
41 7.80 5.07 84.70 764.70 0.12 416.12 0.01 0.12 0.00
42 8.10 5.45 91.20 855.90 0.13 416.13 0.01 0.13 0.00
43 8.40 5.83 97.90 953.80 0.15 416.15 0.01 0.15 0.00
44 8.70 6.22 104.78 1058.57 0.16 416.16 0.01 0.16 0.00
45 9.00 6.62 111.84 1170.41 0.18 416.18 0.01 0.18 0.00
46 9.30 7.04 119.07 1289.48 0.19 416.19 0.01 0.19 0.00
47 9.60 ' 7.46 126.46 1415.94 0.21 416.21 0.01 0.21 0.00
48 9.90 7.88 134.01 1549.95 0.23 416.23 0.01 0.23 0.00
49 10.20 8.32 141.70 1691.65 0.24 416.24 0.01 0.24 0.00
50 10.50 8.76 149.54 1841.19 0.26 416.26 0.01 0.26 0.00
51 10.80' 9.21 157.51 1998.70 0.28 416.28 0.01 0.28 0.00

t

J

J K L M N O P Q R
1 Page 2 Brandywine Basin # = W#2 25 Yr. Trial # = 2
2 FAProject Files\G & A\NC\1986 \Brandywine_. 25\Documents\R eports\Rout2-25.xls 11/14/05
3 Riser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5 Results
6
7 1
2 500.00
500.00 24
18 84.00
84.00 1.00
0.75 6.28
4.71 3.1416
1.7671 Max Elev.
Max Flow 418.97
27.25
8
Weir 1 El. _ ' 418.501 Weir 1 L = 20.00 ft. Cw = 3.2 Stage = 2.50
Weir 2 El. = 500.00 Weir 2 L = 10.00 ft. Cw = 3.2 Stage = 84.00
r
12 Q(<1.25
Tp)
Q(>1.25Tp)
Weir 1
h
Weir 1
Flow
Pipe 1
Flow
Riser 1
h
Riser 1
Flow
Weir 2
h
Weir 2
Flow
14
15
16 0.01 ! 131.78 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.0311 130.031 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.07 128.31 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19
20
21 0.131
.20
0
0.29 :
1 126.62
124.94
1 123.29 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
22
23 0.39
0.51 1 121.66
` 120.05 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
24
25
26 0.64
0.79
0.95 j 118.47
' 116.90i
1 115.351 ! 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
27 1.13 113.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28 1.33 112.32 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29 1.53 1 110.84 , 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30 1.76 109.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 1.99 107.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 2.24 106.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 2.51 105.09' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 2.78 , 103.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 3.08 : 102.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36
37
38 3.38
3.69
4.02 ; 100.98
99.64
1 98.32 0.00
0.00
, 0.00 0.00
0.00
0.00 0.00
0.00
0.01 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
39 4.36 ', 97.02 0.00 0.00 0.01 0.00 0.00 0.00 0.00
40 4.71 ' 95.74 0.00 0.00 0.01 0.00 0.00 0.00 0.00
41 5.07 ' 94.48 0.00 0.00 0.01 0.00 0.00 0.00 0.00
42 5.45 ' 93.23 0.00 0.00 0.01 0.00 0.00 0.00 0.00
43 5.83 91.99 0.00 0.00 0.01 0.00 0.00 0.00 0.00
44 6.22 90.78 0.00 0.00 0.01 0.00 0.00 0.00 0.00
45 6.62 89.58 0.00 0.00 0.01 0.00 0.00 0.00 0.00
46 7.04 88.39 0.00 0.00 0.01 0.00 0.00 0.00 0.00
47 7.46 87.22 0.00 0.00 0.01 0.00 0.00 0.00 0.00
48 7.88 86.07 0.00 0.00 0.01 0.00 0.00 0.00 0.00
49 8.32 84.93 0.00 0.00 0.01 0.00 0.00 0.00 0.00
50 8.76 83.81 0.00 0.00 0.01 0.00 0.00 0.00 0.00
51 9.21 82.70 0.00 0.00 0.01 0.00 0.00 0.00 0.00

1

1
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1 Page 3 Brandywine Basin # = W#2 25 Yr. Trial # = 2
2 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Docume nts\Reports\Rout2-25.xls 11/14/05
3 Slots
4 No. Bottom Height Length Weir Orifice Top Area Z
5 Elev. (ft.) (ft.) C C Elev. (s. f.) (ft.)
6 1 416.81 0.50 2.00 3.2 0.6 417.31 1.00 0.81
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 84.00
8
9 Pipe 2
10, El. = 500.00 Z = 84.00 Diam. = 24 in. A = 3.1416,s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14
15
'
16 0.00 i 0100 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.00 !; 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.00 ; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20 0.00 1' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22 _
0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
23 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25 0.00 1 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27 0.0O 0.00
, ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00

28 --- _
0.00 _
, 0.00 ,
0.00
0.00
0.00
0.00
0.00
0.00
0.00
29 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 0.00 ;, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 0.00 ! 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
34 0.00 ! 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 0.00 ; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00:1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

A B C D E F G H I
52 Page 1A Brandywine Basin # = W#2 25 Yr. Trial # = 2
53 FAProject Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout2-25.xls 11/14/05
54 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
55 (min.) cfs (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
56
57
11.10
9.67
165.60
2164.30
0.30
416.30
0.01
0.30
0.00
58 11.40 10.13 173.81 2338.10 0.33 416.33 0.01 0.33 0.00
59 11.70 10.60 182.12 2520.22 0.35 416.35 0.01 0.35 0.00
60 12.00 11.07 190.53 2710.75 0.37 416.37 0.02 0.37 0.00
61 12.30 11.55 199.03 2909.78 0.40 416.40 0.02 0.40 0.00
62 12.60 12.03 207.61 3117.38 0.42 416.42 0.02 0.42 0.00
63 12.90 12.52 216.26 3333.64 0.45 416.45 0.02 0.45 0.00
64 _ 13.20 13.00 224.97 3558.61 0.47 416.47 0.02 0.47 0.00
65 13.50 ; 13.49 233.74 3792.35 0.50 416.50 0.02 0.50 0.00
66 13.80 13.98 242.55 4034.90 0.53 416.53 0.02 0.53 0.00
67 14.10 14.48 ; 251.40 4286.30 0.56 416.56 0.02 0.56 0.00
68 14.40 14.97 : 260.27 4546.56 0.59 416.59 0.02 0.59 0.00
69 14.70 : 15.47 ' 269.16 4815.72 0.62 416.62 0.02 0.62 0.00
70
71 15.00
15.30 ' 15.96
1 16.46 ' 278.06
286.95 5093.78
5380.73 0.65
0.68 416.65
416.68 0.02
0.02 0.65
0.68 0.00
0.00
72 15.60 ; 16.95 1 295.84 5676.57 0.72 416.72 0.02 0.72 0.00
73 15.90 17.44 304.70 5981.27 0.75 416.75 0.02 0.75 0.00
74 16.20 ' 17.93 313.54 6294.80 0.79 416.79 0.02 0.79 0.00
75 16.50 18.42 322.33 6617.14 0.82 416.82 0.03 0.82 0.00
76
77
78 16.80
17.10
17.40 18.90
19.38
19.86 330.94
338.56
345.53 6948.07
7286.63
7632.16 0.86
0.90
0.93 416.86
416.90
416.93 0.09
0.18
0.30 0.86
0.90
0.93 0.00
0.00
0.00
79 17.70 : 20.33 1 351.99 7984.15 0.97 416.97 0.44 0.97 0.00

0
0 357.97
1 8342.12 1.01 417.01 0.60 1.01 0.00
81 18.
30 ' 211.25 : 363.52 8705.64 1.05 417.05 0.77 1.05 0.00
82 18.60 21.71 368.64 9074.28 1.09 417.09 0.97 1.09 0.00
83 18.90 22.16 373.34 9447.62 1.13 417.13 1.18 1.13 0.00
84
85
86
87 19.20
19.50
19.80
20.10 22.60
23.03
' 23.46
23.87 377.65
381.55
385.07
388.20 9825.27
10206.82
10591.89
10980.09 1.17
1.21
1.25
1.29 417.17
417.21
417.25
417.29 1.40
1.64
1.89
2.15 1.17
1.21
1.25
1.29 0.00
0.00
0.00
0.00
88 20.40 24.28 390.94 11371.03 1.33 417.33 2.53 1.33 0.00
89
90 20.70
21.00 1 24.68
' 25.07 391.50
. 395.41 11762.53
12157.94 1.37
1.41 417.37
417.41 2.71
2.88 1.37
1.41 0.00
0.00
91 21.30 25.45 399.33 12557.27 1.45 417.45 3.05 1.45 0.00
92 21.60 25.82 403.23 12960.50 1.49 417.49 3.20 1.49 0.00
93 21.90 26.18 407.08 13367.58 1.54 417.54 3.35 1.54 0.00
94 22.20 26.52 410.84 13778.42 1.58 417.58 3.50 1.58 0.00
95 22.50 26.86 414.50 14192.92 1.62 417.62 3.63 1.62 0.00
96 22.80 27.18 418.05 14610.97 1.66 417.66 3.77 1.66 0.00
97 23.10 27.49 421.46 15032.44 1.70 417.70 3.90 1.70 0.00
98 23.40 , 27.79 424.73 15457.16 1.75 417.75 4.02 1.75 0.00
99 23.70 ' 28.08 427.83 15884.99 1.79 417.79 4.15 1.79 0.00
100 24.00 28.35 430.76 16315.76 1.83 417.83 4.27 1.83 0.00
101 24.30 28.61 433.52 16749.28 1.88 417.88 4.38 1.88 0.00
102 24.60 28.86 436.08 17185.36 1.92 417.92 4.50 1.92 0.00
t

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52 Page 2A ! Brandywine Basin # = W#2 25 Yr. Trial # = 2
53 F:\Project Files\G & A\NC\1986 \Brandywine_. 25\Documents\Reports\Rout2-25.xis 11/14/05
54 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55 h Flow Flow h Flow h Flow
56

57 _
9.67
81.61
0.00
0.00
0.01
0.00
0.00
0.00
0.00
58 10.13 80.53 0.00 0.00 0.01 0.00 0.00 0.00 0.00
59 10.60 , 79.46 0.00 0.00 0.01 0.00 0.00 0.00 0.00
60 11.07 78.41 0.00 0.00 0.02 0.00 0.00 0.00 0.00
61 11.55 ': 77.38 0.00 0.00 0.02 0.00 0.00 0.00 0.00
62 12.03 76.35 0.00 0.00 0.02 0.00 0.00 0.00 0.00
63 12.52 : 75.34 0.00 0.00 0.02 0.00 0.00 0.00 0.00
64 13.00 74.35 0.00 0.00 0.02 0.00 0.00 0.00 0.00
65 13.49 1 73.36 ' 0.00 0.00 0.02 0.00 0.00 0.00 0.00
66 13.98 72.39 ' 0.00 0.00 0.02 0.00 0.00 0.00 0.00
77- 8 0.00 0.00 0.02 0.00 0.00 0.00 0.00
68 14.9 70.49 0.00 0.00 0.02 0.00 0.00 0.00 0.00
69 15.47 69.56 0.00 ' 0.00 0.02 0.00 0.00 0.00 0.00
70 15.96 '1 68.64 ' 0.00 0.00 0.02 0.00 0.00 0.00 0.00
71 16.46 67.73 : 0.00 0.00 0.02 0.00 0.00 0.00 0.00
-
72 16.95 1 66.84 0.00 0.00 0.02 0.00 0.00 0.00 0.00
73 17.44 65.95 0.00 0.00 0.02 0.00 0.00 0.00 0.00
74 17.93 65.08 0.00 0.00 0.02 0.00 0.00 0.00 0.00
75 18.42 ' 64.22 0.00 0.00 0.02 0.00 0.00 0.00 0.00
76 18.90 ' 63.37 0.00 0.00 0.02 0.00 0.00 0.00 0.00
62.53 . 0.00 0.00 0.02 0.00 0.00 0.00 0.00
78 19.86 61.71 0.00 0.00 0.02 0.00 0.00 0.00 0.00
79 20.33 60.89 0.00 0.00 0.03 0.00 0.00 0.00 0.00
80 20.79 , 60.09 0.00 0.00 0.03 0.00 0.00 0.00 0.00
81 21.25 ; 59.29 0.00 0.00 0.03 0.00 0.00 0.00 0.00
82 21.71 58.51 0.00 0.00 0.03 0.00 0.00 0.00 0.00
83 22.16 57.73 0.00 0.00 0.03 0.00 0.00 0.00 0.00
84 22.60 ' 56.97 0.00 0.00 0.03 0.00 0.00 0.00 0.00
85 23.03 ' 56.22 0.00 0.00 0.03 0.00 0.00 0.00 0.00
86 23.46 1 55.47 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
54.74 '.
0.00
0.00
0.03
0.00
0.00
0.00
0.00
88 24.28 '1 54.02 0.00 0.00 0.03 0.00 0.00 0.00 0.00
89 24.68 53.30 0.00 0.00 0.03 0.00 0.00 0.00 0.00
90 25.07 ' 52.60
' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
91 25.45 51.90 0.00 0.00 0.03 0.00 0.00 0.00 0.00
92 25.82 51.22 0.00 0.00 0.03 0.00 0.00 0.00 0.00
93 26.18 ' 50.54 0.00 0.00 0.03 0.00 0.00 0.00 0.00
94 26.52 ' 49.87 0.00 0.00 0.03 0.00 0.00 0.00 0.00
95 26.86 49.21 0.00 0.00 0.03 0.00 0.00 0.00 0.00
96 27.18 48.56 0.00 0.00 0.03 0.00 0.00 0.00 0.00
97 27.49 47.92 0.00 0.00 0.03 0.00 0.00 0.00 0.00
98 27.79 47.28 0.00 0.00 0.03 0.00 0.00 0.00 0.00
99 28.08 46.66 0.00 0.00 0.03 0.00 0.00 0.00 0.00
100 28.35 46.04 0.00 0.00 0.04 0.00 0.00 0.00 0.00
101 28.61 45.43 0.00 0.00 0.04 0.00 0.00 0.00 0.00
102 28.86, 44.83 0.00 0.00 0.04 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
52 Page 3A !Brandywine Basin # = W#2 25 Yr. Trial # = 2
53 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Docume nts\Reports\Rout2-25.xls 11/14/05
54
55 Riser 2
h Riser 2
Flow Weir - S1 Orifice-S1
h h Slot 1
Flow Weir - S2
h Orifice-S2
h Slot 2
Flow Pipe 2
Flow
-O .M 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
r60 0.001
0.00
0.00_i 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
61
62 0.00!
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
63 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

64 '
_ 0.00
-- 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 0.001 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00
66 0.001 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
68 0.00 0
.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
70 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
71 0.0011 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
72 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
73 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
74 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
75 0.00i 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.00
76 0.00 0.00 0.05 0.00 0.07 0.00 0.00 0.00 0.00
77 0.00' 0.00 0.09 0.00 0.16 0.00 0.00 0.00 0.00
78
79 0.00
0.00,
- 0.00
0.00 0.12
0.16 0.00
0.00 0.28
0.41 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
80
81
82
83
84 01
0 0 i
0.00
0.001;
0.00
0.001 0.00
0.00
0.00
0.00
0.00 0.20
0.24
0.28
0.32
0.36 0.00
0.00
0.00
0.00
0.00 0.57
0.75
0.94
1.15
1.37 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
85 0.001 0.00 0.40 0.00 1.61 0.00 0.00 0.00 0.00
86 0.00 0.00: 0.44 0.00 1.86 0.00 0.00 0.00 0.00
87
88 0.00
0.00' 0.00
0.00 0.48
0.52 0.00
0.27 2.12
2.50 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
89 0.00! 0.00 0.56 0.31 2.68 0.00 0.00 0.00 0.00
90 0.00: 0.00 0.60 0.35 2.85 0.00 0.00 0.00 0.00
91 0.00 0.00 0.64 0.39 3.02 0.00 0.00 0.00 0.00
92 0.001 0.00 0.68 0.43 3.17 0.00 0.00 0.00 ' 0.00
93
94 0.00'
0.00 ! 0.00
0.00 0.73
0.77 0.48
0.52 3.32
3.46 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
95 0.001 0.00 0.81 0.56 3.60 0.00 0.00 0.00 0.00
96 0.00 0.00 0.85 0.60 3.73 0.00 0.00 0.00 0.00
97
98
99 0.001
0.001
0.00 0.00
0.00
0.00 0.89
0.94
0.98 0.64
0.69
0.73 3.86
3.99
4.11 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
100 0.00 0.00 1.02 0.77 4.23 0.00 0.00 0.00 0.00
101 0.00 0.00 1.07 0.82 4.35 0.00 0.00 0.00 0.00
102 0.00' 0.00 1.11 0.86 4.46 0.00 0.00 0.00 0.00

t

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r

A B C D E F G H 1
103
104 Page 1 B j Brandywine
FAIDroject Files\G & A\NC\1986\Brandywine_ Basin # = W#2
.25\Documents\Reports\Rout2-25.xls 25 Yr. Trial # =
11/14/05 2
105 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
106, min.) cfs (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
107
108 24.90 29.09 438.45 17623.80 1.96 417.96 4.61 1.96 0.00
109 25.20 ' 29.31 440.61 18064.41 2.01 418.01 4.72 2.01 0.00
110 25.50 29.51 442.56 18506.97 2.05 418.05 4.83 2.05 0.00
111
112 25.80
26.10 29.70
29.87 444.29
445.80 18951.27
19397.07 2.09
2.14 418.09
418.14 4.93
5.04 2.09
2.14 0.00
0.00
-
113 26.40 30.03 447.08 19844.15 2.18 418.18 5.14 2.18 0.00
114
115
116 26.70
27.00
27.30 30.18
30.30
30.42 448.13
448.94
449.51 20292.27
20741.21
21190.72 2.23
2.27
2.31 418.23
418.27
418.31 5.24
5.33
5.43 2.23
2.27
2.31 0.00
0.00
0.00
117 27.60 30.52 449.83 21640.54 2.36 418.36 5.52 2.36 0.00
118 27.90 ; 30.60 449.90 22090.45 2.40 418.40 5.61 2.40 0.00
119 28.20 30.66 ' 449.73 22540.18 2.44 418.44 5.70 2.44 0.00
120 28.50 ' 30.71 , 449.30 22989.48 2.49 418.49 5.79 2.49 0.00
121 28.80 30.75 1 448.62 23438.10 2.53 418.53 5.88 2.53 0.00
122 29.10 1 30.77 447.68 23885.79 2.57 418.57 6.30 2.57 0.00
123 29.40 1 30.77 440.36 24326.14 2.62 418.62 7.32 2.62 0.00
124
125 29.70
30.00 1 30.76
30.73 ' 422.14
398.17 24748.29
25146.45 2.66
2.69 418.66
418.69 8.64
10.13 2.66
2.69 0.00
0.00
126
127 30.30
30.60 30.68
30.62 370.70
341.28 25517.15
25858.43 2.73
2.76 418.73
418.76 11.72
13.34 2.73
2.76 0.00
0.00
128 30.90 30.54 311.06'..
26169.49
2.79
418.79
14.94
2.79
0.00
129 31.20 30.45 ; 280.95 26450.44 2.82 418.82 16.47 2.82 0.00
130 31.50 30.34 251.60 26702.05 2.84 418.84 17.93 2.84 0.00
131
132 31.80
32.10 , 30.22
30.08 223.50!
1 196.96 26925.54
27122.50 2.86
2.88 418.86
418.88 19.28
20.52 2.86
2.88 0.00
0.00
133 32.40 ; 29.93 172.18 27294.68 2.90 418.90 21.63 2.90 0.00
134 35
1 32 .70 .00 33 ' 29.76
29.58 ' 149.28
' 128.25 27443.96
27572.21 2.91
2.92 418.91
418.92 22.63
23.52 2.91
2.92 0.00
0.00
136
137 33.30
33.60 29.38
' 29.16 109.07
91.66 27681.28
27772.95 2.93
2.94 418.93
418.94 24.28
24.95 2.93
2.94 0.00
0.00
138
139 33.90
34.20 ' 28.94
' 28.70 , 75.92
61.72 27848.87
27910.59 2.95
2.96 418.95
418.96 25.51
25.98 2.95
2.96 0.00
0.00
140 34.50 28.44 48.94 27959.53 2.96 418.96 26.36 2.96 0.00
141 34.80 ' 28.17 37.45 27996.97 2.96 418.96 26.67 2.96 0.00
142 35.10 27.89 27.11 28024.09 2.97 418.97 26.90 2.97 0.00
143
144 35.40
35.70 27.59
27.29 ' 17.82
. 9.45 28041.90
28051.36 2.97
2.97 418.97
418.97 27.07
27.18 2.97
2.97 0.00
0.00
145 36.00 ' 26.97 1.91 28053.27 2.97 418.97 27.24 2.97 0.00
146
147 36.30
36.60 ' 26.64
26.29 ..
-11.07 28048.37
28037.31 2.97
2.97 418.97
418.97 27.25
27.22 2.97
2.97 0.00
0.00
148 36.90 ' 25.98 -16.67 28020.64 2.97 418.97 27.15 2.97 0.00
149 37.20 25.63 -21.07 27999.57 2.96 418.96 27.04 2.96 0.00
150 37.50 25.29 -25.34 27974.22 2.96 418.96 26.91 2.96 0.00
151 37.80 24.96 -29.03 27945.19 2.96 418.96 26.75 2.96 0.00
152
153 38.10 : 24.63 -32.16
Maximum 27913.03
28053.27 2.96 418.96
418.97 26.56
27.25 2.96 0.00
1

I

J K L M N O P Q R
103 Page 2B Brandywine Basin # = W#2 25 Yr. Trial # = 2

104 _.
FAProject Files\G & A\NC\1986
\Brandywine_.
25\Documents\Reports\Rout2-25.xls
11/14/05
105 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
106 h Flow Flow h Flow h Flow
107
108 29.09 44.24 0.00 0.00 0.04 0.00 0.00 0.00 0.00
109 29.31 ' 43.66 0.00 0.00 0.04 0.00 0.00 0.00 0.00
110 29.51 1 43.08 0.00 0.00 0.04 0.00 0.00 0.00 0.00
Ti-, 29.70 ; 42.51 0.00 0.00 0.04 0.00 0.00 0.00 0.00
112 29.87 41.95 0.00 0.00 0.04 0.00 0.00 0.00 0.00
113 30.03 ; 41.39 0.00 0.00 0.04 0.00 0.00 0.00 0.00
114 30.18 40.84 0.00 0.00 0.04 0.00 0.00 0.00 0.00
115 _ 3030 ' 40.30 0.00 0.00 0.04 0.00 0.00 0.00 0.00
116 30.42 39.77 0.00 0.00 0.04 0.00 0.00 0.00 0.00
1
1
7 .52
30 '
39
.25 0
.00 0
.00 .04
0 0
.00 0
.00 0.00 0.00
1
1
8 30
.60 ,
.73
38 0
.00 0
.00 0
.04 0
.00 0
.00 0.00 0.00
119 30.66 1 38.21 0.00 0.00 0.04 0.00 0.00 0.00 0.00
120 30.71 37.71 0.00 0.00 0.04 0.00 0.00 0.00 0.00
121 30.75 ; 37.21 0.00 0.00 0.04 0.00 0.00 0.00 0.00
122 3077 36.72 0.03 0.34 0.04 0.00 0.00 0.00 0.00
123 30.77 36.23
0.07
.
1.27
0.04
0.00
0.00
0.00
0.00
124 30.76 35.75 1 0.12 2.51 0.04 0.00 0.00 0.00 0.00
125 _
30.73 35.28 0.16 3.94 0.04 0.00 0.00 0.00 0.00
126 30.68 34.81 0.19 5.46 0.04 0.00 0.00 0.00 0.00
127 30.62 34.35 0.23 7.02 0.04 0.00 0.00 0.00 0.00
128 30.54 33.90 ! 0.26 8.56 0.04 0.00 0.00 0.00 0.00
129 30.45 i 33.45 0.29 10.05 0.04 0.00 0.00 0.00 0.00
130 30.34 33.01 0.32 11.46 0.04 0.00 0.00 0.00 0.00
131 30.22 ! 32.57 0.34 12.77 0.04 0.00 0.00 0.00 0.00
132 30.08 32.14 0.36 13.98 0.04 0.00 0.00 0.00 0.00
133 29.93 31.72 0.38 15.07 0.04 0.00 0.00 0.00 0.00
134 29.76 1 31.30 ' 0.40 16.04 0.04 0.00 0.00 0.00 0.00
135 29.58 30.88 0.41 16.90 0.04 0.00 0.00 0.00 0.00
136 29.38 30.48 0.42 17.65 0.04 0.00 0.00 0.00 0.00
137 _ 29.16 30.07 0.43 18.30 0.04 0.00 0.00 0.00 0.00
138 28.94 ; 29.68 0.44 18.85 0.04 0.00 0.00 0.00 0.00
139 28170 29.28, 0.45 19.31 0.04 0.00 0.00 0.00 0.00
140 28.44 ! 28.90 0.46 19.68 0.04 0.00 0.00 0.00 0.00
141 28.17 28.51 0.46 19.98 0.04 0.00 0.00 0.00 0.00
142 27.89 28.14 0.46 20.21 0.04 0.00 0.00 0.00 0.00
143 27.59 27.76 0.47 20.38 0.04 0.00 0.00 0.00 0.00
144 27.29 27.40 0.47 20.49 0.04 0.00 0.00 0.00 0.00
145 26.97 27.04 0.47 20.55 0.04 0.00 0.00 0.00 0.00
146 26.64 26.68 0.47 20.56 0.04 0.00 0.00 0.00 0.00
147 26.29 26.33 0.47 20.53 0.04 0.00 0.00 0.00 0.00
148 25.94 25.98 0.47 20.46 0.04 0.00 0.00 0.00 0.00
149 25.57 25.63 0.47 20.36 0.04 0.00 0.00 0.00 0.00
150 25.20 25.29 0.46 20.23 0.04 0.00 0.00 0.00 0.00
151 24.81 24.96 0.46 20.07 0.04 0.00 0.00 0.00 0.00
152 24.41 24.63 0.46 19.89 0.04 0.00 0.00 0.00 0.00
153 Maximum 20.56 0.04 0.00 0.00
u

E

u

S T U V W X Y Z AA
103

104 Page 3B Brandywine
- - -
F\Project Files\G & A\NC\1986\Brandywine_ Basin # = W#2

.25\Documents\Reports\Rout2-25.xls 25 Yr. Trial # =

11/14/05 2
105
106 Riser_ 2
h Riser 2
Flow Weir - S1 Orifice-S1
h h Slot 1
Flow Weir - S2
h Orifice-S2
h Slot 2
Flow Pipe 2
Flow
107
108 0.00 0.00 1.15 0.90 4.57 0.00 0.00 0.00 0.00
109
110
111
112
113 0.00
0.00
0.00
- 0.00'
0.00'
-- 0.00
0.00
0.00
0.00
0.00 1.20
1.24
1.28
1.33
1.37 0.95
0.99
1.03
1.08
1.12 4.68
4.79
4.90
5.00
5.10 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
114
115
116
117 0.001
0 00
0.00;
01001 0.00
0.00
0.00
0.00 1.42
1.46
1.50
1.55 1.17
1.21
1.25
1.30 5.20
5.29
5.39
5.48 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00-
0.00
0.00
118 0.001 0.00 1.59 1.34 5.57 0.00 0.00 0.00 0.00
119
120
121 0.00:
0.00'
0.00 0.00
0.00
0.00 1.63
1.68
1.72 1.38
1.43
1.47 5.66
5.75
5.84 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
122
123 0.001
0.001 0.00
0.00 1.76
1.81 1.51
1.56 5.92
6.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
124
125
126
127 0.00'
0.00
0.001 ,
0.00' 0.00
0.00
0.00
0.00 1.85
' 1.88
1.92
1.95 1.60
1.63
1.67
1.70 6.08
6.15
6.22
6.28 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
128 0.00 0.00 1.98 1.73 6.33 0.00 0.00 0.00 0.00
129
130 0.00!
0.00; 0.00
0.00 2.01
2.03 1.76
1.78 6.38
6.42 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
131 0.001 0.00 ' 2.05 1.80 6.46 0.00 0.00 0.00 0.00
132 _
0.00 ! 0.00 2.07 1.82 6.49 0.00 0.00 0.00 0.00
133
134 0.00
0.00; 0.00
0.00 2.09
2.10 1.84
1.85 6.52
6.55 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
135 0.00' 0.00 2.11 1.86 6.57 0.00 0.00 0.00 0.00

136 -
0.00;
0.00
2.12
1.87
6.59
0.00
0.00
0.00
0.00
137 0.00 0.00 2.13 1.88 6.60 0.00 0.00 0.00 0.00
138 0.00 j 0.00 2.14 1.89 6.62 0.00 0.00 0.00 0.00
139 0.00! 0.00 2.15 1.90 6.63 0.00 0.00 0.00 0.00
140
141 0.00
0.001 0.00
0.00 2.15
2.15 1.90
1.90 6.63
6.64 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
142 0.00', 0.00 2.16 1.91 6.64 0.00 0.00 0.00 0.00
143 0.00 0.00 2.16 1.91 6.65 0.00 0.00 0.00 0.00
144 0.00 0.00 2.16 1.91 6.65 0.00 0.00 0.00 0.00
145 0.001 0.00 2.16 1.91 6.65 0.00 0.00 0.00 0.00
146 0.00 0.00 2.16 1.91 6.65 0.00 0.00 0.00 0.00
147 0.M 0.00 2.16 1.91 6.65 0.00 0.00 0.00 0.00
148 0.00: 0.00 2.16 1.91 6.64 0.00 0.00 0.00 0.00
149 0.00 0.00 ' 2.15 1.90 6.64 0.00 0.00 0.00 0.00
150 0.00 0.00 2.15 1.90 6.64 0.00 0.00 0.00 0.00
151 0.00 0.00 2.15 1.90 6.63 0.00 0.00 0.00 0.00
152 0.00 0.00 2.15 1.90 6.63 0.00 0.00 0.00 0.00
153 Maximum 0.00 6.65 0.00 0.00

1

A B C D E F G H I
1
2
3 Stormwater Routing 2E
Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
Using Chainsaw Routing procedure by H. R. Malcom
4
5
6
7
8
9
10
11
Project: Brandywine
_-
Qp = 36.52cfs Tp =
Ks = 8250.5 b =
Co = 0.6 Diam. =
Allowable -Q = cfs
FAProject Files\G & A\NC\1986\Brandywine_.25\Documen Storm
Location: Cary, NC

66.3 mins.
1.1246
1 in.
Elevation at Z = 0 is
ts\Reports\Rout2-C.xls 100 Yr.

dT =
Pipe El. =
A =
416.00 Trial # 2
Basin # W#2

0.60 mins.
416.00 ft.
0.0055 s. f.
ft. pipe Z = 0.00
Date: 11/14/05
12
13 Time
min. Inflow
cfs dStorage
cu. ft. Storage
(cu. Ft. Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
ft.)
14
15
16
17 0.00
0.60
1.20 0.00
0.01
0.03, 0.00
0.00
0.27 0.00
0.00
0.27 0.00
0.00
0.00 416.00
416.00
416.00 0.00
0.00
0.00
0.00
0.00
0.00
0.00
18
19
20
21 1.80
2.40
3.00
3.60 0.07
, 0.12
, 0.181,
0.27'i 1.06
2.39
4.25
6.63 1.33
3.72
7.96
14.59 0.00
0.00
0.00
0.00 416.00
416.00
416.00
416.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
22
23 4.20
4.80 0.36
' 0.47 9.54
12.97 24.14
37.11 0.01
0.01 416.01
416.01 0.00
0.00 0.01
0.01 0.00
0.00
24 5.40 , 0.59 16.93 54.04 0.01 416.01 0.00 0.01 0.00
25 6.00 ' 0.73 21.40 75.44 0.02 416.02 0.00 0.02 0.00
26 6
0 0
8
, 26.39 101.83 0.02 416.02 0.00 0.02 0.00
0
__:2 .
05 31.88 133.71 0.03 416.03 0.00 0.03 0.00
28 7.80 1 1.23 37.88 171.59 0.03 416.03 0.00 0.03 0.00
29 -
8.40 : .43
44.37
215.96
0.04
416.04
0.00
0.04
0.00
30 9.00 1 1.64. 267.32 0.05 416.05 0.00 0.05 0.00
31 9.60 1.86 58.80 326.13 0.06 416.06 0.00 0.06 0.00
32 10.20 2.09 66.73 392.86 0.07 416.07 0.00 0.07 0.00
33 10.80 2.34 75.15 468.01 0.08 416.08 0.00 0.08 0.00
34 1
1.40 2.60 84.04 552.04 0.09 416.09 0.01 0.09 0.00
35 -
12.00 2.87 93.39 645.44 0.10 416.10 0.01 0.10 0.00
36 12.60 3.16 103.20 748.64 0.12 416.12 0.01 0.12 0.00
37 13.20 ! 3.46, 113.46 862.10 0.13 416.13 0.01 0.13 0.00
38 13.80 3.77 124.16 986.26 0.15 416.15 0.01 0.15 0.00
39 14.40 ' 4.09' 135.29 1121.55 0.17 416.17 0.01 0.17 0.00
40 15.00 : 4.42 146.84 1268.39 0.19 416.19 0.01 0.19 0.00
41 15.60 4.77 158.81 1427.20 0.21 416.21 0.01 0.21 0.00
42 16.20 5.12 171.18 1598.38 0.23 416.23 0.01 0.23 0.00
43 16.80 5.49 183.94 1782.32 0.26 416.26 0.01 0.26 0.00
44 17.40 ' 5.86 197.08 1979.40 0.28 416.28 0.01 0.28 0.00
45 18.00 6.25 210.60 2190.00 0.31 416.31 0.01 0.31 0.00
46 18.60 6.64 224.47 2414.47 0.34 416.34 0.01 0.34 0.00
47 19.20 7.05 238.70 2653.16 0.36 416.36 0.01 0.36 0.00
48 19.80 7.46 253.26 2906.42 0.40 416.40 0.02 0.40 0.00
49 20.40 7.89 268.15 3174.57 0.43 416.43 0.02 0.43 0.00
50 21.00 8.32 283.35 3457.92 0.46 416.46 0.02 0.46 0.00
51 21.60 8.76 1,, 298.85 3756.77 0.50 416.50 0.02 0.50 0.00

J K L M N O P Q R
1
2 Page 2 Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_. Basin # = W#2
25\Documents\Reports\Rout2-C.xls 100 Yr. Trial # =
11/14/05 2
3
4
No.
Elev. Riser Pipes
Diam. Z
r
Weir L
Orifice A
5 Results
6
7 1
2 500.00
500.00 24
18 84.00
84.00 1.00
0.75 6.28
4.71 3.1416
1.7671 Max Elev.
Max Flow 419.10
36.49
8
9 Weir 1 El. = 418.50 Weir 1 L = 20.00 ft. Cw = 3.2 Stage = 2.50
10 Weir 2 El. _ 500.001 Weir 2 L = 10.00 ft. Cw = 3.2 Stage = 84.00
11
12 Q(<1.25T
p)
Q(>1.25Tp)
Weir 1
Weir 1
Pipe 1
Riser 1
Riser 1
Weir 2
Weir 2
h Flow Flow h Flow h Flow
N

0.01 156.64 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17
18 0.03
0.07i 154.81
153.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
19 0.121 151.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20 0.18; 149.44 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21 0.27 147.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00

22 -
0.36!
145.97
0.00
0.00
0.00
0.00
0.00
0.00
0.00
23
24 0.47
0.591 144.26
142.57 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
25 0.731 140.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26 0.891 139.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27
28 1.05 ?
1.231 137.63
136.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
29 1.43 134.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30 1.64 132.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 1.86 131.30' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 2.09; 129.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 2.34; 128.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 2.60 126.75 0.00 0.00 0.01 0.00 0.00 0.00 0.00
35 2.87 125.27 0.00 0.00 0.01 0.00 0.00 0.00 0.00
36 3.16 123.80 0.00 0.00 0.01 0.00 0.00 0.00 0.00
37 3.46 ! 122.35 0.00 0.00 0.01 0.00 0.00 0.00 0.00
38 3.77 120.92 0.00 0.00 0.01 0.00 0.00 0.00 0.00
39 4.09 119.51 0.00 0.00 0.01 0.00 0.00 0.00 0.00
40 4.42; 118.11 0.00 0.00 0.01 0.00 0.00 0.00 0.00
41 4.77 116.73 0.00 0.00 0.01 0.00 0.00 0.00 0.00
42 5.12 115.36 0.00 0.00 0.01 0.00 0.00 0.00 0.00
43 5.49,! 114.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00
44 5.86 ' 112.68 0.00 0.00 0.01 0.00 0.00 0.00 0.00
45 6.25 111.36 0.00 0.00 0.01 0.00 0.00 0.00 0.00
46 6.64 110.06 0.00 0.00 0.01 0.00 0.00 0.00 0.00
47 7.05 108.77 0.00 0.00 0.01 0.00 0.00 0.00 0.00
48 7.46 107.50 0.00 0.00 0.02 0.00 0.00 0.00 0.00
49 7.89 106.24 0.00 0.00 0.02 0.00 0.00 0.00 0.00
50 8.32 105.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00
51 8.76 103.77 0.00 0.00 0.02 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
1 Page 3 Brandywine Basin # = W#2 100 Yr. Trial # = 2
2 F:\Project File s\G & A\NC\1986\Brandywine_ .25\Documents\Reports\Rout2-C.xls 11/14/05
3 Slots
4 No. Bottom Height Length Weir Orifice Top Area Z
5 Elev. (ft.) (ft.) C C Elev. (s. f.) (ft.)
6 1 416.81 0.50 2.00 3.2 0.6 417.31 1.00 0.81
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 84.00
8
9 Pipe 2
10 El. 500.00 Z = 84.00 Diam. = 24 in. A = 3.1416 s.f.
11 Slot 1 Slot 2
12
13 --Rise-r2-
h Riser 2
Flow Weir
h Orifice
h Slot
Flow Weir
h Orifice
h Slot
Flow Pipe 2
Flow
14
15
- -
16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.00i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19
20 _ 0.00'
0.00 0.00
0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00
21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
23
24
25 _
0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
26
27 0.00
0
.00; 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00, 0.00
0.00 0.00'
0.00 0.00
0.00
28
29 _
0.001
0
.00
i 0.00
0
.00
' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
30
31
32 0
.00,
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 0.00; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00
40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

A B C D E F G H 1
52
53 Page 1A Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_ Basin # = W#2
.25\Documents\Reports\Rout2-C.xls 100 Yr. Trial # =
11/14/05 2
54 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
55 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
56
57 22.20 9.21 314.65 4071.42 0.53 416.53 0.02 0.53 0.00
58 22.801 9.66 330.72 4402.14 0.57 416.57 0.02 0.57 0.00
59 2140 10.12 347.05 4749.19 0.61 416.61 0.02 0.61 0.00
60 24.00 10.59 363.64 5112.83 0.65 416.65 0.02 0.65 0.00
61 24.60 11.06 380.46 5493.28 0.70 416.70 0.02 0.70 0.00
62 25.20! 11.54 397.50 5890.78 0.74 416.74 0.02 0.74 0.00
63 25.80 12.03 414.75 6305.54 0.79 416.79 0.02 0.79 0.00
64 26.40 12.52 432.20 6737.74 0.84 416.84 0.05 0.84 0.00
65 27.00 13.01 448.91 7186.65 0.88 416.88 0.15 0.88 0.00
66 27.60 13.51 462.94 7649.59 0.93 416.93 0.31 0.93 0.00
67 28.20 14.02 475.40 8124.99 0.99 416.99 0.50 0.99 0.00
68 28.80 14.52 486.59 8611.58 1.04 417.04 0.73 1.04 0.00
69 29.40 15.031 496.66 9108.24 1.09 417.09 0.98 1.09 0.00
70 30.00 15.54 505.71 9613.95 1.15 417.15 1.27 1.15 0.00
71 30.60 16.06 513.80 10127.75 1.20 417.20 1.59 1.20 0.00
72 31.20 16.58 521.00 10648.75 1.25 417.25 1.93 1.25 0.00
73 31.80
- 17.09 527.34 11176.09 1.31 417.31 2.29 1.31 0.00
74 32.40 17.61 532.86 11708.95 1.37 417.37 2.69 1.37 0.00
75 33.00 18.13 537.22 12246.17 1.42 417.42 2.92 1.42 0.00
76 33.60' 18.65 547.53 12793.70 1.48 417.48 3.14 1.48 0.00
77 34.201 19.17
558.37
13352.07
1.53
417.53
3.35
1.53
0.00
78 34.80 19.69 569.60 13921.66 1.59 417.59 3.54 1.59 0.00
79 35.40 20.20 581.13 14502.80 1.65 417.65 3.73 1.65 0.00

0 592.90 15095.70 1.71 417.71 3.92 1.71 0.00
1
8 36.60' 211.23
604.85
15700.55
1.77
417.77
4.10
1.77
0.00
82 37.20? 21.74 616.92 16317.48 1.83 417.83 4.27 1.83 0.00
83 37.80! 22.25 629.09 16946.56 1.90 417.90 4.44 1.90 0.00
84 38.40 22.76' 641.30 17587.86 1.96 417.96 4.60 1.96 0.00
85 39.00 23.26' 653.54 18241.40 2.02 418.02 4.76 2.02 0.00
86 39.60! 23.751 665.76 18907.16 2.09 418.09 4.92 2.09 0.00
87 40.20' 24.25' 677.95 19585.11 2.16 418.16 5.08 2.16 0.00
88 40.801 24.74 690.08 20275.20 2.22 418.22 5.23 2.22 0.00
89 41.40' 25.22 702.13 20977.33 2.29 418.29 5.38 2.29 0.00
90 42.00 25.69 714.08 21691.41 2.36 418.36 5.53 2.36 0.00
91 42.601 26.17 725.91 22417.32 2.43 418.43 5.68 2.43 0.00
92 43.20 26.63 737.59 23154.91 2.50 418.50 5.82 2.50 0.00
93 43.80 27.09 749.11 23904.02 2.58 418.58 5.98 2.58 0.00
94 44.40 27.54 760.02 24664.04 2.65 418.65 7.42 2.65 0.00
95 45.00' 27.98 724.13 25388.17 2.72 418.72 9.87 2.72 0.00
96 45.601 28.42 651.88 26040.05 2.78 418.78 12.82 2.78 0.00
97 46.20' 28.85 561.71 26601.77 2.83 418.83 15.87 2.83 0.00
98 46.80 29.26 467.09 27068.85 2.88 418.88 18.77 2.88 0.00
99 47.40 29.67 377.64 27446.49 2.91 418.91 21.36 2.91 0.00
100 48.00 30.07 299.27 27745.76 2.94 418.94 23.56 2.94 0.00
101 48.60 30.47 234.55 27980.31 2.96 418.96 25.37 2.96 0.00
102 , 49.20 30.85 183.59 28163.90 2.98 418.98 26.82 2.98 0.00

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J K L M N O P Q R
52 Page 2A
- Brandywine Basin # = W#2 100 Yr. Trial # = 2
53 Project Files\G & A\NC\1986\Brandywine_.
FA 25\Documents\Reports\Rout2-C.xls 11/14/05
54
55 Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
56
57
58
9.21
9.66
102.56
101.36
0.00
0.00
0.00
0.00
0.02
0.02
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
59
60

61
62 10.12
10.59
- ---
11.06
11.54 . 100.17
: 99.00
-
i; 97.84
96.70 0.00
0.00

0.00
0.00 0.00
0.00

0.00
0.00 0.02
0.02

0.02
0.02 0.00
0.00

0.00
0.00 0.00
0.00

0.00
0.00 0.00
0.00

0.00
0.00 0.00
0.00

0.00
0.00
63 12.03 ' 95.57 0.00 0.00 0.02 0.00 0.00 0.00 0.00
64
65
66
67 12.52
13.01
13.51
14.02 94.45
93.35
92.26
91.18 0.00
0.00
1 0.00
0.00 0.00
0.00
0.00
0.00 0.02
0.02
0.02
0.03 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
68 14.52 ' 90.11 0.00 0.00 0.03 0.00 0.00 0.00 0.00
69 15.03 ' 89.06
. 0.00 0.00 0.03 0.00 0.00 0.00 0.00
0 88.01 0.00 0.00 0.03 0.00 0.00 0.00 0.00
7
1
72 16 06
16.58 86.98
1 85.97 0.00
, 0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
73
74 17.09
17.61 84.96
83.97 0.00
0.00 0.00
0.00 0.03
0.03 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
75 18.13 82.99 0.00 0.00 0.03 0.00 0.00 0.00 0.00
76 18.65 _
1 82.02 0.00 0.00 0.03 0.00 0.00 0.00 0.00
77 19.17 1, 81.06 1 0.00 0.00 0.03 0.00 0.00 0.00 0.00
78 19.69 80.11 : 0.00 0.00 0.03 0.00 0.00 0.00 0.00
79 20.20 1 79.17 0.00 0.00 0.03 0.00 0.00 0.00 0.00
80 20.72 78.25 0.00 0.00 0.03 0.00 0.00 0.00 0.00
81 21.23 77.33 0.00 0.00 0.03 0.00 0.00 0.00 0.00
82
83 21.74
22.25 76.43
1 75.53 0.00
1, 0.00 0.00
0.00 0.04
0.04 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
84 22.76 : 74.65 : 0.00 0.00 0.04 0.00 0.00 0.00 0.00
85 23.26 ; 73.78 0.00 0.00 0.04 0.00 0.00 0.00 0.00
86 23.75 72.91 0.00 0.00 0.04 0.00 0.00 0.00 0.00
87
88
89
90
91
92 24.25
24.74
25.22
25.69
26.17
26.63 72.06
71.22
1 70.38
69.56
68.75
67.94 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.04
0.04
0.04
0.04
0.04
0.04 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00
93 27.09
67.15
0.00
0.01
0.04
0.00
0.00
0.00
0.00
94
95 27.54
27.98 66.36
65.59 0.08
0.15 1.32
3.64 0.04
0.04 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
96
97 28.42
28.85 : 64.82
64.06 0.22
0.28 6.46
9.42 0.04
0.04 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
98 29.26 63.31 0.33 12.24 0.04 0.00 0.00 0.00 0.00
99 29.67 62.57 0.38 14.77 0.04 0.00 0.00 0.00 0.00
100 30.07 61.84 0.41 16.92 0.04 0.00 0.00 0.00 0.00
101 30.47 61.12 0.44 18.68 0.04 0.00 0.00 0.00 0.00
102 30.85 60.40 0.46 20.11 0.04 0.00 0.00 0.00 0.00

J
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S T U V W X Y Z AA
Page 3A ! Brandywine Basin # = W#2 100 Yr. Trial # = 2
r
53 FA roject Files\G & A\NC\1986\Brandywine_ .25\Docume nts\Reports\Rout2-C.xls 11 /14/05
Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
55 h Flow h h Flow h h Flow Flow
56
57
58
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60
61 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
62
63
64 _ 0.00
0.00'
0.00 0.00
0.00
0.00 0.00
0.00
0.03 0.00
0.00
0.00 0.00
0.00
0.03 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
65
66 0.00
0.00 0.00
0.00 0.07
0.12 0.00
0.00 0.13
0.28 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
67 0.00' 0.00 0.18 0.00 0.47 0.00 0.00 0.00 0.00
68 0.00 0.00 0.23 0.00 0.70 0.00 0.00 0.00 0.00
69 0.00 0.00 0.28 0.00 0.96 0.00 0.00 0.00 0.00
70 0.00'.
- 0.00 0.34 0.00 1.24 0.00 0.00 0.00 0.00
71 0.00! 0.00 0.39 0.00 1.56 0.00 0.00 0.00 0.00
72
73 0.001
0.00; 0.00
0.00 0.44
0.50 0.00
0.00 1.90
2.26 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
74 0.00 0.00 0.56 0.31 2.66 0.00 0.00 0.00 0.00
75 0.00 0.00 0.61 0.36 2.89 0.00 0.00 0.00 0.00
76 0.00 0.00 0.67 0.42 3.11 0.00 0.00 0.00 0.00
77 0.00' 0.00 0.72 0.47 3.31 0.00 0.00 0.00 0.00
78 0.001 0.00 0.78 0.53 3.51 0.00 0.00 0.00 0.00
79 0.00! 0.00 0.84 0.59 3.70 0.00 0.00 0.00 0.00

80
81 f
0 00?
0.00'
0.00
0.00
. 0.90
0.96
0.65
0.71
3.88
4.06
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
82
83 0.00;
0.00 0.00

0.00 1.02

1.09 0.77

0.84 4.23

4.40 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00
84 0.00! 0.00 1.15 0.90 4.57 0.00 0.00 0.00 0.00

85 -
0.00;
0.00
1.21
0.96
4.73
0.00
0.00
0.00
0.00
86
87 0.00!
0.001 0.00
0.00 1.28
1.35 1.03
1.10 4.88
5.04 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
88 0.00' 0.00 1.41 1.16 5.19 0.00 0.00 0.00 0.00
89 0.00, 0.00 1.48 1.23 5.34 0.00 0.00 0.00 0.00
90 0.00 j 0.00 1.55 1.30 5.49 0.00 0.00 0.00 0.00
91 0.00 0.00 1.62 1.37 5.64 0.00 0.00 0.00 0.00
92 0.00 0.00 1.69 1.44 5.78 0.00 0.00 0.00 0.00
93 0.00 0.00 1.77 1.52 5.92 0.00 0.00 0.00 0.00
94 0.00 0.00 1.84 1.59 6.06 0.00 0.00 0.00 0.00
95 0.00 0.00 1.91 1.66 6.19 0.00 0.00 0.00 0.00
96 0.00 0.00 1.97 1.72 6.31 0.00 0.00 0.00 0.00
97 0.00 0.00 2.02 1.77 6.41 0.00 0.00 0.00 0.00
98 0.00 0.00 2.07 1.82 6.48 0.00 0.00 0.00 0.00
99 0.00' 0.00 2.10 1.85 6.55 0.00 0.00 0.00 0.00
100 0.00 0.00 2.13 1.88 6.60 0.00 0.00 0.00 0.00
101 0.00 0.00 2.15 1.90 6.64 0.00 0.00 0.00 0.00
102 0.00 0.00 2.17 1.92 6.67 0.00 0.00 0.00 0.00

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A B C D E F G H I
103
104 Page 1 B Brandywine
F \Project Files\G & A\NC\1986\Brandywine_ Basin # = W#2
.25\Documents\Reports\Rout2-C.xls 100 Yr. Trial # =
11/14/05 2
105 Time _ Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
106 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
107
108
109
49.80
50.40
31.22
31.58
144.95
881.36
28308.85
29190.21
2.99
3.08
418.99
419.08
6.74
29.04
2.99
3.08
0.00
0.00
110
111 51.00
51.60 ' 31.93
32.27 91.49
-105.39 29281.70
29176.31 3.08
3.07 419.08
419.07 34.86
35.47 3.08
3.07 0.00
0.00
112 52.20 ' 32.59 ; -115.15 29061.16 3.06 419.06 34.73 3.06 0.00
113 52.80 ! 32.91 -76.73 28984.44 3.06 419.06 33.93 3.06 0.00
114
115
116
117
118 53.40
54.00
54.60
55.20
55.80 33.21
33.51
33.78
34.05

34.31 -36.78
-7.02
12.41
24.09

30.57 28947.65
28940.63
28953.04
28977.13

29007.70 3.05
3.05
3.05
3.06

3.06 419.05
419.05
419.05
419.06

419.06 33.41
33.16
33.12
33.20

33.37 3.05
3.05
3.05
3.06

3.06 0.00
0.00
0.00
0.00

0.00
119 56.40 1 34.55 33.73 29041.43 3.06 419.06 33.58 3.06 0.00
120 57.00 1 34.78 , 34.83 29076.26 3.07 419.07 33.81 3.07 0.00
121
122 57.60
58.20
- 1: 34.99
' 35.19
- -- , 34.66
: 33.72 29110.91
29144.63 3.07
3.07 419.07
419.07 34.05
34.29 3.07
3.07 0.00
0.00
123
124
125 58.80
59.40
60.00 35.38
35.55
35.71 ' 32.32
30.64
28.79 29176.95
29207.58
29236.38 3.07
3.08
3.08 419.07
419.08
419.08 34.53
34.75
34.97 3.07
3.08
3.08 0.00
0.00
0.00
126
127
128 60.60
61.20
61.80 1 35.86
35.99
36.11 26.85
24.84
; 22.80 29263.22
29288.07
29310.87 3.08
3.08
3.09 419.08
419.08
419.09 35.17
35.36
35.53 3.08
3.08
3.09 0.00
0.00
0.00
129
130 62.40
63.00 ' 36.21
36.30 20.74
' 18.67 29331.61
29350.28 3.09
3.09 419.09
419.09 35.69
35.84 3.09
3.09 0.00
0.00
131 63.60 ; 36.37 ' 16.59 29366.87 3.09 419.09 35.97 3.09 0.00
132 64.20 1 36.43 14.50 29381.37 3.09 419.09 36.08 3.09 0.00
133 64.80 1 36.47 12.41 29393.77 3.09 419.09 36.19 3.09 0.00
134
135 65.40
66.00 36.50
1 36.52 ' 10.32
8.22 29404.09
29412.32 3.10
3.10 419.10
419.10 36.27
36.35 3.10
3.10 0.00
0.00
136 66.60 36.52 6.13 29418.45 3.10 419.10 36.41 3.10 0.00
137
138
139 67.20
67.80
68.40 1 36.50
i: 36.47
1 36.43 ' 4.04
1.96
-0.13 29422.49
29424.45
29424.32 3.10
3.10
3.10 419.10
419.10
419.10 36.45
36.48
36.49 3.10
3.10
3.10 0.00
0.00
0.00
140 69.00 ' 36.37 -2.21 29422.11 3.10 419.10 36.49 3.10 0.00
141 69.60 36.30 -4.28 29417.83 3.10 419.10 36.47 3.10 0.00
142 70.20 36.21 -6.36 29411.47 3.10 419.10 36.44 3.10 0.00
143
144 70.80
71.40 36.11
1 35.99 -8.42
-10.48 29403.05
29392.57 3.10
3.09 419.10
419.09 36.40
36.34 3.10
3.09 0.00
0.00
145 72.00 35.86 -12.53 29380.04 3.09 419.09 36.26 3.09 0.00
146 72.60 35.71 -14.57 29365.47 3.09 419.09 36.17 3.09 0.00
147 73.20 1 35.55 -16.61 29348.86 3.09 419.09 36.07 3.09 0.00
148 73.80 : 35.38 -18.63 29330.24 3.09 419.09 35.95 3.09 0.00
149 74.40 35.19 -20.64 29309.59 3.09 419.09 35.82 3.09 0.00
150 75.00 34.99 -22.65 29286.95 3.08 419.08 35.67 3.08 0.00
151 75.60 34.78 -24.64 29262.31 3.08 419.08 35.51 3.08 0.00
152 76.20 34.55 -26.62 29235.69 3.08 419.08 35.34 3.08 0.00
153 Maximum 29424.45 419.10 36.49

0

L

0

0

1
J K L M N O P Q R
103 Page 2B Brandywine Basin # = W#2 100 Yr. Trial # = 2
104 FAProject Files\G &A\NC\1986\Brandywine_. 25\Documents\Reports\Rout2-C.xls 11/14/05
105 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
106 h Flow Flow h Flow h Flow
107
108 3122 59.70 0.00 0.00 0.05 0.00 0.00 0.00 0.00
109 31.58 59.00 0.49 22.16 0.05 0.00 0.00 0.00 0.00
110 31.93 1 58.31 0.58 27.96 0.05 0.00 0.00 0.00 0.00
111 32.27 57.63 0.58 28.59 0.05 0.00 0.00 0.00 0.00
112 32.59 56.95 0.57 27.87 0.05 0.00 0.00 0.00 0.00
113 32.91 56.29 0.56 27.09 0.05 0.00 0.00 0.00 0.00
114 33.21 55.63 0.56 26.57 0.05 0.00 0.00 0.00 0.00
115 33.51 54.98 0.55 26.32 0.05 0.00 0.00 0.00 0.00
116 33.78 54.33 0.55 26.28 0.05 0.00 0.00 0.00 0.00
117 34.05 53.70 0.55 26.36 0.05 0.00 0.00 0.00 0.00
118 3-4-3-1 53.07 0.56 26.52 0.05 0.00 0.00 0.00 0.00
119 -34-.5-5 7 52.45 0.56 26.73 0.05 0.00 0.00 0.00 0.00
120 34.78 51.84 0.56 26.95 0.05 0.00 0.00 0.00 0.00
121 34.99 51.23 0.57 27.19 0.05 0.00 0.00 0.00 0.00
122 3
5.19 50.63 ' 0.57 27.42 0.05 0.00 0.00 0.00 0.00
123 _
-35.38 -
50.04
' 0.57
27.65
0.05
0.00
0.00
0.00
0.00
124 35.55 ; 49.45 0.57 27.87 0.05 0.00 0.00 0.00 0.00
125 35.71 , 48.87 0.58 28.08 0.05 0.00 0.00 0.00 0.00
126 35.86 48.30 0.58 28.28 0.05 0.00 0.00 0.00 0.00
127 35.99 , 47.74 0.58 28.46 0.05 0.00 0.00 0.00 0.00
128 3611 ' 47.18 0.58 28.63 0.05 0.00 0.00 ' 0.00 0.00
129 36.21 46.63 ' 0.59 28.79 0.05 0.00 0.00 0.00 0.00
130 36.30 ! 46.08 0.59 28.93 0.05 0.00 0.00 0.00 0.00
131 36.37 45.54 0.59 29.06 0.05 0.00 0.00 0.00 0.00
132 36.43 ; 45.01 0.59 29.18 0.05 0.00 0.00 0.00 0.00
133 36.47 ; 44.48 ; 0.59 29.28 0.05 0.00 0.00 0.00 0.00
134 36.50 43.96 ' 0.59 29.36 0.05 0.00 0.00 0.00 0.00
135 36.52 1 43.45 ! 0.60 29.43 0.05 0.00 0.00 0.00 0.00
136 36.5-2- 1 42.94 0.60 29.49 0.05 0.00 0.00 0.00 0.00
137 36.50 1 42.44 0.60 29.53 0.05 0.00 0.00 0.00 0.00
138 36.47 ' 41.94 0.60 29.56 0.05 0.00 0.00 0.00 0.00
139 36.43 41.45 0.60 29.58 0.05 0.00 0.00 0.00 0.00
140 36.37 40.97 0.60 29.58 0.05 0.00 0.00 0.00 0.00
141 36.30 40.49 0.60 29.56 0.05 0.00 0.00 0.00 0.00

142 -
36.21
40.02
0.60
29.53
0.05
0.00
0.00
0.00
0.00
143 36.11 39.55 0.60 29.49 0.05 0.00 0.00 0.00 0.00
144 35.99 39.08 0.60 29.43 0.05 0.00 0.00 0.00 0.00
145 35.86 38.63 0.59 29.35 0.05 0.00 0.00 0.00 0.00
146 35.71 38.18 0.59 29.27 0.05 0.00 0.00 0.00 0.00
147 35.55 37.73 0.59 29.17 0.05 0.00 0.00 0.00 0.00
148 35.38 37.29 0.59 29.05 0.05 0.00 0.00 0.00 0.00
149 35.19 36.85 0.59 28.92 0.05 0.00 0.00 0.00 0.00
150 34.99 36.42 0.59 28.78 0.05 0.00 0.00 0.00 0.00
151 34.78 36.00 0.58 28.63 0.05 0.00 0.00 0.00 0.00
152 34.55 35.57 0.58 28.46 0.05 0.00 0.00 0.00 0.00
153 Maximum 29.58 0.05 0.00 0.00

u

S T U V W X Y Z AA
r104 Page 3B Brandywine
F:\Project Files\ - & A\NC\1986\Brandywine_ Basin # = W#2
.25\Documents\Reports\Rout2-C.xIs 100 Yr. Trial # =
11/14/05 2
Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir S2 Orifice-S2 Slot 2 Pipe 2
h Flow h h Flow h h Flow Flow
107
108
109
0.00
0.00
0.00
' 0.00
2.18
2.27
1.93
2.02
6.69
6.83
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
110 0.00 ' 0.00 2.27 2.02 6.85 0.00 0.00 0.00 0.00
111 0.00 0.00 2.26 2.01 6.83 0.00 0.00 0.00 0.00
112 0.00 ' 0.00 2.25 2.00 6.81 0.00 0.00 0.00 0.00
113 0.00 ' 0.00 2.25 2.00 6.80 0.00 0.00 0.00 0.00
114 0.00 0.00 2.24 1.99 6.79 0.00 0.00 0.00 0.00
1 5

1
116

0.00
0.00
0.00
',
0.00
2.24

2.24
1.99

1.99
6.79

6.79
0.00

0.00
0.00

0.00
0.00

0.00
0.00

0.00
117
118 0.00
0.00 0.00
0.00 2.25
2.25 2.00
2.00 6.80
6.80 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
119 0.00 0.00 2.25 2.00 6.81 0.00 0.00 0.00 0.00
120 0.00 0.00 2.26 2.01 6.81 0.00 0.00 0.00 0.00
121 0.00 1 0.00 2.26 2.01 6.82 0.00 0.00 0.00 0.00
122 0.00 ' 0.00 2.26 2.01 6.82 0.00 0.00 0.00 0.00
123 0.00 i 0.00 2.26 2.01 6.83 0.00 0.00 0.00 0.00
124
125 0.00
0.00 . 0.00
0.00 2.27
2.27 2.02
2.02 6.83
6.84 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
126 0.00 ' 0.00 2.27 2.02 6.84 0.00 0.00 0.00 0.00
127 0.00 0.00 2.27 2.02 6.85 0.00 0.00 0.00 0.00
128
129 0.00
0.00 1 0.00
0.00 2.28
2.28 2.03
2.03 6.85
6.85 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
130
131
132 1
0 00
0.00 0.00
! 0.00
; 0.00 2.28
2.28
2.28 2.03
2.03
2.03 6.86
6.86
6.86 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
133 0.00 '' 0.00 2.28 2.03 6.86 0.00 0.00 0.00 0.00
134 0
. 00 ; 1 2.29 2.04 6.87 0.00 0.00 0.00 0.00
135 -
1 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
136 0.00 ' 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
137 0.00 ' 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
138 0.00 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
139 1 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
140 0.00 1 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
141 1 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
142 0.00 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
143 0.00 ' 0.00 2.29 2.04 6.87 0.00 0.00 0.00 0.00
144 0.00 1 0.00 2.28 2.03 6.86 0.00 0.00 0.00 0.00
145 0.00 ' 0.00 2.28 2.03 6.86 0.00 0.00 0.00 0.00
146
147
148 0.00
0.00
0.01 0.00
0.00
0.00 2.28
2.28
2.28 2.03
2.03
2.03 6.86
6.86
6.85 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
149 0.00 ! 0.00 2.28 2.03 6.85 0.00 0.00 0.00 0.00
150
151 0.00
0.00 , 0.00
0.00 2.27
2.27 2.02
2.02 6.85
6.84 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
152 0.00 ' 0.00 2.27 2.02 6.84 0.00 0.00 0.00 0.00
153 Maximum 0.00 6.87 0.00 0.00

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
3 Using Chainsaw Routing procedure by H. R. Malcom
4 Storm 1 Yr. Trial # 1
5 Project: Brandywine Location: Cary, NC Basin #,W#3
6
7 Qp 5.16icfs Tp = 34.6 mi ns. dT = 0.50 mins.
8 Ks - 2627.5 b = 1.1539 Pipe El. = 418.00;ft.
9 Co = 0.6 Diam. = 0.75 in. A = 0.0031:s. f.

10 Allow a
ble Q -
2.64
cfs
Elevation at
Z = 0 is
418.00
ft. Pipe Z
0.00
11
?
F:\Project Files\G & A\NC\3690\Weston Prop. \Documents\ Re orts\Rout2E.x
p Is
Date:: 11/14/05
12 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
13 min. cfs cu. ft. (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft .
14
15 0.001_- -- 0.001
-, 0.00 0.00 0.00 418.00 0.00
16 0.
50
; 0.00!, 0.00 0.00 0.00 418.00 0.00 0.00 0.00
77- 0
0
1. 0101 0.08 0.08 0.00 418.00 0.00 0.00 0.00
18 1.50' 0.021 0.32 0.40 0.00 418.00 0.00 0.00 0.00
19 2.00'1 0.04 0.72 1.12 0.00 418.00 0.00 0.00 0.00
20 2.50; 0.07 1.27 2.39 0.00 418.00 0.00 0.00 0.00
21 3.00' 0.10 1.99 '' 4.37 0.00 418.00 0.00 0.00 0.00
22 3.501 , 0.13; 2.85 7.23 0.01 418.01 0.00 0.01 0.00
23 4.001 0.17 3.88 11.10 0.01 418.01 0.00 0.01 0.00
24 4.50 0.21 5.05 16.15 0.01 418.01 0.00 0.01 0.00
25 5.00 0.26' 6.37 22.52 0.02 418.02 0.00 0.02 0.00
26
'
- 5.50' 0-3-2; 7.84 30.36 0.02 418.02 0.00 0.02 0.-0-0-
27 6.001 0.37 9.45 1 39.81 0.03 418.03 0.00 0.03 0.00
28 6.50 0.44 !
11.20
51.00
0.03
418.03
0.00 0.03 0.00
29 7.00 0.50; 13.08 64.08 0.04 418.04 0.00 0.04 0.00
30 7.501 0.581 15.07 79.15 0.05 418.05 0.00 0.05 0.00
31 8.00 0.65 17.21 96.36 0.06 418.06 0.00 0.06 0.00
32 8.50'- ----
0.73
19.47
115.82
0.07
418.07
0.00
0.07'
0.00
33 9.00 0.81 21.85 137.67 0.08 418.08 0.00 0.081 0.00-
--34- 9.50 0.90 24.34 162.01 0.09 418.09 0.00 0.09 0.00
35 10.001 0.99' 26.95 188.96 0.10 418.10 0.00 0.10 0.00
36 10.5011 1.09 29.65 218.61 0.12 418.12 0.00 0.12 0.00
37 11.00. 1.18 32.46 251.07 0.13 418.13 0.00 0.13 0.00
38 11.50', 1.28 ` 35.36 286.43 0.15 418.15 0.01 0.15 0.00
39 12.00 1.391 38.35 324.78 0.16 418.16 0.01 0.16 0.00
40 12.50 1.49 41.41 366.19 0.18 418.18 0.01 0.18 0.00
41 13.00 1.60 44.55 410.75 0.20 418.20 0.01 0.20 0.00
42 13.50 1.71 47.76 458.51 0.22 418.22 0.01 0.22 0.00
43 14.00' 1.82 51.03 509.54 0.24 418.24 0.01 0.24 0.00
44 14.50 1.93 54.35 563.89 0.26 418.26 0.01 0.26 0.00
45 15.00! 2.05 57.72 621.61 0.29 418.29 0.01 0.29 0.00
46 15.50 2.16'. 61.13 682.74 0.31 418.31 0.01 0.31 0.00
47 16.00 2.28 64.57 747.31 0.34 418.34 0.01 0.34 0.00
48 16.50 2.39 68.04 815.35 0.36 418.36 0.01 0.36 0.00
1 2.51 71.53 886.88 0.39 418.39 0.01 0.39 0.00
50 -
17.50
2.63
75.03
961.90
0.42
418.42
0.01
0.42
0.00
51 18.00. 2.74 78.53 1040.43 0.45 418.45 0.01 0.45 0.00

J K L M N O P Q R
1
2 Page 2 i Brandywine Basin # = W#3
FAProject Files\G & A\NC\3690=eston Prop.\Documents\Reports\Rout2E.xls 1 Yr. Trial # =
11/14/05 1
3 Riser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5
6
1
500.00
24
82.00
1.00
6.28
3.1416 Results
Max Elev. 420.33
7 2 500.00 18 82.00 0.75 4.71 1.7671 Max Flow 2.45
8
9 Weir 1 El. = 420.50: Weir 1 L = 10.00 ft. Cw = 3.2 Stage = 2.50
10 Weir 2 El. = 500.00 Weir 2 L = 10.00 ft. Cw = 3.2 Stage = 82.00
11
12 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
13 h Flow Flow h Flow h Flow
14
15
16
0.00
1 21.98
0.00
0.00
0.00
0.00
0.00
0.00
0.00
17 0.01 j 21.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.02 i 21.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19 0.04 i 20.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20 0.07 20.39
11 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21
22 0.10
0.13 20.01
! 19.63 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 1 0.00
0.00 0.00
0.00
23 0.17 ' 19.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24 0.21 18.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25 0.26 ! 18.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26 0.32 ' 18.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27 0.37 117.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28 044 17.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29 0.50 ': 17.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30 0.58 ; 16.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 0.65 1 16.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32
33
34 0.73
0.81
0.90 1 16.27
1 15.97
1 15.67 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
35 0.99 ' 15.38 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36 1.09 1 15.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37 1.18 14.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38
39 1.28 1 14.54
14.27
1 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
40 1.49 1
4.00
1 0.00 0.00 0.01 0.00 0.00 0.00 0.00
41 1.60 13.74 0.00 0.00 0.01 0.00 0.00 0.00 0.00
42
43
44 1.71
1.82
1.93 13.49
'' 13.23
12.99 0.00
0.00
0.00 0.00
0.00
0.00 0.01
0.01
0.01 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
45
46 2.05
2.16 12.75
12.51 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
47 2.28 12.28 0.00 0.00 0.01 0.00 0.00 0.00 0.00
48 2.39 12.05 0.00 0.00 0.01 0.00 0.00 0.00 0.00
49 2.51 11.82 0.00 0.00 0.01 0.00 0.00 0.00 0.00
50 2.63 11.60 0.00 0.00 0.01 0.00 0.00 0.00 0.00
51 2.74 11.39 0.00 0.00 0.01 0.00 0.00 0.00 0.00

t

S T U V W X Y Z AA
1 Page 3 1 Brandywine Basin # = W#3 1 Yr. Trial # = 1
2 FAProject Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 11/14/05
3 Slots
4 No. Bottom Height Length Weir Orifice Top Area Z
5
6
1 Elev.
418.61 (ft.)
0.50 (ft.)
0.83 C
3.2 C
0.6 Elev.
419.11 (s. f.)
0.42 (ft.)
0.61
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 82.00

Pipe 2
r El. = 500.00 Z = 82.00 Diam. = 24 in. A = 3.1416 s.f.
1
1 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14
15
16
17
18
0.001
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00-
0.00
0.00
19
20
21
22
23
24 0.00
0.00
0.00
0.00
O.M
0.00! 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
0.00

25
0.00 ,
0.00
0.00
0.00 0.00 0.00 0.00 0.00 0.00
26 0.00! o:oo o:oo o.oo 0.00 0.00 0.00 0.00 0.00
27
28 0.001
O.OOI 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00-
0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00
30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 O.0o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34
35 0.00'
0.001 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
36
37
38 0.00
0.00
0.00 7 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
39 0.00! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

A B C D E F G H 1
52
53 Page 1A Brandywine Basin # = W#3
F:\Project Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 1 Yr. Trial # =
11/14/05 1
54
55 Time
min. Inflow
(cfs) clStorage
cu. ft.) Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
56
57 18.50 2.86 82.03 1122.46 0.48 418.48 0.01 0.48 0.00
58
59
60
61 19.00
19.50
20.00
20.50 1 2.98
'1 3.09
3.21
3.32 85.52
88.99
92.44
95.86 1207.98
1296.98
1389.42
1485.28 0.51
0.54
0.58
0.61 418.51
418.54
418.58
418.61 0.01
0.01
0.01
0.01 0.51
0.54
0.58
0.61 0.00
0.00
0.00
0.00
62
63 21.00
21.50 3.43
3.54 99.24
102.04 1584.52
1686.56 0.65
0.68 418.65
418.68 0.03
0.06 0.65
0.68 0.00
0.00
64
65 22.00
22.50 3.65
3.75 104.34
106.26 1790.89
1897.15 0.72
0.75 418.72
418.75 0.11
0.16 0.72
0.75 0.00
0.00
66 23.00 3.86 107.85 2005.00 0.79 418.79 0.22 0.79 0.00
67 23.50 3.96 109.14 2114.15 0.83 418.83 0.29 0.83 0.00
68 24.00 4.05 110.16 2224.30 0.87 418.87 0.36 0.87 0.00
69 24.50 4.15 110.90 2335.20 0.90 418.90 0.44 0.90 0.00
70
71

72 2525.00
.50

26.0-0 4.24

4.33
1 4.41 111.39

111.63
111.63 2446.59

2558.21
2669.84 0.94

0.98
1.01 418.94

418.98
419.01 0.52

0.61
0.70 0.94

0.98
1.01 0.00

0.00
0.00
73 26.50 ' 4.49 111.41 2781.25 1.05 419.05 0.79 1.05 0.00
74
75 27.00
27.50 ' 4.57
1 4.64 110.97
110.31 2892.22
3002.53 1.09
1.12 419.09
419.12 0.89
1.04 1.09
1.12 0.00
0.00
76 28.00 ! 4.71 ' 107.99 3110.52 1.16 419.16 1.11 1.16 0.00
77 28.50 4.77 108.05 3218.57 1.19 419.19 1.17 1.19 0.00
78
79 29.00
29.50 4.83
4.89 108.09
108.11 3326.67
3434.77 1.23
1.26 419.23
419.26 1.23
1.29 1.23
1.26 0.00
0.00
80 30.00 1 4.94 ' 108.07 3542.84 1.30 419.30 1.34 1.30 0.00
81 30.50 ', 4.98 ' 107.96 3650.80 1.33 419.33 1.39 1.33 0.00
82 31.00 1 5.02 107.78 3758.58 1.36 419.36 1.44 1.36 0.00
83 31.50 5.06 ' 107.51 3866.10 1.40 419.40 1.49 1.40 0.00
84 32.00 ; 5.09 107.15 3973.25 1.43 419.43 1.53 1.43 0.00
85 32.50 5.11 106.69 4079.95 1.46 419.46 1.58 1.46 0.00
86 33.00 5.13 106.13 4186.07 1.50 419.50 1.62 1.50 0.00
87 33.50 ! 5.15 105.45 4291.53 1.53 419.53 1.66 1.53 0.00
88 34.00 ? 5.16 104.66 4396.19 1.56 419.56 1.70 1.56 0.00
89 34.50 5.16 103.76 4499.94 1.59 419.59 1.74 1.59 0.00
90 35.00 5.16 102.73 4602.67 1.63 419.63 1.77 1.63 0.00
91 35.50 1, 5.15 101.58 4704.26 1.66 419.66 1.81 1.66 0.00
92 36.00 1 5.14 100.31 4804.57 1.69 419.69 1.84 1.69 0.00
93 36.50 ' 5.12 98.92 4903.49 1.72 419.72 1.87 1.72 0.00
94 37.00 5.10 97.41 5000.90 1.75 419.75 1.91 1.75 0.00
95 37.50 ' 5.07 95.77 5096.67 1.78 419.78 1.94 1.78 0.00
96 38.00 5.04 94.01 5190.69 1.80 419.80 1.97 1.80 0.00
97 38.50 5.00 92.13 5282.82 1.83 419.83 2.00 1.83 0.00
98 39.00 , 4.96 90.13 5372.95 1.86 419.86 2.02 1.86 0.00
99 39.50 , 4.91 88.02 5460.97 1.89 419.89 2.05 1.89 0.00
100 40.00 4.86 85.78 5546.75 1.91 419.91 2.07 1.91 0.00
101 40.50 4.80 83.44 5630.19 1.94 419.94 2.10 1.94 0.00
102 41.00 4.74 80.99 5711.18 1.96 419.96 2.12 1.96 0.00

J K L M N O P Q R
52 Page 2A Brandywine Basin # = W#3 1 Yr. Trial # = 1
53 FAProject Files\G & A\NC\3690\Weston Prop. \Documents\Reports\Rout2E.xls 11/14/05
54 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55 h Flow Flow h Flow h Flow
56
57 2.86 11.18 0.00 0.00 0.01 0.00 0.00 0.00 0.00
58 2.98 10.97 0.00 0.00 0.01 0.00 0.00 0.00 0.00
59 3.09- 10.76 0.00 0.00 0.01 0.00 0.00 0.00 0.00
60 3.21 10.56 0.00 0.00 0.01 0.00 0.00 0.00 0.00
61 3.32 ! 10.37 0.00 0.00 0.01 0.00 0.00 0.00 0.00
62 3.43' 10.17 0.00 0.00 0.01 0.00 0.00 0.00 0.00
63 3.54 9.98 0.00 0.00 0.01 0.00 0.00 0.00 0.00
64 3.65 9.80 0.00 0.00 0.01 0.00 0.00 0.00 0.00
65 3.75 9.62 0.00 0.00 0.01 0.00 0.00 0.00 0.00
66 3.86' 9.44 0.00 0.00 0.01 0.00 0.00 0.00 0.00
67 3.96 9.26 0.00 0.00 0.01 0.00 0.00 0.00 0.00
68 4.051 9.09 0.00 0.00 0.01 0.00 0.00 0.00 0.00
69 4.15 8.92 0.00 0.00 0.01 0.00 0.00 0.00 0.00
70 .
4.24:.
8.75
0.00
0.00
0.01
0.00
0.00
0.00
0.00
71 4.331 8.59 0.00 0.00 0.01 0.00 0.00 0.00 0.00
72 4.41 8.43 0.00 0.00 0.01 0.00 0.00 0.00 0.00
73 4.49 8.27 0.00 0.00 0.01 0.00 0.00 0.00 0.00
74 4.57' 8.12 0.00 0.00 0.02 0.00 0.00 0.00 0.00
75 4.64 7.97 0.00 0.00 0.02 0.00 0.00 0.00 0.00
76 4.71 7.82 0.00 0.00 0.02 0.00 0.00 0.00 0.00
77 4.77 7.68 0.00 0.00 0.02 0.00 0.00 0.00 0.00
78 4.831 7.53 0.00 0.00 0.02 0.00 0.00 0.00 0.00
79 4.89;
- 7.39 0.00 0.00 0.02 0.00 0.00 0.00 0.00
80 4.9
41,
.94 j
7.25
0.00
0.00
0.02
0.00
0.00
0.00
0.00
81 4.981 7.12 0.00 0.00 0.02 0.00 0.00 0.00 0.00
82 5.02 !i 6.99 0.00 0.00 0.02 0.00 0.00 0.00 0.00
83 5.06 6.86 0.00 0.00 0.02 0.00 0.00
0.00
0.00
84 5.09 0.00 0.00 0.02 0.00 0.00 0.00 0.00
85 5.11 6.60 0.00 0.00 0.02 0.00 0.00 0.00 0.00
86 5.13'
- 6.48 0.00 0.00 0.02 0.00 0.00 0.00 0.00
87 5.1
5 6.36 0.00 0.00 0.02 0.00 0.00 0.00 0.00
88 5.16 6.24 0.00 0.00 0.02 0.00 0.00 0.00 0.00
89 5.16 1
?
6.13
0.00
0.00
0.02
0.00
0.00
0.00
0.00
90 5.16 6.01 0.00 0.00 0.02 0.00 0.00 0.00 0.00
91 5.15, 5.90 0.00 0.00 0.02 0.00 0.00 ' 0.00 0.00
92 5.14 5.79 0.00 0.00 0.02 0.00 0.00 0.00 0.00
93 5.12 5.68 0.00 0.00 0.02 0.00 0.00 0.00 0.00
94 5.10: 5.58 0.00 0.00 0.02 0.00 0.00 0.00 0.00
95 5.07 5.47 0.00 0.00 0.02 0.00 0.00 0.00 0.00
96 5.04 5.37 0.00 0.00 0.02 0.00 0.00 0.00 0.00
97 5.00, 5.27 0.00 0.00 0.02 0.00 0.00 0.00 0.00
98 4.96 , 5.17 0.00 0.00 0.02 0.00 0.00 0.00 0.00
99 4.91 5.08 0.00 0.00 0.02 0.00 0.00 0.00 0.00
100 4.86 4.98 0.00 0.00 0.02 0.00 0.00 0.00 0.00
101 4.80; 4.89 0.00 0.00 0.02 0.00 0.00 0.00 0.00
102 4.74 4.80 0.00 0.00 0.02 0.00 0.00 0.00 0.00

t

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52
53 Page 3A Brandywine Basin # = W#3
FAProject Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 1 Yr. Trial # =
11/14/05 1
54 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
55 h Flow h h Flow h h Flow Flow
56
57 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
58
59 0.00i
0.00; 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 0.001, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 0.00 ii 0.00 0.04 0.00 0.02 0.00 0.00 0.00 0.00
63 0.00 0.00 0.07 0.00 0.05 0.00 0.00 0.00 0.00
64 0.00 0.00 0.11 0.00 0.09 0.00 0.00 0.00 0.00
65 0.00' 0.00 0.14 0.00 0.15 0.00 0.00 0.00 0.00
66 0.001 0.00 0.18 0.00 0.21 0.00 0.00 0.00 0.00
67 0.00 0.00
0.22
0.00
0.27
0.00
0.00
0.00
0.00
68 0.001 0.00' 0.26 0.00 0.34 0.00 0.00 0.00 0.00
69 0.001 0.00 0.29 0.00 0.42 0.00 0.00 0.00 0.00
70 0.00 0.00 0.33 0.00 0.51 0.00 0.00 0.00 0.00
71 0.00; 0.00, 0.37 0.00 0.59 0.00 0.00 0.00 0.00
72 0.00' 0.00 0.40 0.00 0.68 0.00 0.00 0.00 0.00
73 0.00i, 0.00 0.44 0.00 0.78 0.00 0.00 0.00 0.00
74 0.00 0.00 0.48 0.00 0.88 0.00 0.00 0.00 0.00
75 0.00 0.00 0.51 0.26 1.03 0.00 0.00 0.00 0.00
76 0.00; 0.00 0.55 0.30 1.09 0.00 0.00 0.00 0.00
77 0.00 0.00' 0.58 0.33 1.16 0.00 0.00 0.00 0.00
78 0.00' 0.00 0.62 0.37 1.21 0.00 0.00 0.00 0.00
79 0.00' 0.00 0.65 0.40 1.27 0.00 0.00 0.00 0.00
80 0.00 0.00 0.69 0.44 1.32 0.00 0.00 0.00 0.00
81 0.00, 0.00 0.72 0.47 1.37 0.00 0.00 0.00 0.00
82 0.00' 0.00 0.75 0.50 1.42 0.00 0.00 0.00 0.00
83 0.00 0.00 0.79 0.54 1.47 0.00 0.00 0.00 0.00
84 0.00; 0.00 0.82 0.57 1.51 0.00 0.00 0.00 0.00
85 0.001 0.00 0.85 0.60 1.56 0.00 0.00 0.00 0.00
86 0.0011 0.00 0.89 0.64 1.60 0.00 0.00 0.00 0.00
87 0.00 0.00 0.92 0.67 1.64 0.00 0.00 0.00 0.00
88 0.00 0.00 0.95 0.70 1.68 0.00 0.00 0.00 0.00
89 0.00, 0.00 0.98 0.73 1.72 0.00 0.00 0.00 0.00
90 0.0& 0.00 1.02 0.77 1.75 0.00 0.00 0.00 0.00
91 0.00 0.00 1.05 0.80 1.79 0.00 0.00 0.00 0.00
92 0.00 0.00 1.08 0.83 1.82 0.00 0.00 0.00 0.00
93 0.00; 0.00 1.11 0.86 1.86 0.00 0.00 0.00 0.00
94 0.00! 0.00 1.14 0.89 1.89 0.00 0.00 0.00 0.00
95 0.001 0.00 1.17 0.92 1.92 0.00 0.00 0.00 0.00
96
97 0.00
0.00 0.00
0.00 1.19
1.22 0.94
0.97 1.95
1.98 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
98 0.001 0.00 1.25 1.00 2.00 0.00 0.00 0.00 0.00
99 0.00 0.00 1.28 1.03 2.03 0.00 0.00 0.00 0.00
100 0.00 0.00 1.30 1.05 2.05 0.00 0.00 0.00 0.00
101 0.00 0.00 1.33 1.08 2.08 0.00 0.00 0.00 0.00
102 0.00' 0.00 1.35 1.10 2.10 0.00 0.00 0.00 0.00

t

t
FI
1

A B C D E F G H 1
r
104 Page 1B Brandywine Basin # = W#3
F:\Project Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.As 1 Yr. Trial # =
11 /14/05 1
0 Time
(min. Inflow
cfs dStorage
(cu. ft. Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) ) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
107
108 41.50 4.67 78.43 5789.60 1.98 419.98 2.14 1.98 0.00
109
o 42.00 ! 4.60 75.76 5865.37 2.01 420.01 2.17 2.01 0.00
110 42.50
43.00 4.52
4.45 73.00
70.14 5938.37
6008.51 2.03
2.05 420.03
420.05 2.19
2.21 2.03
2.05 0.00
0.00
112 4
3.50 4.37 67.20 6075.71 2.07 420.07 2.22 2.07 0.00
113

114 44.00

44.50 4.29

4.21
64.35
61.39
6140.05
6201.44
2.09
2.10
420.09
420.10
2.24
2.26
2.09
2.10
0.00
0.00
115 45.00 1 4.13 58.50 6259.94 2.12 420.12 2.27 2.12 0.00
116 45.50 1, 4.05 55.69 6315.63 2.14 420.14 2.29 2.14 0.00
117 46.00 ' 3.98 52.94 6368.57 2.15 420.15 2.30 2.15 0.00
118 46.50 3.90 50.27 6418.84 2.17 420.17 2.31 2.17 0.00
119 47.00 3.83 47.66 6466.50 2.18 420.18 2.33 2.18 0.00
120
121 47.50
48.00 3.76
3.69 45.11
42.63 6511.61
6554.24 2.20
2.21 420.20
420.21 2.34
2.35 2.20
2.21 0.00
0.00
122 48.50 1 3.62 40.20 6594.44 2.22 420.22 2.36 2.22 0.00
123 49.00 ' 3.55 37.84 6632.28 2.23 420.23 2.371 2.23 0.00
124 49.50 ' 3.49 35.53 6667.81 2.24 420.24 2.38 2.24 0.00
125 50.00 1 3.42 33.28 6701.09 2.25 420.25 2.39 2.25 0.00
72-6
127
128 50.50
51.00
51.50 ! 3.36
1 3.30
1 3.23 31.09
28.94

26.85
1 6732.18
6761.12

6787.97 2.26
2.27

2.28 420.26
420.27

420.28 2.39
2.40

2.41 2.26
2.27

2.28 0.00
0.00
0.00
129 52.00 3.17 24.81 6812.79 2.28 420.28 2.41 2.28 0.00
130 52.50 3.12 1 22.83 6835.61 2.29 420.29 2.42 2.29 0.00
131 53.00 1 3.06 1 20.89 6856.50 2.30 420.30 2.42 2.30 0.00

132
53.50
' 3.00
1 1 18.99 6875.49 2.30 420.30 2.43 2.30 0.00
133 54.00 , 2.94 17.15 6892.64 2.31 420.31 2.43 2.31 0.00
134 54.50 2.89 15.35 6907.99 2.31 420.31 2.44 2.31 0.00
135 55.00 11 2.84 13.59 6921.58 2.32 420.32 2.44 2.32 0.00
136 55.50 2.78 11.88 6933.46 2.32 420.32 2.44 2.32 0.00
137 56.00 ; 2.73 10.21 6943.67 2.32 420.32 2.45 2.32 0.00
138 56.50 1 2.68 . 8.58 6952.25 2.32 420.32 2.45 2.32 0.00
139 57.00 1 2.63 6.99 6959.24 2.33 420.33 2.45 2.33 0.00
140 57.50 1. 2.58 5.45 6964.69 2.33 420.33 2.45 2.33 0.00
141 58.00 1 2.53 3.94 6968.63 2.33 420.33 2.45 2.33 0.00
142 58.50 : 2.49 2.47 6971.10 2.33 420.33 2.45 2.33 0.00
143 59.00' 2.44 1.04 6972.14 2.33 420.33 2.45 2.33 0.00
144 59.50 2.39 -0.36 6971.78 2.33 420.33 2.45 2.33 0.00
145 60.00, 2.35 -1.72 6970.06 2.33 420.33 2.45 2.33 0.00
146 60.50 2.31 -3.04 6967.02 2.33 420.33 2.45 2.33 0.00
147 61.00 . 2.26 -4.33 6962.68 2.33 420.33 2.45 2.33 0.00
148 61.50 2.22 -5.59 6957.09 2.33 420.33 2.45 2.33 0.00
149
150 ,
62.00 2.18
62.50' 2.14 -6.81
-8.00 6950.28
6942.28 2.32
2.32 420.32
420.32 2.45
2.44 2.32
2.32 0.00
0.00
151 63.00! 2.10 -9.16 6933.12 2.32 420.32 2.44 2.32 0.00
152 63.50 2.06 -10.29 6922.82 2.32 420.32 2.44 2.32 0.00
153 Maximum 6972.14 420.33 2.45

I

J K L M N O P Q R
103
104 Page 2B 1 Brandywine Basin # = W#3
FAProject Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 1 Yr. Trial # =
11/14/05 1
105
106 Q(<1.25Tp)_ Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
r1O 4.67
4.60
4.52 4.71
4.62
4.54 0.00
0.00
0.00 0.00
0.00
0.00 0.02
0.02
0.02 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
4.45
- -:_ 4.45 0.00 0.00 0.02 0.00 0.00 0.00 0.00
112 -
4.36 4.37 0.00 0.00 0.02 0.00 0.00 0.00 0.00
113 4.28 4.29 0.00 0.00 0.02 0.00 0.00 0.00 0.00
114

115 _ 4.19'.

4.09
4.21
4.13
0.00
0.00
0.00
0.00
0.02
0.02
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
116 4.00 4.05 0.00 0.00 0.02 0.00 0.00 0.00 0.00
117 3.90
- 3.98 0.00 0.00 0.02 0.00 0.00 0.00 0.00
118 3.79 3.90 0.00 0.00 0.02 0.00 0.00 0.00 0.00
119 3.69,_ 3.83 0.00 0.00 0.02 0.00 0.00 0.00 0.00
120
121 3.58
3.471,-- 3.76
3.69 0.00
' 0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
122 3.36 3.62 0.00 0.00 0.02 0.00 0.00 0.00 0.00
123 3.25 3.55 0.00 0.00 0.02 0.00 0.00 0.00 0.00
124 3.14 3.49 0.00 0.00 0.02 0.00 0.00 0.00 0.00
125 3.02 3.42 0.00 0.00 0.02 0.00 0.00 0.00 0.00
126
127 2.91
2.79 3.36
3.30 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
128

129 2.67!
-
2.56' 3.23

3.17 0.00

0.00 0.00

0.00 0.02

0.02 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00
130
131 2.44
2.32 3.12
3.06 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
132 2.211, 3.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00
133 2.09' 2.94 0.00 0.00 0.02 0.00 0.00 0.00 0.00
134 1 .98, 2.89 0.00 0.00 0.02 0.00 0.00 0.00 0.00
135 1.86 2.84 0.00 0.00 0.02 0.00 0.00 0.00 0.00
136 1.75 2.78. 0.00 0.00 0.02 0.00 0.00 0.00 0.00
137 1.64 2.73 0.00 0.00 0.02 0.00 0.00 0.00 0.00
138 1.53 2.68 0.00 0.00 0.02 0.00 0.00 0.00 0.00
139 1.43 2.63 0.00 0.00 0.02 0.00 0.00 0.00 0.00
140 1.32 2.58 0.00 0.00 0.02 0.00 0.00 0.00 0.00
141 1.22 2.53 0.00 0.00 0.02 0.00 0.00 0.00 0.00
142 1.12 2.49 0.00 0.00 0.02 0.00 0.00 0.00 0.00
143 1.03 2.44 0.00 0.00 0.02 0.00 0.00 0.00 0.00
144 0.94 2.39 0.00 0.00 0.02 0.00 0.00 0.00 0.00
145 0.85 2.35 0.00 0.00 0.02 0.00 0.00 0.00 0.00
146 0.76 2.31 0.00 0.00 0.02 0.00 0.00 0.00 0.00
147 0.68 2.26 0.00 0.00 0.02 0.00 0.00 0.00 0.00
148 0.61 2.22 0.00 0.00 0.02 0.00 0.00 0.00 0.00
149 0.53 2.18 0.00 0.00 0.02 0.00 0.00 0.00 0.00
150 0.46 2.14 0.00 0.00 0.02 0.00 0.00 0.00 0.00
151 0.40 2.10 0.00 0.00 0.02 0.00 0.00 0.00 0.00
152 0.34. 2.06 0.00 0.00 0.02 0.00 0.00 0.00 0.00
153 Maximum 0.00 0.02 0.00 0.00

1

S T U V W X Y Z AA
103
104 Page 3B Brandywine Basin # = W#3
FAProject Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 1 Yr. Trial # =
11/14/05 1
105 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
106 h Flow h h Flow h h Flow Flow
107
108 0.001 0.00 1.37 1.12 2.12 0.00 0.00 0.00 0.00
109 0.00 1 0.00 1.40 1.15 2.15 0.00 0.00 0.00 0.00
110 0.00 '' 0.00 1.42 1.17 2.17 0.00 0.00 0.00 0.00
111 0.00 : 0.00 1.44 1.19 2.18 0.00 0.00 0.00 0.00
112 0.00 0.00 1.46 1.21 2.20 0.00 0.00 0.00 0.00
113 0.00 1 0.00 1.48 1.23 2.22 0.00 0.00 0.00 0.00
114 0.00 ', 0.00 1.49 1.24 2.24 0.00 0.00 0.00 0.00
115 0.00 , 0.00 1.51 1.26 2.25 0.00 0.00 0.00 0.00
116 0.00 0.00 1.53 1.28 2.27 0.00 0.00 0.00 0.00
117 0.00 1 0.00 1.54 1.29 2.28 0.00 0.00 0.00 0.00
118 0.00 0.00 1.56 1.31 2.29 0.00 0.00 0.00 0.00
119 0.00 0.00 1.57 1.32 2.30 0.00 0.00 0.00 0.00
120 0.00 ' 0.00 1.59 1.34 2.32 0.00 0.00 0.00 0.00
121 0.00 0.00 1.60 1.35 2.33 0.00 0.00 0.00 0.00
122 0.00 , 0.00 1.61 1.36 2.34 0.00 0.00 0.00 0.00
123 0.0
0 0.00
i 1.62. 1.37 2.35 0.00 0.00 0.00 0.00
124 .
0,00 ,
1 0.00 1.63 1.38 2.36 0.00 0.00 0.00 0.00
125 0.00 ! 0.00 1.64 1.39 2.36 0.00 0.00 0.00 0.00
126 0.00 ; 0.00 1.65 1.40 2.37 0.00 0.00 0.00 0.00

127 - --- -
0.00
! 0.00
1.66
1.41
2.38
0.00
0.00
0.00
0.00
128 0.00 ! 0.00 1.67 1.42 2.39 0.00 0.00 0.00 0.00
129 0.00 ! 0.00 1.67 1.42 2.39 0.00 0.00 0.00 0.00
130 0.00 ! 0.00 1.68 1.43 2.40 0.00 0.00 0.00 0.00
131 0.00 1 0.00 1.69 1.44 2.40 0.00 0.00 0.00 0.00
132 0.00 1 0.00 1.69 1.44 2.41 0.00 0.00 0.00 0.00
133 0.00 1 0.00 1.70 1.45 2.41 0.00 0.00 0.00 0.00
134 0.00 1 0.00 1.70 1.45 2.41 0.00 0.00 0.00 0.00
135 0.00 1 0.00 1.71 1.46 2.42 0.00 0.00 0.00 0.00
136 0.00 1 0.00 1.71 1.46 2.42 0.00 0.00 0.00 0.00
137 0.00 1 0.00 1.71 1.46 2.42 0.00 0.00 0.00 0.00
138 0.00 j
0.00
' 1.71
1.46
2.42
0.00
0.00
0.00
0.00
139 0.00 1 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
140 0.00 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
141 1 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
142 0.00 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
143 0.00 ' 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
144 0.00 ' 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
145 0.00 '1 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
146 0.00 1 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
147 0.00 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
148 0.00 ' 0.00 1.72 1.47 2.43 0.00 0.00 0.00 0.00
149 0.00 0.00 1.71 1.46 2.42 0.00 0.00 0.00 0.00
150 0.00 ', 0.00 1.71 1.46 2.42 0.00 0.00 0.00 0.00
151 0.00 0.00 1.71 1.46 2.42 0.00 0.00 0.00 0.00
152 0.00 0.00 1.71 1.46 2.42 0.00 0.00 0.00 0.00
153 Maximum 0.00 2.43 0.00 0.00

t
A B C D E F G H I
1
2
3 Stormwater Routing 2E
_ Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
Using Chainsaw Routing procedure by H. R. Malcom
4
5

6
7
8
Project: B
--

Qp =
Ks
--- -
randywine

9.17 cfs
2627.5

p =
b= Storm
Location: Cary, NC

57.7 mins.
1.1539 25 Yr.

T =
Pipe El. = Trial # 1
Basin #'W#3

0.50 mins.
418.00 ft.
9 Co = 0.6 Diam. = 0.75 in. A = 0.0031 , s . f.
10 Allow able Q = cfs Elevation at Z = 0 is 418.00 ft . pipe Z = 0.00
11 FAA-roject Files\G & A\NC\3690\Weston Prop.\Documents\ Reports\Rout2E.x ls Date: 11/14/05
12 Time Inflow dStorage Storage Stage E levation Outflow Pipe 1 h Pipe 2 h
13 min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
14
15
16 0.00'
0.50' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 418.00
418.00 0.00
0.00
0.00
0.00
17 1.00: 0.01 0.05 0.05 0.00 418.00 0.00 0.00 0.00
18 1.501
- - 0.02 0.20 0.25 0.00 418.00 0.00 0.00 0.00
19 2.00 0.03 0.46 0.71 0.00 418.00 0.00 0.00 0.00
20
21 2.50
3.00 0.04
0.06 0.81
1.27 1.53
2.80 0.00
0.00 418.00
418.00 0.00
0.00 0.00
0.00 0.00
0.00
22 3.5 0.08
- -
1.83
4.63
0.00
418.00
0.00
0.00
0.00
23 4.00 0.111 2.49 7.12 0.01 418.01 0.00 0.01 0.00
24 4.501 .14
0 3.25 10.37 0.01 418.01 0.00 0.01 0.00
25 5.00: 0.17 4.11 14.48 0.01 418.01 0.00 0.01 0.00
26 _
5_50; 0.20'. 5.06 19.54 0.01 418.01 0.00 0.01 0.00
27
28 6.00''
6.50 0.24
0.28'. 6.12
7.27 25.66
32.93 0.02
0.02 418.02
418.02 0.00
0.00 0.02
0.02 0.00
0.00
29
30 _
7.00,
7.50 0.33
0.38' 8.52
9.86 41.45
51.31 0.03
0.03 418.03
418.03 0.00
0.00 0.03
0.03 0.00
0.00
31 8.00 0.43 11.29 62.61 0.04 418.04 0.00 0.04 0.00
32 8.50: 0.48 12.80 75.41 0'.05 418.05 0.00 0.05 0.00
33 9.00 0.54 14.42 89.82 0.05 418.05 0.00 0.05 0.00
34 9.501 0.60 16.12 105.95 0.06 418.06 0.00 0.06 0.00
35 10.00' 0.66. 17.92 123.86 0.07 418.07 0.00 0.07 0.00
36 10.50 0.73 19.80 143.66 0.08 418.08 0.00 0.08 0.00
37 11.00 0.80 21.77 165.44 0.09 418.09 0.00 0.09 0.00
38 11.50' 0.87 23.83 189.27 0.10 418.10 0.00 0.10 0.00
39 12.00' 0.94 25.98 215.25 0.11 418.11 0.00 0.11 0.00
40 1.2.50 1.02 28.20 243.45 0.13 418.13 0.00 0.13 0.00
41
42 13.00
13.50' 1.10
1.18 30.51
32.89 273.96
306.85 0.14
0.16 418.14
418.16 0.00
0.01 0.14
0.16 0.00
0.00
43
44 14.00
14.50' 1.27
1.36 35.36
37.90 342.21
380.11 0.17
0.19 418.17
418.19 0.01
0.01 0.17
0.19 0.00
0.00
45 15.00 1.45 40.51 420.62 0.20 418.20 0.01 0.20 0.00
46
47 15.50
16.00' 1.54
1.63 43.20
45.95 463.81
509.76 0.22
0.24 418.22
418.24 0.01
0.01 0.22
0.24 0.00
0.00
48 16.50' 1.73 48.77 558.53 0.26 418.26 0.01 0.26 0.00
49 17.00 1.83 51.66 610.19 0.28 418.28 0.01 0.28 0.00
50 17.50 1.93 54.61 664.81 0.30 418.30 0.01 0.30 0.00
51 18.00' 2.03 57.62 722.43 0.33 418.33 0.01 0.33 0.00

I?

1

J K L M N O P Q R
1 Page 2 Brandywine Basin # = W#3 25 Yr. Trial # = 1
2 FAProject Files\G & A\NC\3690\Weston Prop. \Documents\Rep orts\Rout2E.xls 11/14/05
3
4
No.
Elev. R
Diam. iser Pipes
Z
r
Weir L
Orifice A
5 Results
6 1 500.00 24 82.00 1.00 6.28 3.1416 Max Elev. 420.84
7 2 500.00 18 82.00 0.75 4.71 1.7671 Max Flow 9.16
8
99
Weir 1 El. _ !
420.50;
Weir 1 L =
10.00 ft.
Cw =
3.2
Stage =
2.50
10 Weir 2 El. _ 500.00 Weir 2 L = 10.00 ft. Cw = 3.2 Stage = 82.00
11
r
12 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
13 h Flow Flow h Flow h Flow
14
-
15
16 0.00 1 39.35 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.01 38.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.02 38.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19 0.03 38.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20 0.04 ' 37.62 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21 0.06 ; 37.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22
23 0.08
0.11 36.78
', 36.37 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
24
25
26 0.14
0.17
0.20 ', 35.96
35.56'
, 35.16 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
27
28 _
0.24
0.28 , 34.77
34.38 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
29 0.33 33.99 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30
31 0.38
0.43 1, 33.61 '
33.23 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
32 0
.48 32
.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 0
.54 '
32
.49 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34
35 0.60
0.66 ' 32.13
31.77 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
36
37
38 0.73
0.80
0.87 31.41
' 31.06
. 30.71 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
39 0.94 30.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40 1.02 30.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41 1.10 29.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 1.18 29.36 0.00 0.00 0.01 0.00 0.00 0.00 0.00
43 1.27 29.03 0.00 0.00 0.01 0.00 0.00 0.00 0.00
44 1.36 . 28.71 0.00 0.00 0.01 0.00 0.00 0.00 0.00
45 1.45 28.38 0.00 0.00 0.01 0.00 0.00 0.00 0.00
46 1.54 28.07 0.00 0.00 0.01 0.00 0.00 0.00 0.00

47 -
1.63
27.75
0.00
0.00
0.01
0.00
0.00
0.00
0.00
48 1.73 ; 27.44 0.00 0.00 0.01 0.00 0.00 0.00 0.00
49 1.83 ' 27.13 0.00 0.00 0.01 0.00 0.00 0.00 0.00
50 1.93 ' 26.83 0.00 0.00 0.01 0.00 0.00 0.00 0.00
51 2.03; 26.53 0.00 0.00 0.01 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
1
2 Page 3 Brandywine Basin # = W#3
F:\Project Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xis 25 Yr. Trial # =
11/14/05 1
3
4
5
6
7
No.

1
2
Bottom
Elev.
418.61
500.00
Height
(ft.)
0.50
1.75
Length
(ft.)
0.83
4.00 Slots
Weir
C
3.2
3.2
Orifice
C
0.6
0.6
Top
Elev.
419.11
501.75
Area
(s. f.)
0.42
7.00
Z
(ft.)
0.61
82.00
8
9 Pipe 2
10 El. 500.00 Z = 82.00 Diam. = 24 in. A = 3.1416 s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14
15
16 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.00; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19
20
21
22
23 0.001
0.00!
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25 0.001, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26 0.00! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 0.00: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 0.00: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 0.00! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43 0.00! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1

A B C D E F G H I
52 Page 1A Brandywine Basin # = W#3 25 Yr. Trial # = 1
53 F:\Project Files\G & A\NC\3690\Weston Prop.\Documents\ Reports\Rout2E.xls 11/14/05
54 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
55 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
56
57 18.50 2.14 60.70 783.13 0.35 418.35 0.01 0.35 0.00
58 19.00 2.24 63.82 846.95 0.37 418.37 0.01 0.37 0.00
59 19.50 ! 2.35 67.01 913.96 0.40 418.40 0.01 0.40 0.00
2.46 70.24 984.20 0.43 418.43 0.01 0.43 0.00
611 - -20.50 ', -- -
2.57
73.53
1057.73
0.45
418.45
0.01
0.45
0.00
62 21.00 : 2.68 76.86 1134.59 0.48 418.48 0.01 0.48 0.00
63 21.50 2.80 80.24 1214.82 0.51 418.51 0.01 0.51 0.00
64 22.00 2.91 83.65 129848 0.54 418.54 0.01 0.54 0.00
65 22.50 3.03 87.11 1385.59 0.57 418.57 0.01 0.57 0.00
66 23.00 3.15 90.61 1476.20 0.61 418.61 0.01 0.61 0.00
67 23.50 3.27 94.14 1570.34 0.64 418.64 0.03 0.64 0.00
68 24.00 3.39 97.28 1667.62 0.67 418.67 0.06 0.67 0.00
69 24.50 1 3.51 99.99 1767.61 0.71 418.71 0.10 0.71 0.00
70 25.00 3.63 102.41 1870.02 0.74 418.74 0.14 0.74 0.00
71 25.50 ' 3.75 104.60 1974.62 0.78 418.78 0.20 0.78 0.00
72 26.00 ' 3.88 106.58 2081.20 0.82 418.82 0.26 0.82 0.00
73 26.50 1 4.00 108.36 2189.56 0.85 418.85 0.33 0.85 0.00
74 2
7.00 4.12 109.97 2299.53 0.89 418.89 0.41 0.89 0.00
75 _
27.50 4.25 111.40 2410.93 0.93 418.93 0.49 0.93 0.00
76 28.00 4.37 112.68 2523.61 0.97 418.97 0.58 0.97 0.00
77 28.50 4.50 113.80 2637.41 1.00 419.00 0.67 1.00 0.00
78 29.00 ! 4.62 114.77 2752.18 1.04 419.04 0.77 1.04 0.00
79 29.50 ; 4.75 ' 115.60 2867.78 1.08 419.08 0.87 1.08 0.00
80 30.00 ' 4.87 116.30 2984.07 1.12 419.12 1.03 1.12 0.00
81 30.50 5.00 115.24 3099.31 1.15 419.15 1.10 1.15 0.00
82 31.00 5.12 116.83 3216.14 1.19 419.19 1.17 1.19 0.00
83 31.50 5.24 118.52 3334.66 1.23 419.23 1.23 1.23 0.00
84 32.00 i 5.37 120.30 3454.96 1.27 419.27 1.30 1.27 0.00
85 32.50 5.49 122.14 3577.10 1.31 419.31 1.36 1.31 0.00
86 33.00 5.61 124.03 3701.13 1.35 419.35 1.41 1.35 0.00
87 33.50' 5.73 125.96 3827.08 1.39 419.39 1.47 1.39 0.00
88 34.00 5.85 127.91 3954.99 1.43 419.43 1.52 1.43 0.00
89 34.501 5.97 129.89 4084.88 1.47 419.47 1.58 1.47 0.00
90 35.00; 6.09 131.87 4216.75 1.51 419.51 1.63 1.51 0.00
91 35.50' 6.21 133.86 4350.61 1.55 419.55 1.68 1.55 0.00
92 36.00! 6.33 135.85 4486.46 1.59 419.59 1.73 1.59 0.00
93 36.50 6.44 137.83 4624.30 1.63 419.63 1.78 1.63 0.00
94 37.00 6.55 139.81 4764.10 1.67 419.67 1.83 1.67 0.00
95 37.50' 6.67 141.76 4905.87 1.72 419.72 1.88 1.72 0.00
96 38.00 6.78 143.70 5049.56 1.76 419.76 1.92 1.76 0.00
97 38.50 ! 6.88, 145.61 5195.17 1.81 419.81 1.97 1.81 0.00
98 39.00' 6.99 147.49 5342.66 1.85 419.85 2.01 1.85 0.00
99 39.50 7.10 149.34 5492.00 1.89 419.89 2.06 1.89 0.00
100 40.00 7.20 151.16 5643.16 1.94 419.94 2.10 1.94 0.00
101 40.50 7.30 152.94 5796.09 1.99 419.99 2.15 1.99 0.00
102 41.00 7.40 154.67 5950.77 2.03 420.03 2.19 2.03 0.00

F

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Page 2A Brandywine Basin # W#3 25 Yr. Trial #
r
53 F:\Project Files\G & A\NC\3690\Weston Prop. \Documents\Reports\Rout2E.xls 11 /14/05
5?5 Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow w Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
56
57
58 2.14
2.24 26.23
25.94 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
59
60 2.35
2.46 25.65
25.36 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
61 2.57 25.08 0.00 0.00 0.01 0.00 0.00/ 0.00 0.00
62
63
64 2.68 `
2.80.
2.91 24.80
24.52
24.24 0.00
0.00
0.00 0.00
0.00
0.00 0.01
0.01
0.01 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
65 3.03 23.97 0.00 0.00 0.01 0.00 0.00 0.00 0.00
66 3.15 23.70 0.00 0.00 0.01 0.00 0.00 0.00 0.00
67 3.27; 23.44 0.00 0.00 0.01 0.00 0.00 0.00 0.00
68
69 3.39!
3.51 23.18
22.92 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
70 3.63 22.66 0.00 0.00 0.01 0.00 0.00 0.00 0.00
71 3.75. 22.41 0.00 0.00 0.01 0.00 0.00 0.00 0.00
72 3.88' 22.15 0.00 0.00 0.01 0.00 0.00 0.00 0.00
73
74 4.00
4.12 21.91
21.66 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
75
76 4.25
4.37; 21.42
21.18 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
77 4.50 20.94 0.00 0.00 0.01 0.00 0.00 0.00 0.00
78 4.621 20.71 0.00 0.00 0.01 0.00 0.00 0.00 0.00
79
80 4.751
4.87' 20.47
20.24 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
81 5.00 20.02 0.00 0.00 0.02 0.00 0.00 0.00 0.00
82 5.12 19.79 0.00 0.00 0.02 0.00 0.00 0.00 0.00
83 5.24 19.57 0.00 0.00 0.02 0.00 0.00 0.00 0.00
84 5.37 19.35 0.00 0.00 0.02 0.00 0.00 0.00 0.00
85 5.49; 19.14 0.00 0.00 0.02 0.00 0.00 0.00 0.00
86 5.61 18.92 0.00 0.00 0.02 0.00 0.00 0.00 0.00
87 5.73 18.71 0.00 0.00 0.02 0.00 0.00 0.00 0.00
88 5.85 18.50 0.00 0.00 0.02 0.00 0.00 0.00 0.00
89 5.97 18.29 0.00 0.00 0.02 0.00 0.00 0.00 0.00
90 6.09 18.09 0.00 0.00 0.02 0.00 0.00 0.00 0.00
91 6.21 17.89 0.00 0.00 0.02 0.00 0.00 0.00 0.00
92 6.33 17.69 0.00 0.00 0.02 0.00 0.00 0.00 0.00
93 6.44 17.49 0.00 0.00 0.02 0.00 0.00 0.00 0.00
94 6.55 17.29 0.00 0.00 0.02 0.00 0.00 0.00 0.00
95 6.67 17.10 0.00 0.00 0.02 0.00 0.00 0.00 0.00
96 6.78 16.91 0.00 0.00 0.02 0.00 0.00 0.00 0.00
97 6.88 16.72 0.00 0.00 0.02 0.00 0.00 0.00 0.00
98 6.99 16.53 0.00 0.00 0.02 0.00 0.00 0.00 0.00
99 7.10 16.34 0.00 0.00 0.02 0.00 0.00 0.00 0.00
100 7.20 16.16 0.00 0.00 0.02 0.00 0.00 0.00 0.00
101 7.30 15.98 0.00 0.00 0.02 0.00 0.00 0.00 0.00
102 7.40 15.80 0.00 0.00 0.02 0.00 0.00 0.00 0.00

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52
53 Page 3A Brandywine Basin # = W#3
FAProject Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 25 Yr. Trial # =
11/14/05 1
54 Riser 2 -Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
55 h Flow h h Flow h h Flow Flow
56
57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
58
59 0.00
0100 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
60
61
62 0.00''
0.00
0.00! 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
63 0.0.0_ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
67 0.00 0.00 0.03 0.00 0.01 0.00 0.00 0.00 0.00
68 0.00, 0.00 0.06 0.00 0.04 0.00 0.00 0.00 0.00
69 0.00 0.00 0.10 0.00 0.08 0.00 0.00 0.00 0.00
710

72 0.00!

0100;
0.00

0.00
0.13
0.17
0.21
0.00
0.00
0.00
0.13
0.19
0.25
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
73 0.00; 0.00 0.24 0.00 0.32 0.00 0.00 0.00 0.00
74
75 0.00!
0.00' 0.00
0.00 0.28
' 0.32 0.00
0.00 0.40
0.48 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
76 0.00 0.00 0.36 0.00 0.57 0.00 0.00 0.00 0.00
77 0.001 0.00
0.39
0.00
0.66
0.00
0.00
0.00
0.00
78 0.00, 0.00 0.43 0.00 0.75 0.00 0.00 0.00
0.00
79 0.001 0.00 0.47 0.00 0.86 0.00 0.00 0.00 0.00
80
81 0 M
0.001 0.00 0.51
0.00: 0.54 0.26
0.29 1.02
1.09 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
82 0.00 0.00 0.58 0.33 1.15 0.00 0.00 0.00 0.00
83 0.-00-:i 0.00 0.62 0.37 1.22 0.00 0.00 0.00 0.00
84 0.00' 0.00 0.66 0.41 1.28 0.00 0.00 0.00 0.00
85 0.00 0.00 0.70 0.45 1.34 0.00 0.00 0.00 0.00
86 0.00! 0.00 0.74 0.49 1.40 0.00 0.00 0.00 0.00
87 O .M j 0.00 0.78 0.53 1.45 0.00 0.00 0.00 0.00
88 0.00 0.00 0.82 0.57 1.51 0.00 0.00 0.00 0.00
89 0.00! 0.00 0.86 0.61 1.56 0.00 0.00 0.00 0.00
90 0.001 0.00 0.90 0.65 1.61 0.00 0.00 0.00 0.00
91 0.00 0.00 0.94 0.69 1.66 0.00 0.00 0.00 0.00
92 0.00, 0.00 0.98 0.73 1.71 0.00 0.00 0.00 0.00
93 0.00; 0.00 1.02 0.77 1.76 0.00 0.00 0.00 0.00
94 0.00 0.00 1.06 0.81 1.81 0.00 0.00 0.00 0.00
95 0.00 0.00 1.11 0.86 1.86 0.00 0.00 0.00 0.00
96 0.00 0.00 1.15 0.90 1.90 0.00 0.00 0.00 0.00
97 0.00 0.00 1.20 0.95 1.95 0.00 0.00 0.00 0.00
98 0.00 0.00 1.24 0.99 1.99 0.00 0.00 0.00 0.00
99 0.00 0.00 1.28 1.03 2.04 0.00 0.00 0.00 0.00
100 0.00 0.00 1.33 1.08 2.08 0.00 0.00 0.00 0.00
101 0.00 0.00 1.38 1.13 2.13 0.00 0.00 0.00 0.00

102
V
0.00
0.00 1.42
1.17
2.17
0.00
0.00
0.00
0.00

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A B C D E F G H I
103
104 Page 1 B Brandywine Basin # = W#3
F:\Project Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 25 Yr. Trial # =
11/14/05 1
105
106 Time
(min. Inflow
cfs) dStorage
(cu. ft.) Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
107
108
41.50
7.50
156.36
6107.13
2.08
420.08
2.23
2.08
0.00
r 42.001.
42.50
--
43.00 1 7.59
7.69
-
7.78 158.01
159.61

161.15 6265.14
6424.75

6585.90 2.12
2.17

2.22 420.12
420.17

420.22 2.27
2.32

2.36 2.12
2.17

2.22 0.00
0.00

0.00
1l 43.50 7.87 162.64 6748.54 2.26 420.26 2.40 2.26 0.00
44.00! 7.95 164.07 6912.61 2.31 420.31 2.44 2.31 0.00
114 44.50' 8.04 165.44 7078.05 2.36 420.36 2.48 2.36 0.00
115 45.00 8.12 166.76 7244.81 2.41 420.41 2.52 2.41 0.00
116
117 45.50!.
46.00 8.20
8.27 168.00
169.19 7412.81
7582.00 2.46
2.51 420.46
420.51 2.56
2.59 2.46
2.51 0.00
0.00
118 46.50 8.34 170.30 7752.30 2.55 420.55 2.64 2.55 0.00
119 47.00 8.41 170.98 7923.28 2.60 420.60 3.07 2.60 0.00
120 47.50'
-
- 8.48 160.29 8083.57 2.65 420.65 3.76 2.65 0.00
121 '
48.
00 8.55 141.70 8225.27 2.69 420.69 4.56 2.69 0.00
122 48.50 8.61 119.51 8344.78 2.72 420.72 5.38 2.72 0.00
123
124
125
126 49.001
49.50'
50.001
50.50, 8.67
8.72
8.77
8.82 96.87
75.95
58.01
43.48 8441.65
8517.61
8575.61
8619.09 2.75
2.77
2.79
2.80 420.75
420.77
420.79
420.80 6.13
6.79
7.32
7.75 2.75
2.77
2.79
2.80 0.00
0.00
0.00
0.00
1127 28

129
130
131 5151. 060 01

52.00
52.501
53.00; 88.91.87

8.95
8.99.
9.02 3223.25 .88
17.82

13.50
10.44 86518675.34 .22
8693.04

8706.54
8716.98 22.81 .82
2.82

2.82
2.83 420420.81 .82
420.82

420.82
420.83 88.07 .32
8.50

8.64
8.74 22.81 .82
2.82

2.82
2.83 0.00
0.00
0.00
0.00
0.00
132 53.501 9.05 8.27 8725.25 2.83 420.83 8.83 2.83 0.00
133 54.00 9.08 6.71 8731.96 2.83 420.83 8.89 2.83 0.00
134 54.50 9.10 5.55 8737.50 2.83 420.83 8.95 2.83 0.00
135 55.00! 9.12 4.65 8742.16 2.83 420.83 8.99 2.83 0.00
136 55.501 9.14 3.93 8746.09 2.84 420.84 9.03 2.84 0.00
137 56.00 9.15 3.32 8749.40 2.84 420.84 9.06 2.84 0.00
138 56.50' 9.16 2.77 8752.18 2.84 420.84 9.08 2.84 0.00
139 57.00 9.17 2.27 8754.45 2.84 420.84 9.11 2.84 0.00
140 57.50 9.17 1.80 8756.25 2.84 420.84 9.12 2.84 0.00
141 58.00; 9.17 1.35 8757.60 2.84 420.84 9.14 2.84 0.00
142 58.501 9.17 0.91 8758.51 2.84 420.84 9.15 2.84 0.00
143 59.00' 9.16 0.47 8758.98 2.84 420.84 9.16 2.84 0.00
144 59.50 9.15 0.04 8759.02 2.84 420.84 9.16 2.84 0.00
145 60.001 9.13 -0.39 8758.64 2.84 420.84 9.16 2.84 0.00
146
147 60.50'
61.00' 9.12
9.10 -0.81 8757.83
-1.23 8756.60 2.84
2.84 420.84
420.84 9.16
9.15 2.84
2.84 0.00
0.00
148 61.50 9.07 -1.65 8754.94 2.84 420.84 9.14 2.84 0.00
149 62.00 9.04 -2.07 8752.87 2.84 420.84 9.13 2.84 0.00
150 62.50 9.01 -2.49 8750.38 2.84 420.84 9.11 2.84 0.00
151 63.00 8.98 -2.91 8747.47 2.84 420.84 9.09 2.84 0.00
152
153 63.50 8.94 -3.32 8744.15 2.83
Maximum 8759.02 420.83
420.84 9.07
9.16 2.83 0.00
0

J K L M N O P Q R
r Page 2B Brandywine
FAProject Files\G & A\NC\3690\Weston Prop. Basin # = W#3
\Documents\Reports\Rout2E.xls 25 Yr. Trial # =
11/14/05 1
Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
n6i, h Flow Flow
h
Flow
h
Flow
107
108 7.50 15.62 0.00 0.00 0.02 0.00 0.00 0.00 0.00
109 7.59 15.45 0.00 0.00 0.02 0.00 0.00 0.00 0.00
110 7.69 15.28 0.00 0.00 0.02 0.00 0.00 0.00 0.00
111
112 7.78
7.87 15.10
' 14.94 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
113
114 7.95
8.04 ' 14.77
14.60 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
115 8.12 14.44 0.00 0.00 0.02 0.00 0.00 0.00 0.00
116 8.20 14.28 . 0.00 0.00 0.02 0.00 0.00 0.00 0.00
117 8.27 14.12 0.00 0.00 0.02 0.00 0.00 0.00 0.00
118 8.34 13.96 0.01 0.01 0.02 0.00 0.00 0.00 0.00
119 8.41 13.80 0.05 0.40 0.02 0.00 0.00 0.00 0.00
120 8.48 ' 13.65 0.10 1.05 0.02 0.00 0.00 0.00 0.00
121 8.55 13.50 0.15 1.83 0.02 0.00 0.00 0.00 0.00
122
123 8.61
8.67 13.34
13.19 0.19
' 0.22 2.62
3.35 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
124 8.72 13.05 0.25 3.99 0.02 0.00 0.00 0.00 0.00
125 8.77 12.90 0.27 4.52 0.02 0.00 0.00 0.00 0.00
126 8.82 12.76 0.29 4.93 0.02 0.00 0.00 0.00 0.00
127 8.87 ' 12.61 0.30 5.25 0.02 0.00 0.00 0.00 0.00
128 8.91 . 12.47 0.31 5.49 0.02 0.00 0.00 0.00 0.00
129 8.95 12.33 0.32 5.67 0.02 0.00 0.00 0.00 0.00
130 8.99 12.19 0.32 5.81 0.02 0.00 0.00 0.00 0.00
131 9.02 12.06 0.32 5.91 0.02 0.00 0.00 0.00 0.00
132 9.05 1 11.92 ' 0.33 5.99 0.02 0.00 0.00 0.00 0.00
133 9.08 11.79 0.33 6.05 0.02 0.00 0.00 0.00 0.00
134 9.10 ; 11.66 ' 0.33 6.11 0.02 0.00 0.00 0.00 0.00
135 9.12 11.53 0.33 6.15 0.02 0.00 0.00 0.00 0.00
136 9.14 ' 11.40 0.33 6.19 0.02 0.00 0.00 0.00 0.00
137 9.15 11.27 0.34 6.22 0.02 0.00 0.00 0.00 0.00
138 9.16 11.14 0.34 6.24 0.02 0.00 0.00 0.00 0.00
139 9.17 11.02 0.34 6.26 0.02 0.00 0.00 0.00 0.00
140 9.17 10.90 0.34 6.28 0.02 0.00 0.00 0.00 0.00
141 9.17 10.77 0.34 6.30 0.02 0.00 0.00 0.00 0.00
142 9.17 10.65 0.34 6.31 0.02 0.00 0.00 0.00 0.00
143 9.16 ' 10.53
. 0.34 6.31 0.02 0.00 0.00 0.00 0.00
144 9.15 10.42 0.34 6.32 0.02 0.00 0.00 0.00 0.00
145 9.13 10.30 0.34 6.32 0.02 0.00 0.00 0.00 0.00
146
147 9.12' 10.18
9.10 10.07 0.34
0.34 6.31
6.31 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
148 9.07 9.96 0.34 6.30 0.02 0.00 0.00 0.00 0.00
149 9.04 9.84 0.34 6.28 0.02 0.00 0.00 0.00 0.00
150 9.01 9.73 0.34 6.27 0.02 0.00 0.00 0.00 0.00
151 8.98 9.63 0.34 6.25 0.02 0.00 0.00 0.00 0.00
152 8.94 9.52 0.34 6.23 0.02 0.00 0.00 0.00 0.00
153 Maximum 6.32 0.02 0.00 0.00

t

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slot s
3 Using Chainsaw Routing procedure by H. R. Malcom
4 Storm 100 Yr. Trial # 1
5 Project: I Brandywine Location: Cary, NC Basin # W#3
6
7 Qp 10.88 cfs Tp = 64.4 mi ns. dT = 0.55 mins.
8 Ks _ 2627.5 b = 1.1539 Pipe El. = 418.00 ft .
9 Co =; 0.6 Diam. = 0.75 in. A = 0.0031 s . f.
10 Allowable Q = cfs Elevation at Z = 0 is 418.00 ft . pipe Z = 0.00
11 FAProject Files\G & A\NC\3690\Weston Prop.\Documents\ Reports\Rout2E.xls Date: 11/14/05
12 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
13 (min.) (cfs (c u. ft.) (cu. Ft.) (ft.) (ft.) (cfs) ft. (ft.)
14
15 0.00 0.00! ! 0.00 0.00 0.00 418.00 0.00
16 0.5511 0.00 0.00 ' 0.00 0.00 418.00 0.00 0.00 0.00
-
17 1.10 0.01 0.06 0.06 0.00 418.00 0.00 0.00 0.00
18 1.65 0.02 0.26 0.32 0.00 418.00 0.00 0.00 0.00
19 2.20'. 0.03 0.58 0.90 0.00 418.00 0.00 0.00 0.00
20 2.75 0.05 1.03 1.94 0.00 418.00 0.00 0.00 0.00
21 3.30! 0.07'
- 1.61 3.55 0.00 418.00 0.00 0.00 0.00
22 3.85 0.10 2.32 5.87 0.01 418.01 0.00 0.01 0.00
-
-
23 4.40 0.12 3.16 9.03 0.01 418.01 0.00 0.01 0.0
0
24 4.95! 0.16 4.12 13.15 0.01 418.01 0.00 0.01 0.00
25 5.501 0.19 5.21 18.35 0.01 418.01 0.00 0.01 0.00
-
-
26 6.05! 0.24 6.42 24.78 0.02 418.02 0.00 0.02 0.0
0
27 6.60; 0.28 7.76 32.53 0.02 418.02 0.00 0.02 0.00
28 7.15 0.33 9.22 41.75 0.03 418.03 0.00 0.03 0.00
29 7.70 0.38 10.80 52.55 0.03 418.03 0.00 0.03 0.00
30 8.25 0.43 12.49 65.05 0.04 418.04 0.00 0.04 0.00
31 8.80 0.49 14.30 79.34 0.05 418.05 0.00 0.05 0.00
32 9.35 0.56 16.23 95.57 0.06 418.06 0.00 0.06 0.00
33 9.90
0.62
18.27
113.84
0.07
418.07
0.00
0.07
0.00
34 10.45 0.69 20.44 134.28 0.08 418.08 0.00 0.08 0.00
35 11.00 0.76 22.72 157.01 0.09 418.09 0.00 0.09 0.00
36 11.55, 0.84 25.12 182.12 0.10 418.10 0.00 0.10 0.00
37 12.10 0.92 27.62 209.75 0.11 418.11 0.00 0.11 0.00
38 12.65 1.00 30.24 239.98 0.13 418.13 0.00 0.13 0.00
39 13.20 1.09 32.96 272.94 0.14 418.14 0.00 0.14 0.00
40 13.75, 1.18 35.79 308.73 0.16 418.16 0.01 0.16 0.00
41 14.30 1.27 38.72 347.45 0.17 418.17 0.01 0.17 0.00
42 14.85
- 1.37 41.75 389.21 0.19 418.19 0.01 0.19 0.00
43 1
15.40 1.46 44.89 434.09 0.21 418.21 0.01 0.21 0.00
44 15.95 1.57 48.11 482.21 0.23 418.23 0.01 0.23 0.00
45 16.50 1.67 51.44 533.65 0.25 418.25 0.01 0.25 0.00
46 17.05 1.78 54.85 588.50 0.27 418.27 0.01 0.27 0.00
47 17.60 1.88 58.36 646.86 0.30 418.30 0.01 0.30 0.00
48 18.15 2.00 61.95 708.80 0.32 418.32 0.01 0.32 0.00
49 18.70 2.11 65.63 774.43 0.35 418.35 0.01 0.35 0.00
50 19.25 2.23 69.38 843.81 0.37 418.37 0.01 0.37 0.00
51 19.80 2.35 73.22 917.03 0.40 418.40 0.01 0.40 0.00

103 F
104 F
' 105
106
107
' 108
109-
1 10
111
' _
112
1-13-
114_
115
116
117
' 118

' 121
122-
i-23- 124-
125
126
' 127
128
129
130
' 131
132
133
' 134
135
136
137
138
139
140
141
142
' 143
144
145
146
' 147
148
149
' 150
151
152
' 153
S T U V W X Y Z AA
age 36 Brandywine Basin # = W#3 25 Yr. Trial # = 1
\Project Files\G & A\NC\3690\Weston Prop. \Documents\Reports\Rout2E.xls 11/14/05
Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
h Flow h h Flow h h Flow Flow
0.00 0.00 1.47 1.22 2.21 0.00 0.00 0.00 0.00
0.00 ! 0.00 1.51 1.26 2.25 0.00 0.00 0.00 0.00
0.001 , 0.00 1.56 1.31 2.29 0.00 0.00 0.00 0.00

0.00i
0.00
-._
1.61
1.36
2.34
0.00
0.00.
0.00
0.00
---
0.00 0.00 1.65 1.40 2.38 0.00 0.00 0.00 0.00
0.00 0.00 1.70 1.45 2.42 0.00 0.00 0.00 0.00
0.00 -
0.00
1.75
1.50
2.45
0.00
0.00
0.00
0.00
0.00 0.00, 1.80 1.55 2.49 0.00 0.00 0.00 0.00
0.001 0.00 1.85 1.60 2.53 0.00 0.00 0.00 0.00
-
0.00 -
0.00 1.90 1.65 2.57 0.00 0.00 0.00 0.00
0.00:i 0.00 1.94 1.69 2.61 0.00 0.00 0.00 0.00
0.001 0.00 1.99 1.74 2.65 0.00 0.00 0.00 0.00
0.001 0.00 2.04 1.79 2.68 0.00 0.00 0.00 0.00
0.00; 0.00' 2.08 1.83 2.71 0.00 0.00 0.00 0.00
0.00i 0.00 2.11 1.86 2.74 0.00 0.00 0.00 0.00
0.001 0.00 2.14 1.89 2.76 0.00 0.00 0.00 ' 0.00
0.00 0.00 2.16 1.91 2.77 0.00 0.00 0.00 0.00
0.001 , 0.00 2.18 1.93 2.78 0.00 0.00 0.00 0.00
0.0-01 0.00 2.19 1.94 2.79 0.00 0.00 0.00 0.00
0.001 0.00 2.20 1.95 2.80 0.00 0.00 0.00 ' 0.00
0.001 0.00 2.21 1.96 2.80 0.00 0.00 0.00 ', 0.00
0.001 .
0.00 2.21 1.96 2.81 0.00 0.00 0.00 0.00

0.00 i
0.00
2.21
1.96
2.81
0.00
0.00
0.00 .00
0
-
0.001 0.00 2.22 1.97 2.81 0.00 0.00 0.00 0.00
0.00 0.00 2.22 1.97 2.81 0.00 0.00 0.00 0.00
0.001 0.00 2.22 1.97 2.81 0.00 0.00 0.00 0.00
0.00 0.00 2.22 1.97 2.82 0.00 0.00 0.00 0.00
0 00? 0.00 2.22 1.97 2.82 0.00 0.00 0.00 0.00
0.001! 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.001 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
_
0 00! 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00; 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.001 , 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00' 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00, 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.001 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00' 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00 0.00 2.23 1.98 2.82 0.00 0.00 0.00 0.00
0.00 0.00 2.22 1.97 2.82 0.00 0.00 0.00 0.00
Maximum 0.00 2.82 0.00 0.00

t

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1
2 Page 2 Brandywine Basin # = W#3
F \Project Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 100 Yr. Trial # =
11/14/05 1
3 R iser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5 Results
6 1 500.00 24 82.00 1.00 6.28 3.1416 Max Elev. 420.90
7 2 500.00 18 82.00 0.75 4.71 1.7671 Max Flow 10.88
8
9
10 Weir 1 El. =
Weir 2 El. = 420.50; Weir 1 L =
500 Weir 2 L = 10.00 ft.
10.00 ft. Cw =
Cw = 3.2
3.2 Stage =
Stage = 2.50
82.00
11
12 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
13 h Flow Flow h Flow h Flow
14
15
16 0.00 46.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 0.01 , 46.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 0.02 45.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19 0.03 45.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20 0.05 , 44.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21 0.07 44.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22 0.10 1 43.69 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
-
23 0.12 43.21 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24 0.16 42.73 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25 0.19 42.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26 0.24 41.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27 0.28 41.33 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28 0.33 ' 40.87 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29 0.38 40.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30 0.43 39.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 0.49 39.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 0.56 1 39.10 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 0.62 i 38.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 0.69 38.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 0.76 ' 37.82 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36 0.84 37.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37 0.92 36.99 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 1.00 36.58 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39 1.09 36.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40 1.18 35.77 0.00 0.00 0.01 0.00 0.00 0.00 0.00
41 1.27 35.38 0.00 0.00 0.01 0.00 0.00 0.00 0.00
42 1.37 34.99 0.00 0.00 0.01 0.00 0.00 0.00 0.00
43 1.46 34.60 0.00 0.00 0.01 0.00 0.00 0.00 0.00
44 1.57 34.22 0.00 0.00 0.01 0.00 0.00 0.00 0.00
45 1.67' 33.84 0.00 0.00 0.01 0.00 0.00 0.00 0.00
46 1.78 33.47 0.00 0.00 0.01 0.00 0.00 0.00 0.00
47 1.88 33.10 0.00 0.00 0.01 0.00 0.00 0.00 0.00
48 2.00 32.73 0.00 0.00 0.01 0.00 0.00 0.00 0.00
49 2.11 32.37 0.00 0.00 0.01 0.00 0.00 0.00 0.00
50 2.23 32.02 0.00 0.00 0.01 0.00 0.00 0.00 0.00
51 2.35 31.66 0.00 0.00 0.01 0.00 0.00 0.00 0.00

L

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S T U V W X Y Z AA
1 Page 3 Brandywine Basin # = W#3 100 Yr. Trial # = 1
2 FAProject Files\G & A\NC\3690\Weston Pro p.\Documents\Reports\Rout2E.xls 11/14/05
3 Slots
4 No. Bottom Height Length Weir Orifice Top Area Z
5 Elev. (ft.) (ft.) C C Elev. (s. f.) (ft.)
6 1 418.61 0.50 0.83 3.2 0.6 419.11 0.42 0.61
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 82.00
8
9 Pipe 2
10 El. = 500.00 Z = 82.00 Diam. = 24 in. A = 3.1416 s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14
15 -
16 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17 _
0.00''1,
-
- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18 6.0
1
0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20 0.00i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24 0.00; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25 0.00! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28 0.00; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29 0.001
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30 0.00
! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31 0.00i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36 0.00; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43 0.0011 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1

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A B C D E F G H I
52
53 Page 1A Brandywine Basin # = W#3
FAProject Files\G 8 A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 100 Yr. Trial # =
11/14/05 1
54
55 Time
min. Inflow
cfs dStorage
(cu. ft.) Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
56
57
58
59
60
61
62
20.35
20.90
21.45
22.00
22.55
_ 23.10
2.47
2.59
2.72
2.84
!. 2.97
3.10
77.13
81.12
85.18
89.30
93.49
97.74
994.17
1075.29
1160.47
1249.77
1343.26
1441.00
0.43
0.46
0.49
0.53
0.56
0.59
418.43
418.46
418.49
418.53
418.56
418.59
0.01
0.01
0.01
0.01
0.01
0.01
0.43
0.46
0.49
0.53
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
63 23.65 3.24 102.05 1543.06 0.63 418.63 0.02 0.63 0.00
64
65 24.20
24.75 3.37
3.51 106.16
109.61 1649.22
1758.83 0.67
0.71 418.67
418.71 0.05
0.09 0.67
0.71 0.00
0.00
-
66
67 25.30
25.85 3.64
3.78 112.68
115.44 1871.51
1986.95 0.75
0.78 418.75
418.78 0.15
0.21 0.75
0.78 0.00
0.00
68 26.40 3.92 117.94 2104.89 0.83 418.83 0.28 0.83 0.00
69
70 26.95
27.50 4.06
4.20 120.19
122.22 2225.08
2347.29 0.87
0.91 418.87
418.91 0.36
0.45 0.87
0.91 0.00
0.00
71
72 28.05
28.60 .. 4.35
4.49 124.03
125.65 2471.33
2596.98 0.95
0.99 418.95
418.99 0.54
0.64 0.95
0.99 0.00
0.00
73 29.15
4.63
127.08
2724.06
1.03
419.03
0.74
1.03
0.00
74 29.70 4.78 128.33 2852.38 1.07 419.07 0.86 1.07 0.00
75
76
77 30.25
30.80 4.92
' 5.07
'I 5.21 129.40
128.51
130.68 2981.78
3110.29
3240.98 1.12
1.16
1.20 419.12
419.16
419.20 1.03
1.11
1.18 1.12
1.16
1.20 0.00
0.00
0.00
78
79 31.90
32.45 ' 5.36
; 5.51 133.02
135.48 3373.99
3509.47 1.24
1.29 419.24
419.29 1.25
1.32 1.24
1.29 0.00
0.00
80 33.00 1 5.65 138.04 3647.52 1.33 419.33 1.39 1.33 0.00
81 33.55 ' 5.80 140.69 3788.20 1.37 419.37 1.45 1.37 0.00
82 34.10 , 5.94 143.39 3931.60 1.42 419.42 1.51 1.42 0.00
83 34.65 6.09 146.16 4077.75 1.46 419.46 1.57 1.46 0.00
84 35.20 6.23 148.96 4226.71 1.51 419.51 1.63 1.51 0.00
85 35.75 6.38 151.79 4378.50 1.56 419.56 1.69 1.56 0.00
86 36.30 . 6.52 154.65 4533.15 1.60 419.60 1.75 1.60 0.00
87 36.85 6.66 157.52 4690.67 1.65 419.65 1.80 1.65 0.00
88 37.40 ' 6.81 160.40 4851.07 1.70 419.70 1.86 1.70 0.00
89 37.95 6.95 163.28 5014.35 1.75 419.75 1.91 1.75 0.00
90 38.50 7.09 166.16 5180.50 1.80 419.80 1.96 1.80 0.00
91 39.05 7.22 169.02 5349.52 1.85 419.85 2.02 1.85 0.00
92 39.60 7.36 171.87 5521.40 1.90 419.90 2.07 1.90 0.00
93 40.15 7.50 174.71 5696.11 1.96 419.96 2.12 1.96 0.00
94 40.70 7.63 177.52 5873.62 2.01 420.01 2.17 2.01 0.00
95 41.25 7.76 180.29 6053.91 2.06 420.06 2.22 2.06 0.00
96 41.80 7.90 183.04 6236.96 2.12 420.12 2.27 2.12 0.00
97 42.35 8.02 185.75 6422.70 2.17 420.17 2.32 2.17 0.00
98 42.90 8.15 188.42 6611.12 2.22 420.22 2.36 2.22 0.00
99 43.45 8.28 191.04 6802.16 2.28 420.28 2.41 2.28 0.00
100 44.00 8.40 193.62 6995.78 2.34 420.34 2.46 2.34 0.00
101 44.55 8.52 196.14 7191.92 2.39 420.39 2.50 2.39 0.00
102 45.10 8.64 198.61 7390.52 2.45 420.45 2.55 2.45 0.00

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J K L M N O P Q R
52 Page 2A Brandywine Basin # = W#3 100 Yr. Trial # = 1
53 FAProject Files\G & A\NC\3690 \Weston Prop. \Documents\Reports\Rout2E.xls 11/14/05
54 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55, h Flow Flow h Flow h Flow
56
57 2.47 31.31 0.00 0.00 0.01 0.00 0.00 0.00 0.00
58
59
60
61
62 2.59
2.72
2.84
2.97
3.10 30.97
30.62
30.29
29.95
1 29.62 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.01
0.01
0.01
0.01
0.01 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
0.00
63
64 3.24
3.37 29.29
28.97 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.0-0-
65 3.51 28.65 0.00 0.00 0.01 0.00 0.00 0.00 0.00
66 3.64 28.33 0.00 0.00 0.01 0.00 0.00 0.00 0.00
67
68 3.78
3.92 1 28.02
27.71 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
69 4.06 ! 27.41 0.00 0.00 0.01 0.00 0.00 0.00 0.00
70 4.20 27.10 0.00 0.00 0.01 0.00 0.00 0.00 0.00
71 4.35 26.80 0.00 0.00 0.01 0.00 0.00 0.00 0.00
72
73
74 4.49
4.63
4.78 26.51
' 26.22
25.93 0.00
0.00
0.00 0.00
0.00
0.00 0.01
0.01
0.02 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
75
76 4.92
5.07 25.64
25.36 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
77 5.21 25.08 0.00 0.00 0.02 0.00 0.00 0.00 0.00
78 5.36 24.80 0.00 0.00 0.02 0.00 0.00 0.00 0.00
79 5.51 : 24.53 0.00 0.00 0.02 0.00 0.00 0.00 0.00
80
81 5.65
5.80 ; 24.26
, 23.99 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
82 5.94 ' 23.72 0.00 0.00 0.02 0.00 0.00 0.00 0.00
83 6.09 . 23.46 0.00 0.00 0.02 0.00 0.00 0.00 0.00
84 6.23 ! 23.20 0.00 0.00 0.02 0.00 0.00 0.00 0.00
85 6.38 22.95 0.00 0.00 0.02 0.00 0.00 0.00 0.00
86 6.52 ; 22.69 0.00 0.00 0.02 0.00 0.00 0.00 0.00
87 6.66 22.44 0.00 0.00 0.02 0.00 0.00 0.00 0.00
88
89 6.81
6.95 22.19
21.95 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
90 7.09 21.71 0.00 0.00 0.02 0.00 0.00 0.00 0.00
91 7.22 21.47 0.00 0.00 0.02 0.00 0.00 0.00 0.00
92 7.36 ' 21.23 0.00 0.00 0.02 0.00 0.00 0.00 0.00
93 7.50 21.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00
94 7.63 1 20.76 0.00 0.00 0.02 0.00 0.00 0.00 0.00
95 7.76 20.53 0.00 0.00 0.02 0.00 0.00 0.00 0.00
96 7.90 ' 20.31 0.00 0.00 0.02 0.00 0.00 0.00 0.00
97 8.02 20.08 0.00 0.00 0.02 0.00 0.00 0.00 0.00
98
99 8.15
8.28 19.86
. 19.64 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
100 8.40 19.43 0.00 0.00 0.02 0.00 0.00 0.00 0.00
101 8.52 19.21 0.00 0.00 0.02 0.00 0.00 0.00 0.00
102 8.64 19.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
Page 3A ! Brandywine Basin # = W#3 100 Yr. Trial # = 1
F:\Project Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 11/14/05
r Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
h Flow h h Flow h h Flow Flow
56
57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
58 am 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.00.. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
61 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 0.00 0.00 0.02 0.00 0.01 0.00 0.00 0.00 0.00
64 0.00 0.00 0.06 0.00 0.04 0.00 0.00 0.00 0.00
65
66 0.00
0.00 0.00
0.00 0.10
0.14 0.00
0.00 0.08
0.13 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
67
68 0.00
0.00 0.00
0.00 0.17
0.22 0.00
0.00 0.20
0.27 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
69 0.001 0.00 0.26 0.00 0.34 0.00 0.00 0.00 0.00
70 0.00' 0.00 0.30 0.00 0.43 0.00 0.00 0.00 0.00
71 0.00 0.00 0.34 0.00 0.52 0.00 0.00 0.00 0.00
72
73
74 0.00
0.00
0.00' 0.00
0.00
0.00 0.38
0.42
0.46 0.00
0.00
0.00 0.62
0.73
0.84 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
75
76
77
78 0.001
0.00
0.00
0.00' 0.00
0.00
0.00
0.00 0.51
0.55
0.59
0.63 0.26
0.30
0.34
0.38 1.01
1.09
1.17
1.24 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
79 0.00 0.00 0.68 0.43 1.31 0.00 0.00 0.00 0.00
80
81
82 0.00 i
0.00
0.00 0.00
0.00
0.00 0.72
0.76
0.81 0.47
0.51
0.56 1.37
1.44
1.50 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
83 0.00 0.00 0.85 0.60 1.56 0.00 0.00 0.00 0.00
84
85
86 0.00
0.00'
0.00 0.00
0.00
0.00 0.90
0.95
0.99 0.65
0.70
0.74 1.62
1.67
1.73 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
87
88 0.00
0.00 0.00
0.00 1.04
1.09 0.79
0.84 1.78
1.84 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
89 0.00 0.00 1.14 0.89 1.89 0.00 0.00 0.00 0.00
90 0.00? 0.00' 1.19 0.94 1.94 0.00 0.00 0.00 0.00
911 0.001, 0.00 1.24 0.99 2.00 0.00 0.00 0.00 0.00
92 0.00, 0.00 1.29 1.04 2.05 0.00 0.00 0.00 0.00
93 0.00 0.00 1.35 1.10 2.10 0.00 0.00 0.00 0.00
94 0.00 0.00 1.40 1.15 2.15 0.00 0.00 0.00 0.00
95 0.00 0.00 1.45 1.20 2.20 0.00 0.00 0.00 0.00
96
97 0.00
0.00 0.00 1.51
0.00 1.56 1.26
1.31 2.25
2.29 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
98 0.00 0.00 1.61 1.36 2.34 0.00 0.00 0.00 0.00
99 0.00 0.00 1.67 1.42 2.39 0.00 0.00 0.00 0.00
100 0.00 0.00 1.73 1.48 2.44 0.00 0.00 0.00 0.00
101 0.00 0.00 1.78 1.53 2.48 0.00 0.00 0.00 0.00
102 0.00, 0.00 1.84 1.59 2.53 0.00 0.00 0.00 0.00

A B C D E F G H 1
103
104 Page 1 B Brandywine Basin # = W#3
FAProject Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 100 Yr. Trial # =
11/14/05 1
105
106 Time
(min. Inflow
(cfs) dStorage
(cu. ft.) Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
107
108
109
45.65
46.20
8.76
8.87
201.02
203.36
7591.54
7794.90
2.51
2.57
420.51
420.57
2.60
2.66
2.51
2.57
0.00
0.00
110
111
112
113 46.75
47.30
47_.85
48.40 8.99
' 9.09
9.20
, 9.31 204.89
189.91
163.76
132.96 7999.79
8189.70
8353.46
8486.41 2.62
2.68
2.72
2.76 420.62
420.68
420.72
420.76 3.23
4.13
5.17
6.20 2.62
2.68
2.72
2.76 0.00
0.00
0.00
0.00
114 48.95 9.41 102.54 8588.95 2.79 420.79 7.11 2.79 0.00
115 49.50 ; 9.51 75.84 8664.79 2.81 420.81 7.85 2.81 0.00
116 50.05 9.60 54.50 8719.30 2.83 420.83 8.43 2.83 0.00
117 50.60 9.69 38.71 8758.01 2.84 420.84 8.85 2.84 0.00
118 51.15 ' 9.78 27.77 8785.78 2.85 420.85 9.16 2.85 0.00
119
120
121 51.70
52.25
52.80 9.87
1 9.95
; 10.03 ' 20.59
16.07
13.30 8806.38
8822.45
8835.75 2.85
2.86
2.86 420.85
420.86
420.86 9.38
9.55
9.68 2.85
2.86
2.86 0.00
0.00
0.00
122 53.35 ; 10.11 11.59 8847.34 2.86 420.86 9.79 2.86 0.00
123 5190 1 10.18 ' 10.50 8857.84 2.87 420.87 9.89 2.87 0.0-0-
124
125
126 54.45
55.00
55.55 10.25
10.32
10.38 9.75
9.17
8.67 8867.59
8876.76
8885.43 2.87
2.87
2.87 420.87
420.87
420.87 9.97
10.06
10.13 2.87
2.87
2.87 0.00
0.00
0.00
127
128
129
130
131 56.10
- 56.65
57.20
57.75
58.30 1 10.44
1 10.50
10.55
1 10.60
1 10.64 8.21
' 7.76
7.31
6.86
6.41 8893.64
8901.40
8908.71
8915.57
8921.99 2.88
2.88
2.88
2.88
2.88 420.88
420.88
420.88
420.88
420.88 10.21
10.27
10.34
10.40
10.46 2.88
2.88
2.88
2.88
2.88 0.00
0.00
0.00
0.00
0.00
132 58.85 10.68 5.96 8927.95 2.89 420.89 10.51 2.89 0.00
133 59.40 ' 10.72 5.51 8933.46 2.89 420.89 10.57 2.89 0.00
134
135 59.95
60.50 10.75
10.78 5.06
4.60 8938.51
8943.12 2.89
2.89 420.89
420.89 10.61
10.66 2.89
2.89 0.00
0.00
136 61.05 : 10.81 4.15 8947.26 2.89 420.89 10.70 2.89 0.00
137 61.60 10.83 3.69 8950.96 2.89 420.89 10.73 2.89 0.00
138 62.15 10.85 3.24 8954.19 2.89 420.89 10.76 2.89 0.00
139 62.70 10.86 2.78 8956.97 2.89 420.89 10.79 2.89 0.00
140 63.25 10.87 2.33 8959.30 2.90 420.90 10.81 2.90 0.00
141
142
143 63.80
64.35
64.90 ' 10.88
10.88
1 10.88 1.87
1.42
' 0.96 8961.17
8962.59
8963.55 2.90
2.90
2.90 420.90
420.90
420.90 10.83
10.85
10.86 2.90
2.90
2.90 0.00
0.00
0.00
144 65.45 10.87 0.51 8964.05 2.90 420.90 10.87 2.90 0.00
145 66.00 10.86 0.05 8964.11 2.90 420.90 10.88 2.90 0.00
146

147 66.55
-
67.10 10.85

10.83 -0.40

-0.85 8963.71

8962.85 2.90

2.90 420.90

420.90 10.88

10.87 2.90

2.90 0.00

0.00
148 67.65 10.81 -1.30 8961.55 2.90 420.90 10.86 2.90 0.00
149
150 68.20
68.75 10.79
10.76 -1.75
-2.20 8959.80
8957.60 2.90
2.89 420.90
420.89 10.85
10.84 2.90
2.89 0.00
0.00
151 69.30 10.73 -2.65 8954.95 2.89 420.89 10.82 2.89 0.00
152 69.85 10.69 -3.10 8951.85 2.89 420.89 10.80 2.89 0.00
153 Maximum 8964.11 420.90 10.88

E
r

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u

J K L M N O P Q R
103

104 Page 2B ]Brandywine Basin # = W#3
- --
F:\Project Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 100 Yr. Trial # =

11/14/05 1
105 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
106 h Flow Flow h Flow h Flow
107
-
108
109 -
8.76
8.87
- 18.79
18.58 0.00
0.01 0.00
0.02 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
110
111
112 -
8.99
9._09
9.20 18.38
! 18.17
!
17.97 0.07
0.12

0.18 0.54
1.41

2.41 0.02
0.02

0.02 0.00
0.00

0.00 0.00
0.00

0.00 0.00
0.00

0.00 0.00
0.00

0.00
113 9.31 17.77 0.22 3.41 0.02 0.00 0.00 0.00 0.00
114
115

116 9.41
9.51
-
9.60 17.58
! 17.38

1 17.19 0.26
0.29

0.31 4.30
5.03

5.59 0.02
0.02

0.02 0.00
0.00

0.00 0.00
0.00

0.00 0.00
0.00

0.00 0.00
0.00

0.00
117
118
119
120 9.69
9.78
9.87
9.95 ' 17.00
1 16.81
16.63
1 16.45 0.33
0.34
0.35
0.35 6.01
6.31
6.53
6.69 0.02
0.02
0.02
0.02 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
121 10.03 16.26 0.36 6.82 0.02 0.00 0.00 0.00 0.00
122 10.11 16.08 0.36 6.93 0.02 0.00 0.00 0.00 0.00
123 10.18 15.91 0.36 7.02 0.02 0.00 0.00 0.00 0.00
124 10.25 ' 15.73 0.37 7.11 0.02 0.00 0.00 0.00 0.00
125 10.32 ' 15.56 0.37 7.19 0.02 0.00 0.00 0.00 0.00
126 10.38 15.39 0.37 7.26 0.02 0.00 0.00 0.00 0.00
127 10.44 ' 15.22 0.37 7.33 0.02 0.00 0.00 0.00 0.00
128 10.50 15.05 0.38 7.40 0.02 0.00 0.00 0.00 0.00
129 10.55 14.88 0.38 7.47 0.02 0.00 0.00 0.00 0.00
130 10.60 14.72 0.38 7.53 0.02 0.00 0.00 0.00 0.00
131
132 10.64
10.68 1 14.56
i 14.39 0.38
0.38 7.58
7.64 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
133 10.72 14.24 0.39 7.69 0.02 0.00 0.00 0.00 0.00
134 10.75 14.08 0.39 7.73 0.02 0.00 0.00 0.00 0.00
135 10.78 1 13.92 0.39 7.78 0.02 0.00 0.00 0.00 0.00
136
137 10.81
10.83 13.77
' 13.62 0.39
0.39 7.81
7.85 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
138 10.85 13.47 0.39 7.88 0.02 0.00 0.00 0.00 0.00
139 10.86 13.32 0.39 7.91 0.02 0.00 0.00 0.00 0.00
140 10.87 13.17 0.39 7.93 0.02 0.00 0.00 0.00 0.00
141 10.88 13.03 0.40 7.95 0.02 0.00 0.00 0.00 0.00
142 10.88 12.88 0.40 7.97 0.02 0.00 0.00 0.00 0.00
143 10.88 ' 12.74 0.40 7.98 0.02 0.00 0.00 0.00 0.00
144 10.87 12.60 0.40 7.99 0.02 0.00 0.00 0.00 0.00
145 10.86 12.46 0.40 7.99 0.02 0.00 0.00 0.00 0.00
146 10.85' 12.32 0.40 7.99 0.02 0.00 0.00 0.00 0.00
147 10.83 12.19 0.40 7.99 0.02 0.00 0.00 0.00 0.00
148 10.81 12.05 0.40 7.98 0.02 0.00 0.00 0.00 0.00
149 10.79 . 11.92 0.40 7.97 0.02 0.00 0.00 0.00 0.00
150 10.76 11.79 0.40 7.95 0.02 0.00 0.00 0.00 0.00
151 10.73 11.66 0.39 7.94 0.02 0.00 0.00 0.00 0.00
152 10.69 11.53 0.39 7.91 0.02 0.00 0.00 0.00 0.00
153 Maximum 7.99 0.02 0.00 0.00

L
F
L
r_

A
S T U V W X Y Z AA
103
104 Page 3B Brandywine Basin # = W#3
F:\Project Files\G & A\NC\3690\Weston Prop.\Documents\Reports\Rout2E.xls 100 Yr. Trial # =
11/14/05 1
105
106 Riser 2
h Riser 2
Flow Weir - S1
h Orifice-S1
h Slot 1
Flow Weir - S2
h Orifice-S2
h Slot 2
Flow Pipe 2
Flow
107
108
0.00
0.00
1.90
1.65
2.57
0.00
0.00
0.00
0.00
109 0.00 0.00 1.96 1.71 2.62 0.00 0.00 0.00 0.00
110
111 0.00
0.00 0.00
0.00 2.01
2.07 1.76
1.82 2.66
2.70 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
112 0.00 0.00 2.11 1.86 2.74 0.00 0.00 0.00 0.00
113
114
115
116 _
0.00
0.00!
0.00
0.00 0.00
0.00
0.00
0.00 2.15
2.18
2.20
2.22 1.90
1.93
1.95
1.97 2.76
2.79
2.80
2.81 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
117
118 0.00
0.00 0.00
0.00 2.23
2.24 1.98
1.99 2.82
2.82 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
119 0.00 0.00 2.24 1.99 2.83 0.00 0.00 0.00 0.00
120 0.00, 0.00 2.25 2.00 2.83 0.00 0.00 0.00 0.00
121 0.00 0.00 2.25 2.00 2.83 0.00 0.00 0.00 0.00
122 0.00 0.00 2.25 2.00 2.84 0.00 0.00 0.00 0.00
123
124
125
126 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 2.26
2.26
2.26
2.26 2.01
2.01
2.01
2.01 2.84
2.84
2.84
2.84 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
127 0.00 0.00 2.27 2.02 2.85 0.00 0.00 0.00 0.00
128 0.00 0.00 2.27 2.02 2.85 0.00 0.00 0.00 0.00
129 0.00 0.00 2.27 2.02 2.85 0.00 0.00 0.00 0.00
130 0.00 0.00 2.27 2.02 2.85 0.00 0.00 0.00 0.00
131 0.00 0.00 2.27 2.02 2.85 0.00 0.00 0.00 0.00
132 0.00' 0.00 2.28 2.03 2.85 0.00 0.00 0.00 0.00
133 0.00 0.00 2.28 2.03 2.85 0.00 0.00 0.00 0.00
134
135
136
137 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 2.28
2.28
2.28
2.28 2.03
2.03
2.03
2.03 2.86
2.86
2.86
2.86 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
138 0.00 0.00 2.28 2.03 2.86 0.00 0.00 0.00 0.00
139 0.00 0.00 2.28 2.03 2.86 0.00 0.00 0.00 0.00
140 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
141 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
142 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
143 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
144 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
145 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
146 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
147 am 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
148 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
149 0.00 0.00 2.29 2.04 2.86 0.00 0.00 0.00 0.00
150 0.00 0.00 2.28 2.03 2.86 0.00 0.00 0.00 0.00
151 0.00 0.00 2.28 2.03 2.86 0.00 0.00 0.00 0.00
152 0.00 0.00 2.28 2.03 2.86 0.00 0.00 0.00 0.00
153 Maximum 0.00 2.86 0.00 0.00
J

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizo ntal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
3 Us ing Chainsaw Routing pr ocedure by H. R. Malcom
4 -
- Storm ' 1 Yr. Trial # 2
5 Project: Brandywine Location: Cary, NC Basin #'W#4
6
7 Q p= 16.77 cfs T = 32.7 ma ns. dT - ' 0.60!rains.
8 Ks 9450.0, b = 1.1220 Pipe El. = 398.00 ft.
Co 0.6 Diam. = 1 in. A= 0.0055,s. f.
0 _
Allowable Q -! 4.06; cfs Elevation at Z = 0 is 398.00 j ft. pipe Z = 0.00
11 FAProject Files\G & A\NC\1686\Brandywine_ .25\Documen ts\Reports\Rout4- 01.xls Date: 11/15/05
12 Time Inflow dStorage Storage Stage E levation Outflow Pipe 1 h Pipe 2 h
13, (min.) (cfs) (cu. ft.) (cu. Ft.) (ft. (ft.) (cfs) (ft.) (ft.)
14
0 00 0.00 0.00' 0.00 0.00 398.00 ' 0.00
r 0 0.00 0.00 398 0.00' 0.00 0.00
.20
1 0.06 0.60 0.50 0.00 398.00 ' 0.00' 0.00 0.00
1.80 0.13 2.00' 2.51 0.00 398.00 0.00 0.00 0.00
19 - 2.40 0.22 4.50 7.01 0.00 398.00 0.00 0.00 0.00
20 3.001 0.35 ' 7.991 15.00 0.00 398.00 ' 0.001, 0.00 0.00
21

-
-3.60
0.50
1 12.45

27.45

0.01

398.01

0.00 ?

0.01

0.00
0

22 _ .
i
4.20
0.67
17.88'
45.32
0.01
398.01 ;
' 0.001 0.01
0.00
23 4.80
0.88
1 24.24
69.56
0.01
398.01
', 0.00;
001,
0.00
24 5.401, 1.10 31.53' 101.10 0.02 398.02 0.001 0.02 0.00
25 6.00 1.35 39.72 j 140.81 0.02 398.02
,,
0.001
-
0.02 0.00
-_-- -
1.63 48.77
189.58
0.03
398.03
0.00
0.03
- - -- 0
.00
-
27 7.201 1.93 ' 58.66 248.25 0.04 398.04 0.00 0.04 0.00
28 - 7.80; 2.25 ! 69.36 317.60 0.05 398.05 0.00'' 0.05 0.00
29 - - 8.40 2.59 ' 80.781 398.39 0.06' 398.06 0.00 0.06 0.00
30 9.00 2.94 92.951 491.34 0.07 398.07 0.001 0.07
1 0.00
31 9.601 3.32 1 105.821 , 597.16 0.09 398.09 ' 0.01 0.09 0.00
32 10.20' 3.71 119.34 716.50 0.10 398.10 : 0.01 0.101, 0.00
33 10.80 4.12 ; 133.47 849.98 0.12 398.12 ' 0.01 0.12 0.00
34 11.40 4.55 148.17 998.14 0.13 398.13 0.01 0.13 0.00
35 12.00 4.98 163.37 1161.51 0.15 398.15 0.01 0.15 0.00
36 12.60 5.43 179.03 134.54
5 0.18 398.18 0.01 0.18 0.00
37 13.20 5.89 ,
195.110 153
.64 0.20 398.20
0.01
0.20
0.00
38 13.80' 6.35 211.52: 1747.16 0.22 398.22 0.01 0.22 0.00
39 14.401 6.82 228.24 1975.41 0.25 398.25 0.01 0.25 0.00
40 15.00' 7.30 ' 245.21 2220.62 0.28 398.28 0.01 0.28 0.00
41 15.60 7.78 : 262.36 2482.98 0.30' 398.30 0.01 '. 0.30' 0.00
42 16.201 8.26 279.64 2762.62 0.33 398.33 0.01 0.33 0.00
43 16.80 8.75 297.00 3059.62 0.37 398.37 0.01 0.37 0.00
44 17.40 9.23 ! 314.37 3373.99 0.40 398.40 0.02' 0.40 0.00
45 18.00 9.71 331.69 3705.69 0.43 398.43 0.02 0.43 0.00
46 18.60 10.18 348.92 4054.60 0.47 398.47 0.02 0.47 0.00
47 19.20 10.65 365.99 4420.59 0.51 398.51 0.021 0.51 0.00
48 19.80 11.11 382.84 4803.43 0.55 398.55 0.02 0.55 0.00
49 20.40 11.57 399.42 5202.85 0.59 398.59 0.02 0.59 0.00
50

21.00
I

12.01

415.67

5618.52

0.63

398.63

0.02

0.63

0.00
51 21.60 12.44 431.55 6050.07 0.67 398.67 0.04 0.67 0.00

J K L M N O P Q R

1
2 Page 2 Brandywine Basin # 'W#4
_ -
FAProject Files\G & A\NC\1686\Brandywine_.25\Documents\Reports\Rout4-01.xis
-'
1 Yr. Trial # - 2
11/15/05
3 Riser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5
6
7
1
2
500.00
500.00
24 102.00
18', 102.00
1.00 6.28
0.751 4.71
3.1416
1.7671 Results
Max Elev. 400.84
Max Flow 3.97
8
Weir 1 El. = 400.85 Weir 1 L = 50.00 ft. Cw = 3.2Stage 2.85
Weir 2 El. = 500.00 Weir 2 L = 10.00 ft. Cw = 3.21 Stag e = 102.00
9(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
h Flow Flow h Flow h Flow
14
15

16 - --
0.01
71.07
17 - -
-
0.06 69.39
18 0.13', 67.76
19 0.22 ! 66.16
20 0.351. 64.60
21 05 63.08'.
22 0 671 61.59
23 -
0.88'1 60.14
24 - 1.10; 58.72
25 1.35' 57.34

26 163
'x, 55.98

27 -- -
1.93'
54.67
28 - 2.25; 53.38
29 2.59; 52.12
30 2.94 50.89
31 3.32 1 49.69
32 3.71, 48.52
33 - 4.12' 47.38
34 - 4.55 46.26
35 4.981 45.17
36 5.431 44.10'
37 5.89' 43.06
38 6.35' 42.05
39 6.82 41.06
40 - 7.301 40.09
41 7.781 39.15
42 8.26' 38.22
43 - 8.75' 37.32
44 9.23 36.44
45 9.71 35.58

46
- I
10.18
34.74
47 10.65' 33.93
48 11.11' 33.13
49 11.57 32.34
50 _ 12.01 31.58
51 12.44 30.84
0.001 0.00 0.001
0.00' 0.00 0.001
0.00 0.00 0.00
0.00 0.00 0.00'.
0.00 0.00 0.00'
0.00 0.00 0.00
0.00 0.00 0.00'
0.001 0.00 0.001
0.00 0.00 0.001
0.00 0.00 0.00 j
0.00 0.00 0.00''
0.00' 0.00 0.001
.
0.00, 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.001
0.00'', 0.00 0.01
0.00, 0.00 0.01
0.00 0.00 0.01
0.00 0.00 0.01
0.00 0.00 0.01
0.00 0.00 0.01
0.00 0.00 0.01
0.00' 0.00 0.01
0.00 0.00 0.01
0.00' 0.00 0.01
0.00 0.00 0.01
0.00 0.00 0.01
0.00 0.00 0.01
0.00 0.00 0.02
0.00 0.00 0.02
0.00 0.00 0.02
0.00 0.00 0.02
0.00 0.00 0.02
0.00 0.00 0.02
0.00 0.00 0.02
0.00 0.00 0.02
0.001 0.001
0.00' 0.00'
0.00 0.00
0.00' 0.00'
0.00 ` 0.00
0.00 0.00
0.00; 0.00
0.00' 0.001
0.001 0.00
0.001 0.00
0.001 0.00
0.00 0.00
0.00! 0.00
0.00 0.00
0.00' 0.00'
0.001 0.00,
0.00i 0.00'.
0.00; 0.00;
0.00 0.00
0.00: 0.00
0.00' 0.00
0.00 0.00'
0.00 0.00'.
0.00' 0.00
0.00 0.00
0.00' 0.00!.
0.00' 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00'' 0.00.
0.00 0.00'
0.00 0.00
0.00' 0.00
0.00' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00'
, 0.00
- _
.
0.00' - - -
0.00
0.00 0.00
0.00' 0.00
0.001 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.001
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00' 0.001
0.00 0.00
0.00 0.00

S T U v w X Y Z AA
1

2 Page 3 Brandywine
----
F:\Project Files\G & A\NC\1686\Brandywine_ Basin # = W#4 1 Yr.

.25\Documents\Reports\Rout4-01.xls Trial # =

11/15/05 2
3
4
No.
Bottom
Height
Length Slots
Weir
Orifice
Top
Area
Z
5 Elev. (ft.) (ft.) C C Elev. (s. f.) (ft.)
6
7 1
2 398.64
500.00 0.50
1.75 1.17
4.00 3.2
3.2 0.6
0.6 399.14
501.75 0.58
7.00 0.64
102.00
8
9

10
-
EL -,
500.00
Z =
102.00 Pipe 2
Diam. =
24 in
. A =
3.1416 s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14 -
15
-
-
- -
16 0.00!
. 0.00 0.00, 0.00 0.00 . 0.00' 0.00. 0.00 0.00
17 0.00 0.00 , 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
18 0.00 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
19 0.00'i 0.00 0.00' 0.00 0.00 0.00' 0.00 0.00 0.00
20 0.001 0.00 ' 0.00 0.00 0.00 . 0.00, 0.00 0.00 0.00
21 0.001 0.00 0.00' 0.00 0.00 0.00' 0.00 0.00 0.00
22 0.00 0.00 0.001 0.00 0.00 0.00' 0.00 0.00 0.00
23 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00
24 0.00' 0.00 0.00 0.00 0.00 ' 0.00', 0.00', 0.00 1 0.00
25 0.001 0.00
- 0.00 0.00 0.00 . 0.00 0.00' 0.00 ' 0.00
'
26 ' 0.00 -
0.00 0.00 0.00 0.00, 0.00' , 0.00 0.00
27 0.00 0.00 . 0.00''
0.00
0.00
0.00
0.00
0.00 0.00
28 0.00' 0.00 0.00 0.00 0.00 ; 0.00, 0.00 0.00 0.00
29 0.00; 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00
30 0.00', 0.00 0.00 0.00 0.00 0.00: 0.00 0.00 0.00
31 0.00' 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00
32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00, 0.00 0.00
34 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35 0.00, 0.00 0.001 0.00 0.00 0.00 0.00, 0.00 ,' 0.00
36 0.00 0.00 ' 0.00' 0.00 0.00 ', 0.00' 0.00 0.00 ! 0.00
37 0.00 0.00' 0.00 0.00 0.00 0.00 j 0.00 0.00 1 0.00
38 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , 0.00
39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41
__
_ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
?2 0.001 0.00 0.00
- 0.00 0.00 0.00 0.00 0.00
- , 0.00
43 0.00: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00
44 O.M 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00' 0.00 0.00 0.00 0.00 0.00 0.00. 0.00
0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 : 0.00
49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00
50 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00 0.00 0.03 0.00 0.02 0.00 0.00 0.00 ' 0.00

I

A B C D E F G H I
52 Page 1A 'Brandywine Basin # = W#4 1 Yr. Trial # = 2-
53 F:\Project Files\G & A\NC\1686\Brandywine_ .25\Documen ts\Reports\Rout4-01.xls 11/15/05
54 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
55 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft. (cfs) ft.) (ft.)
56
57 22.20 12.85 446.22 6496.29 0.72 398.72 0.10
- 0.72 0.00
-
58 -
22.80' 13.25-

- -
459.13' 6955.41 0.76 398.76 ! 0.18 , 0.76 1 0.00
; - -
59 - 23.40' 13.64 470.71' 7426.13 0.81 398.81 0.28 0.81
0
' 0.00
60 24.00 14.01 481.06' 7907.19 0.85 398.85 0.39 ' 0.85 0.00
61 24.60' 14.36 490.20 8397.39 0.90 398.90 0.52 0.90 0.00
62 25.20 14.69' 498.14' 8895.53 0.95 398.95 0.66 0.95 0.00
63 25.801, 14.99 504.87 9400.40 1.00 399.00 0.82 1.00 0.00

64

26.40
-
-
-

15 28,

510.40,
-

9910.80

1.04

. 399.04 0.98 1.04 0.00
65 27
.00 15.54 514,72' , 10425.52 1.09 399.09 1.16 1.09 ! 0.00
66 _
27.60 15.781 517.83' 10943.35 1.14 399.14 1.35 ', 1.14 0.00

67
28.20 16.00 519.74, 11463.09 1.19 399.19 , 1.19
, 0.00
68 28.80 1
6.119' 519.79 11982.88 1.24 399.24 1.68 1.24 0.00
69 2
9
.40
, 16.35 522.33 12505.20 1.28 399.28 1.79 , 1.28 ' 0.00
- -
70 .
_
_
_ 30.00' 16.49'. 524.22 13029.43 1.33 399.33 1.89 1 1.33 0.00
71 30.60 16.60 525.41 13554.83 1.38 399.38 1.99 1, 1.38 11 0.00
72 - 31.201 16.68' 525.82', 14080.66 1.43 399.43 2.09 1.43 0.00
73 31.80 16.74: 525.44 14606.10 1.47 399.47 2.18 ', 1.47 0.00
74 32.40 16.77;
524.23
15130.32
1.52
399.52 .26

2.26 1 1.52

1 0.00

75
33.00
- - -
16.77
522.16:!
8 1.57 399.57 1 2.34 1 1.57 !
' 0.00
7
6
33.60
16.74
519.22 ,
16171.7 1
1.61
399.61
: 2.42
1 1.61
0.00
77 34.20 16.68 515.41 16687.12 1.66 399.66 ' 2.50 ; 1.66 0.00
78 34.80 16.60 510.72' 17197.83 1.71 399.71 2.57 ' 1.71 0.00
79 -- 35.40; 16.49 505.14 17702.97 1.75 399.75 ' 2.64 , 1.75 0.00
80 36.00' 16.3
5?
498.69 18201.66 1.79 399.79 2.70 ' 1.79 0.00
81 36.60! .
16.19' 491.37, 18693.03 1.84 ' 399.84 2.77
- 1.84 0.00

82 --
37.20
- ?-
16.00,
483.19,
19176.21
1.88
399.88
; 2.83
1.88
0.00
83
, 15.78 474.17 19650.39 1.92 399.92 '1 2.89 1, 1,92 - 0.00
84 - -
38.40
, 15.54
464.34
20114.72
1.96
399.96
2.94
' 1.96 .00
0
'
85 39.00 15.28' 453.70 20568.43 2.00 400.00 2.99 ! 2.00 0.00
86 _
39.60 14.99' 442.30 21010.73 2.04 400.04 ; 3.05 2.04 0.00
87 40.201 14.69 430.16 21440.89 2.08 400.08 3.09 1 2.08 0.00
88 40.80 14.36 417.31 21858.21 2.11 400.11 3.14
2.11
0.00
89 41.401 14.04' 403.80 22262.00 2.15 400.15 3.18 1 2.15 0.00
90 42.001 13.70 390.65 22652.65 2.18 400.18 3.23 1 , 2.18 ' 0.00
91 42.60 13.38 377.23 23029.87 2.21 400.21 3.27 2.21 0.00
92 43.20 13.07 364.16 23394.03 2.24 400.24 3.30 ' 2.24 0.00
93 43.80! 12.76 351.43 23745.46 2.27 400.27 3.34 2.27 0.00
94 44.40 12.46 339.04 24084.50 2.30 400.30 3.38 2.30 0.00
95 45.00 12.16 326.97 24411.46 2.33 400.33 3.41 2.33 0.00
96 45.60 11.88 315.21 24726.67 2.36 400.36 3.44 2.36 0.00
97 46.20 11.60 303.76 25030.43 2.38 400.38 3.47 2.38 0.00
98 46.80' 11.321 292.60 25323.03 2.41 400.41 3.50 2.41 0.00
99 47.401 11.06 281.73 25604.75 2.43 400.43 3.53 2.43 0.00
100 48.00'' 10.80 271.14' 25875.89 2.45 400.45 3.55 ' 2.45 0.00
101 48.60 10.54 260.82 26136.71 2.48 400.48 3.58 2.48 0.00
102 49.20 10.29' 250.76 26387.47 2.50 400.50 3.60 2.50 0.00

t

J K L M N O P Q R
52 Page 2A Brandywine Basin # = j W#4 1 Yr. Trial # = 2
53 FAProject Files\G & A\NC\1686 \Brandywine_. 25\Documents\Reports\Rout4-01.xls 11/15/05.
54 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55 - h Flow Flow h Flow h Flow
56
57 12.85 30.11 0.00 0.00 0.02 0.00 0.00 0.00 0.00
58 13.25' 29.40 0.00 0.00 0.02 0.00 0.00 0.00 0.00
59 13.64' 28.71 0.00 0.00 0.02 0.00 i 0.00 0.00 0.00
60 14.01 28.03 0.00 0.00 0.02 0.00 0.00 0.00 0.00
61 1436 27.37 0.00 0.00 0.02 0.00 0.00 ' 0.00 0.00
62 14.69 26.73 0.00 0.00 0.02 0.00 ! 0.00 0.00 0.00
63 14.991 , 26.10 1 0.00 0.00 0.03 0.00 ' 0.00 0.00 0.00
64 15.28 25.48 ' 0.00 0.00 0.03 0.00 ', 0.00 0.00 0.00
65 15.54 24.88 0.00 0.00 0.03 0.00 '' 0.00 0.00 0.00
66 15.78' 24.29 0.00 ' 0.00 0.03 0.00 1 0.00 1 0.00
; 0.00
-
67 16.00! 23.72 : , 0.00 0.00 0.03 1 0.00 O.M
1
, 0.00 ' 0.00
68 16.19 23.16 0.00 0.00 0.03 0.00 0.00 0.00 ' 0.00
69 _
16.35 22.62 0.00 ' 0.00 0.03 ' 0.00 1 0.00 0.00 0.00
70 _
16.49 22.08 0.00 0.00 0.03 0.00 0.00 0.00 ' 0.00
71 16.6 O:i 21.56 0.00 0.00 0.03 0.00 ', 0.00 'i 0.00 1 0.00
72 16.68 21.05 ' 0.00 0.00 0.03 ' 0.00 1 0.00 ' 0.00 0.00
73 16.741 20.56 0.00 0.00 0.03 0.00 ' 0.00 0.00 : 0.00
74 16.77 20.07 0.00 0.00 0.03 ! 0.00 0.00 ' 0.00 0.00
75 16.77, 19.60 0.00 0.00 0.03 ' 0.00 ' 0.00 0.00 0.00
76 16.74; 19.14 0.00 0.00 0.03 . 0.00 , 0.00 0.00 0.00
77 16.681
18.69
0.00
. 0.00
0.03
' 0.00
0.00
1
0.00 .00
0
78 16.60 18.25 0.00 0.00 0.03 1, 0.00 0.00 I 0.00 0.00
79 16.49 17.82 0.00 0.00 0.03 ' 0.00 0.00
1
.00
0.
. 0.00
80 16.351 17.40 0.00 0.00 0.03 '
0.00
1 0.00
0.00

0.00
81 16.19I 16.99 0.00 0.00 0.04 0.00 0.00 ' 0.00 ' -0.00
-
82 16.00' 16.59 0.00 ; 0.00 0.04 j 0.00 '1 0.00 0.00 0.00
83 _
15.78 16.20 0.00 ! 0.00 0.04 0.00 1 0.00 0.00 0.00
-
84 15.541
- ,, 15.81 0.00 ' 0.00 0.04 I
, 0.00 _
! 0.00 0.00 0.00
85 15.28i 15.44 0.00 0.00 0.04 0.00 0.00 0.00 0.00
86 14.99 15.08 0.00 ' 0.00 0.04 0.00 ', 0.00 0.00 0.00
87 1 14.72 0.00
1 0.04 i 0.00
1 0.00
i ! 0.00 ' 0.00
88 14.36
1
? 4.37' 0.00
1 0
.00 0.04 ' 0.00 0.00
? ' 0.00 .1 0.00
-
89 14.01 14.04 ' 0.00 0.00 0.04 0.00 ' 0.00 0.00 0.00
90 13.64 13.70 0.00 0.00 0.04 0.00 0.00 0.00 0.00
91 13.25 13.38 0.00 0.00 0.04 0.00 ' 0.00 0.00 0.00
92 12.85 13.07 0.00 0.00 0.04 0.00 0.00 0.00 0.00
93 12.44
12.76 0.00
. 0.00
0.04
' 0.00
; 0.00
0.00
0.00
94 12.01. 12.46 0.00 0.00 0.04 0.00 ' 0.00 ' 0.00 0.00
95 11.57 12.16 0.00 0.00 0.04 0.00 1 0.00 0.00 0.00
96 11.11 11.88 0.00 0.00 0.04 0.00 0.00 0.00 0.00
97 10.65 11.60 0.00 0.00 0.04 0.00' 0.00 0.00 0.00
98 10.18. 11.32 0.00 0.00 0.04 0.00 0.00 0.00 0.00
99 9.71 11.06 0.00 0.00 0.04 0.00 0.00 0.00 0.00
100 9.23' 10.80 0.00 0.00 0.04 0.00 0.00 0.00 0.00
101 8.75 10.54 0.00 0.00 0.04 0.00' 0.00 0.00 0.00
102 8.26'1 10.29 0.00 0.00 0.04 0.00' 0.00 0.00 0.00

1

S T U V W X Y Z AA
52 Page 3A 1 Brandywine Basin # = W#4 1 Yr. Trial # = 2
53 F:\Project Files\G & A\NC\1686\Brandywine_ .25\Docume nts\Reports\Rout4-01.xls 11/15/05
54 Riser 2 Riser 2 Weir - S1 'Orifice-S1 Slot 1 Weir - S2 Orifice-S2' Slot 2 Pipe 2
55 h Flow h h Flow h h Flow Flow
56

57
58
59
-
0.00
0.00
0.00!

0.00
-
0.00
0.00

0.08
0.12
0.17

0.00
0.00
0.00

0.08
0.16
0.25

0.00
0.00
0.00

0.00
0.00
0.00

0.00
am
0.00

0.00
0.00
0.00
60

61
62
63
64 0.00
--
0.00'
0.00
0.00
0.00! 0.00
- - -
0.00
0.00
0.00
0.00 0.21

0.26
' 0.31
0.36
0.40 0.00

0.00
0.00
0.00
0.00 0.37
-
0.50
0.64
0.79
0.96 0.00

0.00
' 0.00
0.00
0.00 0.00

0.00
0.00'
0.00
0.00 0.00

0.00
0.00
0.00
0.00 0.00
,
0.00
0.00
0.00
0.00
65

66

67
68 0.00!

.00 i
0.00i-
0.00!
0.001 0.00
0.00

0.00
0.00 0.45
0.50!

0.55'
' 0.60' 0.00
0.00

0.30
0.35 1.13
1.32

1.53
1.65 ' 0.00
' 0.00

0.00
0.00 0.00
0.00

0.00 !
0.00', 0.00
0.00

0.00
0.00 0.00
0.00

0.00
0.00
69 0.00; 0.00 '. 0.64' 0.39 1.76 0.00 0.00' 0.00 ' 0.00
70 0.00;
- 0.00 0.69 0.44 1.87 0.00 0.00 0.00 0.00
71 I 0.00
- ?
0.74'
0.49
1.96
: 0.00
0.00
0.00
i 0.00
72

73

74 I
O.OO
-
_ 0.00'.

0.00? 0.00

0.00

0.00
- " 0.791

i
' 0.83

0. 88
1 0.54

0.58

0.63 2.06

2.15

2.23 0.00

,

0.00

0.00
' 0.00

.00'.

0.00 0.00

.00

0.00 i
0.00

' 0.00
0

''. 0.00
75 0.00 0.00 0.93
' 0.68 2.31 '
0.00 0.00', 0.00 0.00
--
76 0.00, 0.00 ' 0.97', 0.72 2.39 0.00 0.00, 0.00 0.00
77 0
.00;
0.00
1.02', 0.77 0.00
1 0.00' 0.00 ! 0.00
78 0.00 0.00 1.07 .82
0 2.53 0
.00 ,
0.00 0.00 0.00
79 0.001: 0.00 1.11 0.86 2.60 0.00 0.00 0.00 0.00
80 0.00' 0.00 1.15 0.90 2.67 ' 0.00 0.00 0.00 1 0.00
-
81

82 0.001

0.00 I 0.00

0.00 ' 1.201

1.24'1 0.95
0.99 2.73
2.79 , 0.00
0.00'
I 0.00',
0.00 0.00

0.00 ' 0.00
_
1 0.00
-
-
83 0.00; 0.00 ' 1.28 1.03 2.85 0.00 0.00 0.00 0.0
0
84 0.00, 0.00 1.32' 1.07 2.90 1 0.00 0.00' 0.00 ' 0.00
85 0.00 0.00 1.361 1.11 2.96 0.00 0.00 0.00 , 0.00
86 0.00 0.00 1.401 1.15 3.01 0.00 0.00 0.00 1 0.00
87 0.00 0.00 1.44 1.19 3.06 0.00 0.00 0.00 0.00
88 0.00i 0.00 1.47: 1.22 3.10 0.00 0.00 0.00 0.00
89 0.00, 0.00 ' 1.51 1.26 3.15 0.00 0.00 0.00 0.00
90 0
.00, 0
.00 1
.54 1
.29 .19
3 0
.00 0
.00
' 0.00 0.00
91 0.00
1 0
.00 .57
1 1
.32 3
.23 0
.00 .00,
0 0.00 0.00
92 0.00 0.00 1.60 1.35 3.27 0.00 0.00 0.00 0.00
93
94 0 00
0.001 0.00
0.00 1.63,
1.66: 1.38
1.41 3.30
3.34 0.00
0.00 0.00
0.00 0.00
0.00 0.00
! 0.00
95 0.00' 0.00 1.69 1.44 337 0.00 0.00 0.00 ' 0.00
96 0.00 0.00 1.72 1.47 3.40 0.00 0.00 0.00 0.00
97 0.00 0.00 1.74 1,49 3.43 0.00 0.00 0.00 0.00
98 0.00 0.00 1.77 1.52 3.46 0.00 0.00 0.00 . 0.00
99 0.00' 0.00 1.79 1.54 3.48 0.00 0.00' 0.00 0.00
100 0.00 0.00 1.81 1.56 3.51 0.00 0.00 0.00 0.00
101 0.00 0.00 1.84 1.59 3.54 0.00 0.00 0.00 ' 0.00
102 , 0.00 0.00 1.86 1.61 3.56 0.00 0.00 0.00 0100
1

A B C D E F G H I
age 1B Brandywine Basin # = W#4 1 Yr. -
Trial # - 2
Troject Files\G & A\NC\1686\Brandywine_ .25\Documen ts\Reports\Rout4-01.xls 11/15/05',
Ti
me Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
_
_
(min. cfs (Cu. ft.) (cu. Ft.) (ft. (ft.) (cfs) (ft.) (ft.)

49.80'' - 10.05 240.96 26628.44 2.52 400.52
3.62
2.52
0.00
50.40 9.81
231.42
26859.85
2.54
400.54 .64
3 2.54 0.00
51.001 -
9.58' 222.11 27081.97 2.56 : 400.56 3.66 2.56 0.00
51.601 9.36 213.05 27295.01 2.57 400.57 3.68 2.57 0.00
52.20 9.14, 204.21 27499.22 2.59 400.59 , 3.70 2.59 0.00
_
52.80'.
8 92
195.60'
27694.82
2.61
400.61
3.72
2.61
0.00
53.40 8.7 1 ; 187.21 27882.03 2.62 400.62 3.74 ; 2.62 0.00
- -
400
.
5

179.03.

28061.06

2.64 400.64 '; 3.75 : , 2.64 000
-_-

.
_
_
54.60:
8.30
171.06 - -
28232.11
2.65
400.65
i 3.77
2.651
0.00
.:.

55.201,
'
811

163.29,

28395.40

2.67

400.67

3.78
2.67
1
0.00

.
55.80
_
7.921 -
155.72
28551.12
2.68 -
400.68
3.80

2.68

0.00
56.401 7.73 148.34 28699.47 2.69 400.69 3.81 2.69 0.00
57.00; 7.551 141.151 28840.62 2.70 400.70 1 3.82 2.70 0.00
57.60' 7.37 134.15 28974.76 2.71 400.71 3.83 2.71 0.00
58.20 7.20 127.32 29102.08 2.73 '
400.73
3.85
1
-0.00-
58.801 7.03 120.66 29222.74 2.74 400.74 1 3.86 2.74 0.00
59.40! 6.86 114.181 29336.92 2.74 ' 400.74 3.87 ' 2.74 0.00
60.00 6.70 107.86 29444.77 2.75 400.75 :! 3.88 ; 2.75 0.00
60.60 6.54 101.70
29546.47
2.76
400.76
1 3.88
2.76
0.00
61
. 1 95.7 2942.17 2.77 1 3.89 ? 2.771 0 00
-
61
.80
_ 6.24

-
- 9.851
8 29732.02 2.78 400.78
3.9
? 2.781
0.00
62.40 6
09 84.151 29816.17 2.78 1 400.78 3.91 2.781 0.00

63.00
5.95 -
78.601
29894.77
2.79
400.79
1, 3.91 -
2.79,
0.00
63.60; 5.81' 73.19 29967.96 2.80 ' 400.80 ' 3.92 ! 2.80 0.00
64.201 5.671 67.92 30035.87 2.80 ' 400.80 ' 3.93 ' 2.80. 0.00
64.80 5.541 62.78 30098.6 3.93 ! 2.81 0.00
65.40! 5.41 57.78, 30156.43 2.81 400.81 3.94 , 2.81 0.00
66.00 5.28 52.90 30209.34 2.82 400.82 3.94 ', 2.82 0.00
66.60 5.15 48.16 30257.49 2.82 400.82 3. 2.82 0.00
-

67.201
5.031
43.53
30301.02
2.82
400.82
' 3.95
I 1
2.82
0.00
67.80 4.91, 39.02' 30340.05 2.83 400.83 ; 3.95
2.83
1

0.00
68.40 4.80 I 34.64' 30374.68 2.83 1 400.83 1 3.95
2.831
0.00
--
69.00 ?
4.68 !
30.36' 30405.04 2.83 400.83 ' 3.96
2.83
0.00
69.60 4.57 26.20' 30431.24 2.84 400.84 ; 3.96 2.84
' 0.00
-
70.201
4.47'
22.14
30453.38
2.84
400.84
3.96
' 2.84
0.00
70-80i 4.361 18.19' 30471.58 2.84 400.84 ! 3.96 ' 2.84' 0.00
71
.401- 4.261. 14.35 30485.92 2.84 400.84 3.96 2.84
. 0.00
_
72.00! 4.16 10.60 30496.53 2.84 400.84 3.96 2.84 0.00
72.601, 4.06 6.96' 30503.49 2.84 400.84 ' 3.97 2.84 0.00
73.20! 3.96', 3.41 30506.89 2.84 400.84 ' 3.97 ' 2.84 0.00
-
73.80
3.87'
-0.05
30506.85 2.84
400.84
3.97
2.84
0.00
74.401 3.78' -3.41 30503.44 2.84 400.84 3.97 2.84 0.00
75.00 3.69 -6.69 30496.75 2.84 400.84 ' 3.96 2.84 0.00
75.601 0 9.87 30486.88 2.84 400.84 1 3.96 2.84 0.00

-
'
7620 2, '
.5
3 -12.97 30473.90 2.84 400.84 3.96 2.84 0.00
Maximum 30506.89 400.84 3.97

J K L M N O P Q R
r Page 2B Brandywine
- -- - - - -
F:\Project Files\G & A\NC\1686\Brandywine_. Basin # W#4

25\Documents\Reports\Rout4-01.xls 1 Yr. Trial # =

11/15/05 2
-
Q(<1.25Tp) 10(>1.25Tp) - Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
ilnO h Flow Flow h Flow h Flow
1O
7.78 10.05 0.00 0.00 0.04 0.00 0.00 0.00 0.00
r 7.30' 9.81 0.00 0.00 0.04 0.00 0.00 0.00 0.00
6.82
6.35
- : 9.58
9.36 0.00
0.00 0.00
0.00 0.04
0.04 0.00
0.00 0.00
0.00
- 0.00
' 0.00 0.00
' 0.00
-
112 5.89 9.14 ' 0.00 0.00 0.04 1 0.00 0.00 . 0.00 0.00
113 5.43 8.92 0.00 0.00 0.04 0.00 0.00 0.00 0.00
114 4_.98 8.71 0.00 0.00 0.04 0.00 0.00 0.00 0.00
-
115 4.55
8.51
0.00
0.00
0.04
0.00
0.00 0.00 0.00
116 4.12 8.30 0.00 0.00
! 0.04 ; 0.00 ' 0.00 0.00 0.00
117
118
119 3.71
3.321
2 94 8.11
7.92
7.73 0.00
0.00
0.00 0.00
1 0.00
0.00 0.04
0.04
0.04 0.00
. 0.00
0.00 0.00
, 0.00
0.00 i 0.00
0.00
0.00 0.00
0.00
0.00
120 2.59 7.55 0.00 0.00 0.04 0.00 0.00 0.00 0.00
121 2.25'; 7.37 0.00 0.00 0.04 O.M 0.00 ' 0.00 0.00
122
123

124 1.93!
1.631

1.351 7.20
7.03

6.86 0.00
`'
0.00
0.00 ! 0.00

: 0.00
0.00 0.04

0.04
0.04 1 0.00

', O.OO
0.00 1 0.00

I 0.00
0.00 0.00

0.00
0.00 0.00
-
0.00
0.00
125 110, 6.70 0.00 0.00 0.04 0.00 !. 0.00
- 0.00 0.00

126
0.88,
-
6.54
0.00
'. 0.00
0.04
, 0.00
, 0.00
0.00 '
0.00

127
0.671
6.39
0.00
:! 0.00
0.04
0.00 0.00
1 0.00 0.00
128 0.50 6.24 0.00 0.00 0.04 0.00 ' 0.00 0.00 ' 0.00

129 i
-- 0.35. 6.09 ; 0.00 0.00 0.04 0.00 ' 0.00 ' 0.00 ' 0.00
-
130 0.22 5.95 0.00 0.00 0.04 ' 0.00 1 0.00 0.00 0.00
131
1
32 0.13;
0
.06
1 5.81
5.67 0.00
0.00 i 0.00
0.00 0.04 0.00
O.M
1 ' 0.00
0.00 0.00
0.00
1 0.00
' 0.00
1
33 0.01 5
.54 0.00 ; 0.00 0.04 1
.00
0 0.00 0.00
1 . 0.00
134 0.00,
5.41
0.00
' 0.00
0.04
0.00
0.00
1
0.00
,
0.00
135 1
0.01. 5.28 0.00 0.00 0.04 0.00 0.00 0.00 0.00
136 0.06 5.15 0.00 0.00 0.04 1, 0.00 0.00 , 0.00 0.00
137 0.13' 5.03 ' 0.00 0.00 0.04 0.00
. ' 0.00 0.00 0.00
138 0.22 ', . 4.91 0.00 ' 0.00 0.04 0.00 1 0.00 0.00 0.00
139
140 0 35,
0.50: 4.80
4.68 ! 0.00
0.00 1 0.00
' 0.00 0.04
0.04 ; 0.00
0.00 1 0.00
' 0.00 1 0.00
0.00 : 0.00
0.00
141 0.67 4.57 0.00 0.00 0.04 0.00 0.00 0.00 0.00
142
143
144 0.88
1.10
5
1. -3 4.47
4.36
4.26 0.00
0.00
0.00 0.00
0.00
. 0.00 0.04
0.04
0.04 0.00
0.00
0.00 0.00
0.00
0.00 0.00
: 0.00

.00
, 0 0.00
0.00

0.00
145 .
1.631 4.16 .
0.00 0.00 0.04 0.00 0.00 0.00 0.00
146 1.93' 4.06 0.00 0.00 0.04 0.00 0.00 ' 0.00 0.00
147
148 2.25
2.59 3.96
3.87 0.00
0.00 0.00
0.00 0.04
0.04 0.00
0.00 ' 0.00
0.00 0.00
0.00 0.00
0.00
149 2.94 3.78 0.00 0.00 0.04 0.00 0.00 1 0.00 0.00
150 3.32 3.69 0.00 0.00 0.04 0.00 0.00 0.00 0.00
151 3.71 3.60 0.00 0.00 0.04 0.00 0.00 0.00 0.00
152 4.12 3.52 0.00 0.00 0.04 0.00 0.00 0.00 0.00
153 Maximum 0.00 0.04 0.00 0.00

1

S T U V W X Y Z AA
103 Page 3B Brandywine Basin # W#4 1 Yr . Trial # = 2
104 FAProject Files\G & A\NC\1686\Brandywine_ .25\Documents\Reports\Rout4-01.xis 11/15/05
105 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifi ce-S2 Slot 2 Pipe2
106 h Flow h h Flow h h Flow Flow
107
108 0.00' 0.00 1.88 1.63 3.58 0.00 0.00 0.00 . 0.00
109 0.00 0.00 1.90 1.65 3.60 0.00 0.00. 0.00 0.00
110 0.00 0100 1.92 1.67 3.62 0.00 0.00 0.00 ' 0.00
111 0.00 0.00 1.93 1.68 3.64 0.00 0.00 0.00 ! 0.00
112 0.00 0.00 1.95 1.70 3.66 0.00 0.00 0.00 ' 0.00
113 0.00 0.00 1.97 1.72 3.68 ' 0.00 0.00 0.00 '1 0.00
114 0.00 - 0.00 1.98 1.73 3.70 0.00 0.00 0.00 0.00
115 0.00', 0.00 2.00 1.75 3.71 0.00 0.00 0.00 0.00
116 0.00
-
- 0.00
- ---_- 2.01 1.76 3.73 0.00' 0.00 0.00 0.00
117
- 0.00
1 0._0.0 2.03 1.78 3.74 ' 0.00 0.00 0.00 ' 0.00
1
8 I 0.0 1.79 3.75 0.00 0.00 0.00 0.00
0
119 O.OO
, 0
.00 ' 2.05 1.80 3.77 0.00 0.00 0.00 , 0.00
120 0.00
- 0.00 2.061 1.81 3.78 0.00 0.00 0.00 0.00
121 0.001
1.82
3.79
0.00'
0.00
0.00
0.00
122 _ I
0.00, - 0.00 2.09 1.84 3.80 0.00 0.00' 0.00 ! 0.00
123 0.00 0.00! 2.101 1.85 3.81
- ' 0.00 0.00' 0.00 ' 0.00
124 0.0011 - -
0.00, 2.101 1.85 3.82 ; 0.00 0.00, 0.00 : , 0.00
0.00

125 -
0.00'
0.00'
2.11;
1.86
3.83
0.00
0.00
O.OO
-
0.00
,
126 -0.00';

-
-
-
-
- --
0.00
-
-- 2.12: 1.87 3.84 0.00 0.00 0.00 , 0.00

'
127 . .
00
0.0
0
1
1 0
.001 2.13
' 1.88 3.85 0.00, 0.00 0.00 ' 0.00
128 1 0.00' 2.14 1.89 3.86 ' 0.00 0.00
' 000 0.00
129 0 00
! 0.00 2.14 1.89 3.86 ! 0.00
0.00
0.00
, 0.00
130 0.00 0.00 2.15 1.90 3.87 0.00 0.00 0.OO I 0.00
131 0.00 0.00. 2.16' 1.91 3.88 0.00 0.00 0.00 ' 0.00
132 0.001 0.00' 2.16 1.91 3.88 . 0.00 0.00 0.00 '' 0.00
133 0 00 0.00 2.17 1.92 3.89 , 0.00 0.00; 0.00 0.0
0

134 t

.00
--- 6.001-

000, ,

2.17

1.92

3.89 ,

' 0.00

0.00

0.00 -
.
-
' 0.00
135 0.00 0.00 2.18, 1.93 3.90 ' 0.00', 0.00' 0.00 !- 0.00
136 0.001 0.00 2.18 1.93 3.90 :0.00: 0.00 0.00 , 0.00
137 0.001 0.00
1 1
2.18 1.93 3.90 , 0.001 , 0.00 0.00 1 0.00
138 _
0.001 .
0.00
.1
9 !.
2
.94
1
3.91
0.00
! 0.00 0.00
139 Moll-
.00 ?
0.00
2
.
19
1
.94
3.91
0
:
.00
0.00i
0.00

0.00
140 0.001 0.00' 2.19' 1.94 3.91 0.00' 0.001 0.00 ' 0.00
141 0.0011 0.00 2.20 1.95 3.92 0.00 0.00
0.00
.: 0.00
142 0.00, 0.00 2.20', 1.95 3.92 0.00 0.00', 0.00 0.00
143 0 00 0.001
'.;
2.20 1.95 3.92 0.00 0.00 0.00 0.00
144 0.00' 0.00 2.20 1.95 3.92 0.00 0.00 0.00 0.00
145 0.00, 0.00 2.20 1.95 3.92 0.00 0.00 0.00 0.00
146 0.00 0.00 2.20 1.95 3.92 0.00 0.00 0.00 0.00
147 0.00 0.00 2.20 1.95 3.92 0.00 0.00 0.00 0.00
148 0.00 0.00 2.20 1.95 3.92 0.00 0.00 0.00 0.00
149 0.001 0.00 2.20 1.95 3.92 0.00 0.00 0.00 ' 0.00
150 0.00 0.00 2.20 1.95 3.92 0.00 0.00 0.00 0.00
151 000! 0.00 2.20 1.95 3.92 0.00 0.00 0.00 0.00
152 .
I 0.00! 2.20 1.95 3.92 0.00 0.00 0.00 0.00
153 Maximum 0.00' 3.92 0.00 0.00

1

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizo ntal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
3 Using Chainsaw Routing pr ocedure by H. R. Malcom
4 Storm 1 25 Yr. Trial # 2
5 Project: Brandywine Location: Cary, NC Basin #'W#4

7 Qp = 29.791 cfs Tp = 52.7 mi ns. dT 0.50 mins.
8 Ks = 9450.0' b = 1.1220 Pipe El. _ 398.00 ft
9 Co = 0.6; Diam. = 1 ' in. A=, 0.0055j s . f.

0
1 -
Allowable Q
-
cfs
Elevation at Z = 0 is
398.00 ft
. pipe Z =
0.00
__
11 - _
F:\Project Files\G & A\NC\1686\Brandywine- .25\Documen ts\Reports\Rout4- 25.xls - Date:' 11/15/05
12 Time Inflow dStorage Storage Stage E levation Outflow Pipe 1 h
h Pipe 2 h
13 (min.) (cfs) - -
(cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
14
15 0.00 0.00 0.00 0.00 0.00 398.00 1, 0.00

16 --
0_.50
' 0.01
. 0.00
0.00
0.00
398.00
' 0.00'
0.00
-
0.00
-
17 1
.00 0.03 0.20 0.20 0.00 398.00 0.00,. 0.00 0.00
18 1.50 0.06 0.79 0.99 0.00 398.00 0.00' 0.00 0.00
19 2.00 , 0.11 1.79' 278 0.00 398.00 ,
: 0.00, -
0.00: 0.00
20 2.50 0.17 3.17 5.95 0.00' 398.00 0.00 I 0.00 ii 0.00
21 3.00 0.24 4.95 10.90 0.00 398.00 ! 0.00 0.00 0.00
22 3.50 1 0.32 7.13 18.03 0.00 398.00 '..
0.00
0,00;
0.00
23 4.00 0142 9.69 27.72 0.01 398.01 , 0.00 0.01 0.00
24 4.50 0.53 12.64 40.36 0.01 398.01 0.00 0.01 0.00
-
-
25
- 5.00 . 0.66 15.98 56.35 0.01 398.01 0.00 0.01 0.0
0
2
6 5.50 0.79 19.70 76.05 0.01 398.01 0.00 0.01 0.00
27 6.00 1 0.94 , 23.80 99.85 0.02 398.02 0.00 0.02 0.00
28 -
6.50 1 1.10
- . 28.28;
- 128.13 0.02 398.02 ', 0.00,
- 0.02: 0.00
29 7.00 1.28 33.12- 161.25 0.03 398.03 1 0.00 0.03 0.00
30 7.50 1.46 38.34 199.59 0.03 398.03 ' 0.00 0.03' 0.00
31 8.00 ' 1.66 43.91 243.50 0.04 398.04 0.00' 0.04, 0.00
32 8.50 1.87 49.84 293.33 0.05 398.05 0.00 0.05 0.00
33 9.00 : 2.09 56.10 349.44 0.05 398.05 0.00' 0.05 0.00
34 9.50 2.33 ; 62.70 412.14 0.06 398.06 0.00 0.06 0.00
35 10.00 2.57 69.65 481.79 0.07 398.07 0.00' 0.07 0.00
36 10.50 2.82 . 76.94 558.73 0.08 398.08 0.01 0,08 0.00
37 11.00 , -
; 3.09 1 84.56 643.29 0.09 398.09 0.01 ---
0.09' 0.00
38 11.50 1 3.37 92.50 735.79 0.10 398.10 ' 0.01 0.10 0.00
39 12.00 ' 3.65 100.76 836.55 0.12 398.12 0.01 0.12 0.00
40 _
12.50 ! 3.95 109.33 945.88 0.13 398.13 0.01 0.13 0.00
41 13.00 , 4.25 118.19 1064.07 0.14 398.14 0.01 0.14 0.00
42 13.50 4.57 127.35 1191.42 0.16 398.16 0.01 0.16 0.00
43 14.00 4.89 136.79 1328.21 0.17 398.17 0.01 0.17 0.00
44 14.50 1 5.23 146.51 1474.72 0.19 398.19 0.01 0.19 0.00
45 15.00 5.57 156.49 1631.21 0.21 398.21 0.01 0.21 0.00
46 15.50 5.92 166.73 1797.95 0.23 398.23 0.01 0.23 0.00
47 16.00 6.28 177.22 1975.17 0.25 398.25 0.01 0.25 0.00
48 16.50 6.64 187.95 2163.12 0.27 398.27 0.01 0.27 0.00
49 17.00 7.02 198.91 2362.03 0.29 398.29 0.01 0.29 0.00
50 17.50 7.40 210.09 2572.12 0.31 398.31 0.01 0.31 0.00
51 18.00 7.78 221.48 2793.60 0.34 398.34 0.01 0.34 0.00

J K L M N O P Q R
1 Page 2 - Brandywine Basin # = W#4 ' 25 Yr. Trial # = 2
2 F:\Project Files\G & A\NC\1686 \Brandywine_. 25\Documents\Reports\Rout4-25.xls 11/15/05
3
4
No.
Elev. R
Diam.
_ iser Pipes
Z
r
Weir L
Orifice A
5
6
7
1
2
500.00
500.00
24
18
102.00
; 102.00
1.00
0.751
6.28
4.71
3.1416
1.7671 Results
Max Elev. 401.14
Max Flow 29.78
8
9
10 Weir 1 El. _
Weir 2 El. _ 400.85' Weir 1 L
500.00! Weir 2 L 50.00 ft.
10.00 ft. Cw =
Cw = 3.2' Stage =
3.21 Stag e = 2.85
102.00
11
12
13 Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
14
15
16

0.01

127.70

0.00

1 0.00

0.00'

0.00

1 0.00

1, 0.00

0.00
17 0.03 ! 126.14 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00
18 0.06 ! 124.59 0.00 1 0.00 0.00' 0.00 ! 0.00 0.00 0.00
19 0.11 123.06 0.00 0.00 0.00; 0.00 0.00 0.00 0.00
20
21 0.17
0.24 121.56
' 120.07 0.00
0.00 0.00
0.00 0.00'
0.00 0.00
0.00 0.00
0.00 ' 0.00
0.00 0.00
0.00
22 0.32 118.59
- 0.00
0.00
0.001
0.00
' 0.00
0.00
0.00
23 0.42 . 117.14 0.00 , 0.00 0.00! 0.00 1 0.00 , 0.00 0.00
24
25 0.53
0.66 ' 115.70
114.29 0.00
', 0.00 '. 0.00
! 0.00 0.00!;
0.00; 0.00
0.00 ! 0.00
1 0.00 1 0.00
', 0.00 0.00
0.00

26 _

0.79
0.94 '
1 112.89
111.50 1 O0.00
.OO 0.00
1
0.00 0.001

0.001 0.00

0.00 j 0.00

1 0.00 0.00

0.00 0.00

0.00
28 1.10 1 110.13 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00
29 30 11.28.46 1 108.78
107.45 ' 0 .00
0.00
- !, 0.00
1 0.00 0.001,
0.0011 0.00
0.00 0.00
' 0.00 0.00
0.00 0.00
0.00
31 1.66 '' 106.13 0.00 0.00 0.00! 0.00 ' 0.00 0.00 0.00
32
33 1.87
2.09 104.83
103.55 0.00
0.00 ' 0.00
0.00 0.00'
0.001 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
34 2.33 102.28 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00
35
36
37 2.57
2.82
3.09 ' 101.02
99.79
! 98.56 0.00
:.. 0.00
0.00 ' 0.00
1 0.00
1 0.00 0.00,
0.01'
0.01 0.00
0.00
0.00 1 0.00
0.00
0.00 0.00
! 0.00
' 0.00 0.00
0.00
0.00
38 3.37 97.36 0.00 ' 0.00 0.01 0.00 0.00 0.00 0.00
39 3.65 96.16 0.00 0.00 0.01 0.00
0.00
' 0.00
0.00
40 3.95 94.98 0.00 i 0.00 0.01 0.00 ! 0.00 ' 0.00 0.00
41 4.25 93.82 0.00 0.00 0.01' 0.00 0.00 0.00 0.00
42 4.57 ' 92.67 0.00 0.00 0.01' 0.00 0.00 0.00 0.00
43 4.89 ' 91.53 0.00 '' 0.00 0.01' 0.00 1 0.00 0.00 0.00
44
45
46 5.23
5.57
5.92 ' 90.41
89.30
88.21 0.00
0.00
0.00 0.00
0.00
0.00 0.01
0.01
0.01 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
47
48 6.28
6.64 87.13
86.06 0.00
0.00 0.00
0.00 0.01'
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
49 7.02 85.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00
50 7.40 83.96 0.00 0.00 0.01 0.00 ' 0.00 0.00 0.00
51 7.78 82.93 0.00 ' 0.00 0.01 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
1
2 Page 3 Brandywine
F:\Project Files\G & A\NC\1686\Brandywine_ Basin # = W#4 25 Yr.
.25\Documents\Reports\Rout4-25.xls Trial #-=.
11/15/05 2
3
4
5
6
No.
-
1
Bottom
Elev.
398.64 -
Height
(ft.)
0.50
Length
(ft.)
1.17 Slots
Weir
-C
3.2
Orifice
C
0.6
Top
Elev.
399.14
Area
(s. f.)
0.58
Z
(ft.)
0.64
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 102.00
8
9
10
El. _
500.00
Z =
102.00 Pipe 2
Diam. =
24 in
. A =
3.1416 j s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14
15
7

1

18 0.001

rt

0.001
0.00

- -
0.00
' 0.00

.00 0.00
0.00

.00 0.00

-
0.00

0.00
1 00.00 .00

0.00
'
0.00'
0.00',

0.00
000
0100.

0.00
'i 0.00
_
0.00
:. _
0.00
19 0.00 0.00 0.00 0.00 0.00 0.00 0.001 O .W 0.00
20
21
22
23

24

25

26 0.00
0.00
0.00

?
0.00
0.00 -

_0.00;-

0.001 0.00
0.00
0.00
0.00

0.00

-0.00

0.00 ' 0.00
0.00
0.00'

0.00'',
''
0.00

, 0.00 i

', 0.00 0.00
0.00
0.00

0.00

0.00

0.00

0.00 0.00
0.00
0.00

0.00

0.00

0.00

0.00 0.00
0.00
' O.M

1 00

0.00

0.00

0.00' 0.00
0.00
0.00'

0.00

0.00

0.001:

0.001 0.00
0.00
0.00

0 0
0
00

0.00

0.00 0.00
0.00
0.00
.00
0

0.00
'
0.00
--
0.00

27
0.001
1
0.00
- _-
0.00
0.00
0.00
0.00'
0.00'
_
0.00
i 0.00
28 0.001, 0.00 0.00' 0.00 0.00 0.00, 0.00 0.00 ' 0.00
29 0.00 0.00 ', 0.00. 0.00 0.00 ' 0.00 0.00', 0.00
1 0.00
30 0 00 0.00 0.001 , 0.00 0.00 0.00' 0.00 0
0.0 0.00
31 0.001 0.00 0.00! 0.00 0.00
0.00
0.00
0.00
1' 0.00
:.
32
1
0.00
! 0.00
0.00
0.00
0.00
0.00
0.00
1
33 0.00
1 0
.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34
35 0.00
0.00 0.00
0.00 ; 0.00
: 0.00 0.00
0.00 0.00
0.00 0.00,
0.00 0.00
0.00' 0.00
0.00 0.00
0.00
36 0.001
- 0.00; 0.00 0.00 0.00 0.00' 0.00; O .M 0.00
37 0.0
01 0.00 ', 0.00; 0.00 0.00 ' 0.00 0.00' 0.00 0.00
-
38 0.00' 0.00' 0.00 0.00 0.00 0.00' 0.00' 0.00 0.00
39 1 0.00 0.00: 0.00 0.00 0.00 0.00 0.00 0.00
40
'
,
000
. 0
.00 ' 0.00: 0.00 0.00 0.00
0.00'.
0.00
0.00
41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42 0 001 0.00'1 0.00 0.00 0.00 0.00 0.00' 0.00 1 0.00
43 0.00', 0.001 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00
44 01001 0.00 0.00 0.00 0.00 1, 0.00! 0.00' 0.00 111 0.00
45 0.00; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00
46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ` 0.00
49 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

F1

r

A B C D E F G H I
52

53 -Page 1A Brandywine

F:\Project Files\G & A\NC\1686\Brandywine_ Basin # ='W#4

.25\Documents\Reports\Rout4-25.xls 25 Yr. Trial # =
-
11/15/05 2

1
54

__
e
l
_ ---
_
I flow
d Ctorage
Storage
Stage
Elevation
Outflow
I
Pipe 1 h
t
Pipe 2 h
55 n
m
.
_
( ) ( ) ( ) (c ) ( ) ( ) (cfs) (ft.) (ft.)
56
57
18.50
8.18
233.07
3026.67
0.36
398.36
0.01
0.36
0.00
58
59 19.00
19.50 ; 8.58
: 8.98

- 244.84
' 256.80' 3271.51
3528.31 0.39
0.42 ! 398.39
' 398.42 , 0.02
0.02 '', 0.39
0.42 0.00
', 0.00
-
60
61 - 20.00
20.50 9.39
'
; 9.81 268.93'
281.21 3797.24
4078.45 0.44
0.47 398.44
398.47 0.02
0.02 ' 0.44
0.47 ' 0.00
0.00
62
63
64 21.00
21.50
22.00 10.22
10.65
11.08 ' 293.64
306.21
318.90 4372.09
4678.30
4997.19 0.50
0.53
0.57 398.50
398.53
398.57 0.02
0.02
0.02 ' 0.50
0.53
0.57 0.00
0.00
0.00
65
66

67 22.50

- --
23.00
23.50 i 11.51
11.94

-!!
t 2 331.70
344.60'

357.60' 5328.89
5673.50

6031.09 0.60
0.63 398.60

398.63
'
398.67 0.02

.' 0.02
0.04 0.60

1 0.63
0.67 0.00

0.00
0.00

68
24.00
12.8 70.09.
3 6401.118 0.71 . 398.71 0.09
0.71
0.00
69
70 24.50
25.00 ; 13.26
13.70 381.88'
393.25 6783.07
7176.31 0.74
0.78 398.74
398.78 ' 0.15
0.22 ! 0.74
1 0.78 0.00
0.00
711 25.50 14.14 404.23 7580.54 0.82 398.82 0.31 0.82 : 0.00
72
73 26.00
. 14.58 414.85 7995.39

0 0.86 ', 398.86
398.90 0.41
0.53 0.86
; 0.90 0.00
- 0.00
74 _ 27.00
- 1 15.47 435.071 885
.59 0.94 1 398.94 0.65 1 0.94 0.00
75 27.5
0 11 15.92 444.66 9300.25 0.99 398.99 0.78 1 0.99 , 0.00
76 28.00 16.36

- 453.91
9754.17
1.03
1 399.03 0.93
1 1.03
0.00
77 28.50

-- 16.80
1
811
6
10216.98
1.07
399.07
1.09
1 1.07
. 0.00
78 17.24 1:
4 10688.34 1.12 , 399.12 1.25 ' 1.12 0.00
79 29.50
17.68
; 8
1 479.55:
11167.89
1.16
1 399.16
1.49

; 1.

0.00
30.00 1 18.111 485.63 11653.52 1.21 399.21 1.60 1
1.21 0.00

81 -
30.50 1
1
8
.54 495.17', 12148.69 1.25 399.25 1.72 1 1.25 0.00

2
83
84

1 .00
31.50
32.00
1 1
8
.97
19.40
19.82
504.81
' 514.52'

524.25: 12653.51

13168.03

13692.27 1.30

1.34

1.39

; 399.34

! 399.39
1.82
1 1.92

2.02
1.30
1 1.34

1 , 1.39
0.00
; 0.00

0.00
85
86 32.50
33.00 20.23
, 20.65 533.96
543.65 14226.24
14769.89 1.44
1.49 399.44
399.49 2.11
2.20 1.44
1 1.49 0.00
0.00
87
88
89 33.50
34.00
34.50 ! 21.05
1 21.45
1 21.85 553.27
562.82
572.27 15323.16
15885.98
16458.24 1.54
1.59
1.64 399.54
' 399.59
399.64 2.29
2.38
2.46 , 1.54
:1 1.59
1.64 0.00
0.00
0.00
90 35.00 1 22.24 581.60 17039.85 1.69 399.69 ' 2.55 1.69 0.00
91 35.50 1 22.62 590.80 17630.65 1.74 399.74 ' 2.63 :1.74 0.00
92 36.00 23.00 599.86 18230.51 1.80 ' 399.80 2.71 1.80 0.00
93 36.50 23.37 608.76 18839.26 1.85 399.85 2.78 . 1.85 0.00
94 37.00 23.73 617.48 19456.74 1.90 ; 399.90 2.86 . 1.90 0.00
95 37.50 24.08 626.02 20082.76 1.96 399.96 2.94 1.96 0.00
96
97 38.00
38.50 ' 24.43
' 24.76 634.36'
642.49 20717.12
21359.60 2.01
2.07 400.01
400.07 3.01
3.08 2.01
2.07 0.00
0.00
98 39.00 25.09 ' 650.40 22010.00 . 2.12 400.12 3.16 ' 2.12 0.00
99 39.50 25.41 658.07 22668.07 2.18 400.18 3.23 2.18 0.00
100

1
40.00 26.02
672.70
24006.29
2.30
400.24

400.30
3.30

3.37
2.24

2.30
0.00

0.00
102 41.00 26.31 679.62 24685.91 2.35 400.35 3.44 2.35 0.00

1

J K L M N O P Q R
52 Page 2A Brandywine Basin # = W#4 25 Yr. Trial # = 2
53 F:\Project Files\G & A\NC\1686\Brandywine_. 25\Documents\Reports\Rout4-25.xis 11/15/05
54 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1
T Weir 2 Weir 2
55 - h Flow Flow h Flow h Flow
56
57 8.18 1 81.92 0.00 0.00 0.01 0.00 ' 0.00 0.00 0.00
58 8.58 80.91 0.00 0.00 0.02 0.00 0.00 0.00 0.00
59 8.98 79.92 0.00 0.00 0.02 0.00 ' 0.00 0.00 0.00
60 9.39 78.94 0.00 0.00 0.02 0.00 0.00 0.00 0.00
61 9.81 77.97 0.00 0.00 0.02 0.00 , 0.00 0.00 0.00
62 10.22 77.02 0.00 1 0.00 0.02 0.00 0.00 0.00 0.00
63 10.65 76.07 0.00 0.00 0.02 0.00 0.00 0.00 0.00
64 11.08 75.14
. I 0.00 0.00 0.02 0.00 i0.00
' 0.00 0.00
65 11.51 74.22 0.00 1 0.00 0.02 0.00 :i 0.00 0.00 0.00
66 11.94 73.31 0.00
' 0.00 0.02 0.00 1, 0.00 0.00 0.00
67 12.38 11 72.41 ; 0.00 0.00 0.02 0 I 0.00 0.00 ' 0.00
68 12.82 ! 71.52 1, 0.00 ' 0.00 0.02 '
.O0 0.00 0.00 0.00
69 13.26 70.65 ' 0.00 0.00 0.02 0.00 ' 0.00 0.00 0.00

70 --- - -
13.70 -
' 69.78
' 0.00
0.00
0.02
, 0.00 .
0.00
0.00
0.00
71 14.14 . 68.92 0.00 ', 0.00 0.02 0.00 1 0.00 0.00 0.00

72 -
14.58
68.08
0.00
0.00
'
0.02

0.00

0.00

0.00

0.00
73 15.03 67.25 1, 0.00 , 0.00 0.02 ; 0.00 i 0.00 0.00 0.00
74 15.47 66.42 0.00 0.00 0.02 0.00 1 0.00 0.00 0.00
75 15.92 1 65.61 0.00 0.00 0.03 ' 0.00 j 0.00 0.00 0.00
76 16.36 64.80 0.00 '1 0.00 0.03 1 0.00 1 0.00 0.m 0.00
77 16.80 ' 64.01 0.00 0.00 0.03 0.00
, 1 0.00 ' 0.00 0.00

78 -
17.24
63.22
0.00
0.00
0.03 0.00 0.00 0.00 0.00
79 17.68 ' 62.45 0.00
i 0.00 0.03 ! 0.00 0.00 0.00 0.00

0 0.00 0.00 0.00
8 18.54 t 60.93 ' 0.00 ! 0.00 0.03 1 0.00 0.00 : 0.00 0.00
82 18.97 60.18 1 0.00 0.00 0.03 0.00 ? 0.00 0.00 0.00
83 19.40 ! 59.44 0.00 0.00 0.03 0.00 0.00 : 0.00 0.00
84 19.82 ; 58.71 ' 0.00 ' 0.00 0.03 ', 0.00 1 0.00 0.00 0.00
85 20.23 . 57.99 0.00 0.00 0.03 0.00 1 0.00 ' 0.00 0.00
86 20.65 57.28 0.00 0.00 0.03
0.00
1 0.00
0.00
0.00
87 21.05 ; 56.58 0. 00
11 0.00
1 0.03 ! 0
.00
, 0.00
' 0.00
0.00
88 21.45 ! 55.89 ' 0.00 ' 0.00 0.03 0.00 1 0.00 0.00 0.00
89 _
21.85 ' 55.20 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
0.00 0.03 0.00 0.00 0.00 0.00
91 22.62 53.86 ; 0.00
0.00
0.03
. 0.00
0.00
0.00
0.00
92 23.00 53.20 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
93 23.37 ' 52.54 0.00 0.00 0.04 0.00 0.00 0.00 0.00
94 23.73 51.90 0.00 0.00 0.04 0.00 0.00 ' 0.00 0.00
95 24.08 51.26 ' 0.00 0.00 0.04 0.00 0.00 0.00 0.00
96 24.43 50.64 0.00 0.00 0.04 0.00 0.00 0.00 0.00
97 24.76 50.02 1 0.00 0.00 0.04 0.00 0.00 0.00 0.00
98 25.09 1 49.40 0.00 0.00 0.04 ' 0.00 0.00 0.00 0.00
99 25.41 48.80 0.00 0.00 0.04 0.00 0.00 0.00 0.00
5.72 48.20 . 0.00 0.00 0.04 0.00
0.00
0.00
0.00
1
01 26.02 0.00 0.00 0.04 0.00
0.00
0.00
0.00
102 26.31 47.02 0.00 0.00 0.04 0.00 ' 0.00 0.00 0.00

7

S T U V W X Y Z AA
52 Page 3A Brandywine Basin # = W#4 25 Yr. Trial # = 2
53 F:\Project Files\G & A\NC\1686\Brandywine_ .25\Documents\Reports\Rout4-25.xis 11/15/05
54 Riser 2 Riser 2 Weir - S1 : Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
55 h Flow h h Flow h h Flow Flow
56

57
0.00
0.00
- --
' 0.00'
0.00
0.00
0.00
0.00
0.00
0.00
58 -
0.00 i 0.00 , 0.00 0.00 0.00 0.00 0.00 0.00 0.00
59 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.0011 0.00 0.00 0.00 0.00 0.00 0.001 0.00 0.00
61 0.001 0.00 0.00' 0.00 0.00 0.00 0.00' 0.00 0.00
62 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00
63 0.00', 0.00 0.00' 0.00 0.00 0.00 0.00' 0.00 ' 0.00
64 0.00i 0.09 . 0.00!?
0.00
0.00

.

0
.00

.00
0

0.00

0.00
65 0.00'' 0.00 0.00 0.00 0.00 .00
0 0.00 0.00 0.00
66 _
0.00' 0.00 0.00
' '. 0.00 0.00 0.00. 0.00: 0.00 0.00

7
f
_
0.00 - .

0.00 ; -

; 0.03

-0.00

0.02

0.00

0.00',

0.00

0.00
68 0.00i- 0_00 0.07' 0.00 0.06 0.00 0.00 0.00 0.00
69 0.00i 0.00 i 0.10 j 0.00 0.13 0.00 0.00! 0.00 '. 0.00
70 0.00! 0.00 ' 0.14' 0.00 0.20 ! 0.00 0.00! 0.00 0.00
--
71 o.obl- - - 0.00 0.00
! 0.00 0.00 ' 0
00
72 0.00 -
0 00 0.221 0.00 0.39 0.00 0.00: 0.00 -
' - 000-
-
73 0.00', 0.00 0.26! 0.00 0.50' 0.00 0.00' 0.00 0.00

74
0.001
0.00
0.301
0.00
0.62
0.00
0.00
0.00
0.00
.

75 -
0.00 - ---
0.00
' 0.351
0.00
0.76:
0.00
0.00
0.00
0.00
76 ?
0.00 0.00 0.39 0.00 0.90 O.OO 0.00 0.00
- 1 0.00--
-
77 0.00 00
0. ! 0.431 0.00 1.061 0.00 0.00i 0.00 ! 0.00
78 _
0.00 _
0.00 0.481 0.00 1.23' 0.001 0.00: 0.00 0.00
79 O.OO1 0.00 0.52: 0.27 1.46 0.001, 0.00 0.00 0.00
80 0.00: 0.00 ' 0.57 0.32 1.58' 0.00 0.00' 0.00 0.00

81 -
000i
.
-
0.00

; 0.61 '

0.36

1.69

0.00:

0.00
''..

0.00
' 0.00
82 0.00 0.00 , 0.66 0.41 1.79 0.00' 0.00: 0.00 ! 0.00
83 0.00 0. 0.701 0.45 1.89 0.00 0.00. 0.00 , 0.00
84 0.00 0.00 0.75 j 0.50 1.99 0.00 I 0.00: 0.00 0.00
85 0.00 0
.00 0.80!, 0.55 2.08' 0.00 0.00', 0.00 0.00
-
86 0-.00, 1 _
0.00
- ; 0.85 0.60 2.17 0.00 0.00' 0.00 0.00

87
0.00
00
0. 0.90; 0.65 2.26 0.00 0.00 0.00 0.00
88 -
-
0.001, 0.00 0.95. 0.70 2.35 0.00 0.00' 0.00 ' 0.00
89 0.W 0.00 . 1.00 0.75 2.43 0.00 0.00 0.00 0.00
0 0.00! 0 . OT
1.05 I 0.80 2.51 0.00 0.00' 0.00 0.00
91
0.00! 0.00
1.10'
0.85
2.59
0.00
0.00
0.00
0.00
92 O.OOI 0.001 1.161 0.91 2.67 0.00 0.00 0.00 0.00
93 0.001 0.00 1, 1.21 0.96 2.75 0.00 0.00! 0.00 0.00
94 0.00' 0.00, 1.26 1.01 2.83 0.00 0.00 0.00 ' 0.00
95 0.00 0.00 1.32 1.07 2.90 0.00 0.00 0.00 ' 0.00
96 0.00 0.00 1.37 1.12 2.97 0.00 0.00 0.00 ' 0.00
97 0.00' 0.00 1.43 1.18 3.05 0.00 0.00 0.00 0.00
98 0.00' 0.00 1.48 1.23 3.12 0.00 0.00 0.00 0.00
99 0.00! 0.00 1.54 1.29 3.19 0.00 0.00 0.00 0.00
100 0.001 0.00 1.60 1.35 3.26 0.00 0.00 0.00 0.00
101 0.00 0.00 1.66 1.41 3.33 0.00 0.00 0.00 0.00
102 0.00' 0.00 1.71. 1.46 3.40 0.00 0.00, 0.00 0.00

11
7

0

A B C D E F G H I
Page 1 B ' Brandywine Basin # _ W#4 25 Yr. Trial # = 2
114 F:Troject File
s\G & A\NC\1686\Brandywine_
.25\Documen
ts\Reports\Rout4-25.xls
11/15/05
r Time Inflow clStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
in. (cfs) (cu. ft.) (cu. Ft.) (ft.) (cfs) (ft. (ft.)
00
108 41.50 1 26.59 686.28 25372.19 2.41 400.41 3.50 ' 2.41 0.00
To-g-
09 _
42.00
----
26.86
692.66
26064.85
2.47
400.47
3.57
2.47
0.00
110 42.50 27.12 698.75 26763.61 2.53 400.53 3.64 ; 2.53 0.00
111 43.00 27.37 704.55 27468.16 2.59 400.59 3.70 2.59 0.00
112 43.50 ' 27.61 710.05 28178.22 2.65 400.65 3.76 '. 2.65 0.00
113 44. 27.83 715.24 28893.46 2.71 400.71 3.83 2.71 0.00
114 44.50 1 28.05
1 : 720.12 29613.58 2.77
400.77
1
3.89 2.77
'. 0.00
115 45.00 , 28.25 ', 724.67 _
30338.25 2.83 1
400.83 3.95 . 2.83' 0.00
116 45.50 28.44 ' 728.90 31067.15 2.89 400.89 4.01 2.89 0.00
117 46.00 28.62 732.79 31799.94 2.95 400.95 5.28 1 2.95 0.00

1
1
8
46
.50 _
1 28.78
700.13
32500.06
3.01
9.12 '
3.01
0.00
1
1
9 _ 47
.00 28.94 589.86 33089.92 3.06 '' 401.06 14.12 3.06 0.00
120 47.50 29.08 444.49 33534.42 3.09 401.09 ' 19.12 1 3.09 0.00
121 48.00 ', 29.21 298.87 33833.29 3.12 401.12 23.29 ! 3.12 0.00
122 48.50 1 29.33 177.57 34010.86 3.13 401.13 1 26.27 ' 3.13 0.00
123 49.00
29.43
1
; 91.52
34102.38
3.14
, 401.14
28.11 14
3. 0.00
124 49.50 ! 29.52 39.49 34141.87 3.14 1 401.14 1 29.08 ; 3.14 0.00
125 50.00
- 29.60 13.27 34155.14 3.14 401.14 29.50 3.14
, - 0.00
-
126 50.50 1 ; 29.66 3.00' 34158.14 3.14
401.14
29.64
3.14
0.00
127 51.00 29.71 0.69 34158.83 3.14
401.14
; 29.67
3.14
0.00
128 5 50 ', 29.75 1.28 34160.11 3.14 ; 401.14 ; 29.68 1, 3.141 0.00
129 52.00 1 29.78 1 2.20 34162.31 3.14 ; 401.14 , 29.69 ; 3.14' 0.00
130 52.50 , 29.7
9 1 2.54 34164.85 3.14 ; 401.14 ' 29.72 1 3.14 0.00
131 53.00 .
29.79 ; 2.19 34167.04 3.14 401.14 29.74 3.14 0.00
132 53.50 : 29.77_ ! 1.33 34168.37 3.14 i 401.14 ' 29.77 3.14 0.00
133 54.00 29.75 1 0.19 34168.56 3.14 401.14 29.78 1 3.14 0.00
134 54.50 29.70
! ! 1.07 34167.49 3.14 ; 401.14 1 29.78 1 3.14 0.00
135 -
55.00 ,
1 29.65 -2.36 34165.14 3.14 401.14 29.77 ' 3.14 0.00
136 55.50 29.58 -3.63 34161.50 3.14 ' 401.14 29.75 3.14 0.00
137 56.00 ' 29.50 -4.89 34156.62 3.14 ! 401.14 29.71 3.14 0.00
138 56.50 29.41 . -6.12' 34150.50 3.14 1 401.14 29.65 ! 3.14 0.00
139 57.00 29.30 -7.34 34143.15 3.14 ' 401.14 29.59 3.14 0.00
140 57.50 ' 29.18 -8.55 34134.60 3.14 401.14 29.51 3.14 0.00
141 58.00 : 29.05 -9.76 34124.85 3.14 ' 401.14 29.42 ' 3.14 0.00

142 -
58.50
' 28.91
10.96
34113.89
3.14
. 401.14
29.31
' 3.14
0.00
143 59.00 28.75 -12.15 34101.74 3.14 ; 401.14 29.20 ' 3.14 0.00
144
- 59.50 1 28.58 -13.34 34088.41 3.14 : 401.14 29.07 3.14 0.00
T4
5 60.00 ' 28.40 -14.52. 34073.89 3.14 401.14 28.92 . 3.14 0.00
146 -
60.50 28.21 -15.69 34058.20 3.14 401.14 28.77 3.14 0.00
147 61.00 28.00 -16.85 34041.35 3.13 401.13 28.60 3.13 0.00
148 61.50 ' 27.79 -18.01 34023.34 3.13 401.13 28.43 '. 3.13 0.00
149 62.00' 27.56 -19.16 34004.18 3.13 401.13 28.24 1 3.131 0.00
150 62.50 27.32 -20.29 33983.89 3.13 401.13 28.03 3.13 0.00
151 63.00 27.07 -21.42 33962.46 3.13 401.13 27.82 3.13 0.00
152 63.50 26.81 -22.54 33939.92 3.13 401.13 27.60 3.13 0.00
153 Maximum 34168.56 401.14 29.78 .

t

J K L M N O P Q R
r
104 Page 2B I Brandywine
- - --
-F:\P-roject Files\G & A\NC\1686\Brandywine_. Basin W#4

25\Documents\Reports\Rout4-25.xls 25 Yr. Trial #

11/15/05 2
0 Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
--
Flow
w
107
1
08 26
.59
' 46
.45 0
.00 0
.00 0
.04 0.00 0.00 0.00 0.00
1
09 26
.86 45
.88 0
.00 0
.00 .04
0 0.00 0.00 0.00 0.00
110 27.12 45.32 0.00 0.00 0.04 0.00 0.00 0.00 0.00
111 27.37 44.76 0.00 ' 0.00 0.04 0.00 ', 0.00 0.00 0.00
112 27.61 44.21 0.00 0.00 0.04 0.00 0.00 0.00 0.00
113
114 27.83
28.05 1 43.67
43.13
. 0.00
' 0.00 0.00
0.00 0.04
0.04 0.00
' 0.00 ' 0.00
: 0.00 0.00
0.00 0.00
0.00
1115 6
1 2828.4 .25 4 42.61
1 _
'
42.08 ; 0.00

' 0.00 0.00

0.00 0.04

0.04 0.00

0.00 0.00

' 0.00 0.00

0.00 0.00
--
0.00
--
117 28.62 ! 41.57 0.04 1.21 0.04 0.00
0.00
0.00
0.00
118
119 28.78
28.94 41.06
' 40.55
. 0.10
i:
0.16
4.99
, 9.95
0.05
0.05
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
120 29.0_8_ ! 40.06 ! 0.21 14.91 0.05 0.00 ' 0.00 0.00 0.00
-
121 29.21 39.57 0.24
I 19.06 0.05 0.00 0.00 0.00 0.00
122

123 29.33

29143 39.08
?

38.60
' 0.27

' 0.28
22.03

23.86
0.05

0.05
' 0.00

0.00
0.00

0.00
''. 0.00

0.00
0.00
0
0.0-0-
124 29.52 38.13 , 0.29 24.82 0.05 0.00 1 0.00 0.00 0.00
125

126 29.60

29.66 1 37.66

37.20 1 0.29

! 0.29 ' 25.24

25.38 0.05

0.05 ' 0.00

. 0.00 ', 0.00

0.00 0.00

0.00 ' 0.00
-
0.00
127 29.71
_ ' 36.74
- 1 0.29 1 25.41 0.05 : 0.00 '' 0.00 ' 0.00 0.00

128
29.75

36.29

0.29

' 25.42

0.05

1 0 00

00
0 '

.00 0

00 0
129 29.78 35.85 ' 0.29 25.43 0.05 i O .M 0.00 0.00 0.00

130
29.79
35.41
' 0.29
; 25.46
0.05
; 0.00 -
0.00
0.00 - -
0.00
131 9 1 34.98 ! 0.29 '' 25.48 0.05 0.00 ', 0.00 0.00 0.00
132 29.7 34.55 0.29 25.51 . 0.05 0.00 ! 0.00 0.00 0.00

133
29.75
34.12
1 0.29
25.52
0.05 ,
? 0.00 ;
0.00
0.00
0.00
134 29.70 33.70 ] 0.29 25.52 0.05 0100 0.00 0.00 0.00
135 29.65
j
33.29 i 0.29
? 25.51 0.05 0.00 0.00 0.00 0.00
136 29.58 32.88 0.29 25.49 0.05 0.00 0.00 0.00 0.00
137

138
139 29.50

29.41
29.30 32.48
,
32.08
1 31.69 '' 0.29

1 0.29
1 0.29 25.45

25.39
25.33 0.05

0.05
0.05 0.00

0.00
0.00 0.00

'1 0.00
' 0.00 0.00

0.00
0.00 0.00

0.00
0.00
140 29.18 31.30 1 0.29 25.25 0.05 0.00 ' 0.00 0.00 0.00
141 29.05 ' 30.92 0.29 25.16 0.05 0.00 ' 0.00 0.00 0.00
142 28.91 30.54 0.29 25.06 0.05 0.00 0.00 0.00 0.00
143 28.75 30.16 0.29 24.94 0.05 0.00 0.00 0.00 0.00
144 28.58 29.79 0.29 24.81 0.05 0.00 0.00 0.00 0.00
145 28.40 29.43 0.29 24.67 0.05 0.00 0.00 0.00 0.00
146 28.21 ! 29.07 0.29 24.52 0.05 0.00 0.00 0.00 0.00
147 28.00 28.71 , 0.29 24.35 0.05 0.00 0.00 0.00 0.00
148 27.79
- 28.36 0.28 24.18 0.05 0.00 0.00 0.00 0.00
149 27.56 28.01 0.28 23.99 0.05 0.00 0.00 0.00 0.00
150
151
152
153 27.32
27.07
26.81 27.67
27.33
26.99 0.28
0.28
0.28
Maximum 23.79
23.58
23.35
25.52 0.05
0.05
0.05
0.05 0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
0.00

?Il

S T U V W X Y Z AA
103
104 Page 3B Brandywine
F \Project Files\G & A\NC\1686\Brandywine_ Basin # = W#4
.25\Documents\Reports\Rout4-25.xls 25 Yr. Trial # =
11/15/05 2
105 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
106 h Flow h h Flow h h Flow Flow
107
108
109
110 0.00
0.00,
0.00; 0.00
0.00
0.00 1.77
. 1.83
' 1.89' 1.52
1.58
1.64 3.46
3.53
3.59 0.00
0.00
0.00 0.00
0.00
0.00 0.00
'' 0.00'
! 0.OO1 0.00
0.00
1 0.00
111 0.00 0.00 1.95 1.70 3.66 0.00 0.00 ! 0.00 ' 0.00
112 0.00 0.00 2.01 1.76 3.72 0.00 0.00 0.00 0.00
113 0.00' 0.00 2.07 1.82 3.78 0.00 0.00 0.00 ' 0.00
114 0.00, 0.00 2.13 1.88 3.85 0.00 0.00 0.00 0.00
1-5 0. - 00 0.00 2.19
1.94
3.91
0.00
0.00
0.00
0.00
116 0.00 0.00 2.25
' 2.00 3.97 0.00 0.00 ' 0.00 0.00
117

118 0.00;
_
- 0.00 ' 2.31 2.06

2.12 4.03

4.08 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00
119 0.00l

- 0.00 2.42
2.17
4.13
0.00
0.00
0.00
.
0.00
120 0.00 0.00 2.45' 2.20 4.17 0.00 0.00 0.00 ; 0.00
121
122 0 00
0.00i 0.00
0.00 ' 2.48:
, 2.49.
- 2.23
2.24 4.19
4.20 0.00
0.00 0.00
0.00 1, 0.00
i 0.00 0.00
0.00
123 _
OM 0.00 2.5
0! 2.25 4.21 0.00 0.00 1 0.00 0.00
124
125 - 0.00
0.00; 0.00
0.00 2.50 1
; 2.50 2.25
2.25 4.21
4.21 0.00
0.00 0.00
0.00 1 0.00
' 0.00 0.00
0.00
126 O.OO1 0.00 2.50 2.25 4.21 0.00 0.00 ; 0.00 0.00
127
128
129 0.0-01
0.001
0.001 0.00
0.00
0.00 2.50
' 2.50
', 2.50' 'I 2.25

2.25
2.25 4.21

4.21
4.21 0.00 !

0.00?;
0.00' 0.00

0.00
0.00 ' 0.00

0.00
0.00 ' 0.00
0.00
11
0.00
130 0.00; _
0.00 2.50! 2.25 4.21 0.00 0.00 0.00 0.00
131 0 00? 0.00 2.50; 2.25 4.21 0.00, 0.00 ' 0.00
0.00
132 0.00!i 0.00 2.50' 2.25 4.21 0.00; 0.00 0.00 ', 0.00
133 0.00
-- 0.00 ' 2.50 2.25 4.21 0.00 0.00 ' 0.00
' 0.00

134
135 - -
0.001
0.001
0.00
0.00
2.50'
? !
2.50
2.25
2.25
4.21
4.21
0.00
0.00
0.00
0.00
' 0.00
1 0.00
1 0.00
0.00
136 0.001 0.00 2.5011 2.25 4.21 0.00 0.00 0.00 ! 0.00
137
138
139 0.00'
0.00
0.00 0.00
0.00
0.00 2.501
; 2.50
2.50 2.25
2.25
2.25 4.21
4.21
4.21 0.00
0.00
0.00 0.00
0.00
0.00 1 0.00
; 0.00
0.00 0.00
0.00
0.00
140
141 0.001
000:! 0.00
0.00 2.50
2.50
' 2.25
2.25 4.21
4.21 0.00'
0.00 0.00
0.00 ; 0.00
0.00 0.00
' 0.00

142
0.00'i -
0.00
' 2.50
2.25
4.21
0.00
0.00
'0.00
1, 0.00
143 0.001 0.00 2.50 2.25 4.21 0.00 0.00 0.00 ' 0.00
144
145 0.00! ,
0.00! 0.00
0.00 2.50
2.50 2.25
2.25 4.21
4.21 0.00
0.001 0.00
0.00 0.00
, 0.00 0.00
0.00
146 0.00 0.00 2.50 2.25 4.21 0.00 0.00 0.00 0.00
147 0.00 0.00 2.49 2.24 4.20 0.00 0.00 0.00 0.00
148 0.00 0.00 2.49 2.24 4.20 0.00 0.00 0.00 0.00
149 0.00 0.00 2.49 2.24 4.20 0.00 0.00 0.00 0.00
150 0.00' 0.00 2.49 2.24 4.20 0.00 0.00 0.00 0.00
151 0.00 0.00 ' 2.49 2.24 4.20 0.00 0.00 0.00 0.00
152 0.00 0.00 2.49 2.24 4.20 0.00 0.00 0.00 0.00
153 Maximum 0.00 4.21 0.00 0.00
J

F

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
3 Using Chainsaw Routing procedure by H. R. Malcom
4 Storm 100 Yr. Trial # 2
5 Project: Brandywine Location: Cary, NC Basin # W#4
7 Qp - 35.36 cfs Tp = 58.51 mins. dT = 0.50 mins.
8 Ks - 9450.0; b = 1.1220 Pipe El. = 398.00 ft.
9 Co - 0.6 Diam. = 1 1 in. A = 0.0055 s. f.
10 - -Allowable Q cfs Elevation at Z = 0 is, 398.00Ift . pipe Z = 0.00
11 F:\Project Files\G & A\NC\1686\Brandywine_ .25\Documen ts\Reports\Rout4-C.xls Date: 11/15/05
12 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
13 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
0.00 0.001 0.00
0.50 0.01' 0.00
1.00: 0.03' 0.19
1.50'
- 0.06!, 0.76
2.001 0.101 1.72
2.50 0.16 3.06'
3.001 0.231 4.77
3.501 0.311 6.87
4.00' 0.41 9.34
4.50 0.51 12.19:
5.00 0.63 15.41
0.77
19.01 '
6.001 0.911
22.97'
6.501 1.07 27.29
7.001 1.23' 31.98
7.501 1.41; 37.03
8.00' 1.61 42.431
8.501: 1.81 48.18 '.
9.00i ; 2.03 54.27
9.50
- 2.25 60.68
10.00' 2.49 67.44
10.50; 2.74, 74.53
11.00; 3.00' 81.96:
11.50 !
- 3.27 89.71
12.00 3.551 97.78
12.50 3.84 106.17
13.00! 4.14 114.86
13.501 4.45 123.84
14.00'i
- 4.77 133.13.
14.50 5.09 142.69
15.00' 5.43. 152.54'.
15.50' 5.78' 162.66
16.00 6.13' 173.05
16.50' 6.50' 183.69
17.00 6.87 194.58
17.50 7.25 205.72
18.00 7.64 217.08
0.00
0.00;
0.19
0.96
2.68
5.73
10.51
17.37
26.72
38.91
54.32
73.32
96.29
123.58
155.57
192.60
235.03
283.21
337.48
398.15
465.59
540.12
622.08
711.80
809.58
915.75
1030.60
1154.45
1287.58
1430.27
1582.81
1745.48
1918.52
2102.21
2296.79
2502.51
2719.59
0.00: 398.00'
0.00. 398.00
0.00!
- 398.00;
- -
0.00 398.00!
0.00; 398.00r
0.001 398.00'
0.00 ; 398.001
0.00 398.00
0.01 398.01
0.01 398.01
0.01 398.01'
0.01 398.01.
0.02 398.02
0.02 398.02!
0.03 398.031
0.03', 398.03'
0.041 398.04
0.04: 398.04
0.05, 398.051
0.06 398.06'
0.07 398.07:
0.08 398.08,
0.091 398.09!
0.10 398.101
0.11 398.11
0.12' 398.12
0.14'. 398.14
0.15, 398.15
0.17 398.17''
0.19 398.19'
0.20 398.20
0.22, 398.22'.
0.24 398.24'1
0.26' 398.26.
0.28 398.28'
0.31 398.31
0.33 398.33
0.001
0.00 0.00 0.00
0.00! 0.00 0.00
0.00 0.00'
' 0.00
0.00 0,00
: 0.00
O.OOI 0.00! 0.00
0.00 0.00 0.00
0.001; 0.00i: 0.00
0.00' 0.01 1 0.00
0.00, 0.01 0.00
0.001 0.01 0.00
0.00 0.01 0.00
0.00', 0.02 0.00
0.00' 0.02, 0.00
0.00 0.03 0.00
0.00' 0.03 0.00
0.00 0.04 0.00
0.00 ! 0.04 0.00
0.001 0.05 0.00
0.00' 0.06 0.00
0.00 0.07 0.00
0.01 0.08.. 0.00
0.01 0.09 0.00
0.01 0.10' 0.00
0.01 0.11: : 0.00
0.01 0.12 0.00
0.01 0.14! 0.00
0.01 0.15 0.00
0.01 0.17 0.00
0.01 0.19' 0.00
0.01 0.20 0.00
0.01 0.22 0.00
0.01 0.24' 0.00
0.01 0.26'1 0.00
0.01 0.28 0.00
0.01 0.31 0.00
0.01 0.33 0.00

J K L M N O P Q R
1
2 Page 2 Brandywine
F:\Proiect Files\G & A\NC\1686\Brandywine_. Basin # = W#4
25\Documents\Reports\Rout4-C.xls 100 Yr. Trial # =
11/15/05 2
3 R iser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5
6
7
1
2
500.00
500.00
24
18:.
102.00
102.00
1.00
0.75
6.28
4.71
3.1416
1.7671 Results
Max Elev. 401.19
Max Flow 35.36
8
9 Weir 1 EI. = 400.85 Weir 1 L = 50.00 ft . Cw = 3.2 Stage = 2.85

10
r
Weir 2 El. _ - _ i
500.00;
Weir 2 L =
10.00 ft
. Cw =
3.2
Stage =
102.00
11
12 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
13 h Flow Flow h Flow h Flow
14
15
16
0.01 _
: 151.77
0.00,
0.00
am
0.00,
0.00
0.00
0.00
17 0.03 ; 150.09 0.001 0.00 0.00; 0.00 0.00'; 0.00 0.00
18
19 _ 0:06
0.10 1 148.43
? 146.79
0.00i
0.00
0.00

0.00
0.00

0.00
0.00'

0.00
0.00',

0.0011
0.00

0.00 _
0.00

-
0.00
20 0.16 1, 145.17 0.00 ? 0.00 0.00 0.00 0.00 0.00 0.00
21 0.23 ; 143.57 0.00! 0.00 0.00 0.00 0.00 0.00 0.0-0-
22 0.31 141.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00
23 0.41 140.41 0.00 0.00 0.00 0.001 0.00 0.00 0.00
24 0.51 138.86 0.00 0.00 0.00 0.00 0.00 0.00 0.00-
25 0.63 1 137.32 0.00 0.00 0.00, 0.00' 0.00', 0.00 0.00
0.77 -1 -135.81 0.00 0.00 .001
0 0.00:
i 0.00
0.00
0.00
27 0.91 134.31.
1 0.00 i 0.00 .00 0.0011 0.00 0.00 0.00

28
29
1.07
1.23
1 132.82
131.3
5:
' _.
0.00'
0.00
0.00
0.00
0.00'
0.00
.
0.00',
0.00'
0.00
0.00
0.00
0.00
0.00
0.00

30
1.41
.
1
129.90'
;
0.00
0.00
0.00
0.00
0.00
0.00
0.00-
31 1.61 - -
1 128.47 0.00' 0.00 0.00: 0.00' 0.00 0.00 0.00
32

33 1.81

2.03 , 127.05

' 125.64 0.001

0.00 0.00

0.00 0.00
'
0.00 0.00,

0.00 0.00

0.00 0.00

0.00 0.00

0.00
34 2.25 ' 124.26 0.00. 0.00 0.00 0.00 0.00 0.00 0.00

35
2.49
;
122.88!
0.001
0.00
0.00
0.00 '
0.00
0.00
0.00

36
2.74 -
121.53
0.00'1
0.00 '
0.01'1
0.00
0.00
0.00
0.00
37 3.00 120.18 0.001 0.00 0.01 0.00 0.00. 0.00 0.00
38 3.27 118.85 0.00, 0.00 0.01 0.00 0.00 0.00 0.00
39 3.55 117.54 0.00' 0.00 0.01, 0.00 0.00 0.00 0.00
40 3.84 , 116.24 0.00 0.00 0.01 0.00' 0.00 0.00 0.00
41 4.14 , 114.96! 0.00 0.00 0.01 0.00: 0.00' 0.00' 0.00
42 4.45 ; 113.69 0.00 0.00 0.01 0.00! 0.00, 0.00 0.00
43 4.77 112.41 0.00 0.00 0.01 0.00' 0.00 0.00 0.00
44 5.09 1; 111.19 0.00 0.00 0.01 0.00 0.00 0.00 0.00
45 5.43 109.96 0.00 0.00 0.01 0.00 0.00 0.00 0.00
46 5.78 108.75 0.00 0.00 0.01 0.00 0.00 0.00 0.00
47
48 6.13
6.50 107.54
106.36 0.00
0.00 0.00
0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
49
50 6.87
7.25 105.18
' 104.02 0.00'
0.00: 0.00
0.00 0.01'
0.01 0.001
0.00 0.00
0.00 0.00
0.00 0.00
0.00
51 7.64 '102.87 0.00 0.00 0.01 0.00 0.00 0.00 0.00

I
S T U V W X Y Z AA
Page 3, Brandywine Basin # = W#4 100 Yr. Trial # = 2
N F:\Project Files\G & A\NC\1686\Brandywine_ .25\Docume nts\Reports\Rout4-C.xls 11/15/05
A

5
No. -
Bottom
Elev.
Height
(ft.)
Length
(ft.) Slots
Weir
C
Orifice
C
Top
Elev.
Area
(s. f.)
Z
(ft.)
6
7 1
2 398.64
500.00 0.50
1.75 1.17
4.00 3.2
3.2 0.6
0.6 399.14
501.75 0.58
7.00 0.64
102.00
8
9
-- - . Pipe 2
:
_
10 El. 500.00 Z = 102.00 Diam. = 24 in . A
= 3.1416 s.f.
11 Slot 1 Slot 2
12
13 Riser _2
h Riser 2
Flow Weir
h Orifice
h Slot
Flow Weir
h Orifice
h Slot
Flow Pipe 2
Flow
14
_
15

16
17

18
0.00
0.00I
- - --I
0.00
0.00
0.00
-
-
0.00
0.00
' 0.00

' 0.00
0.00
0.00

0.00
0.00
0.00

0.00 0.00

0.00

0.00!
-
0.00
0.00
.
I
0.00 0.00

0.00

0.00 0.00

0.00

0.00
19 0.001 0.00 0.00 0.00 0.00 0.00, 0.00
- 0.00 0.00
20 0.00i 0.00 0.00 0.00 0.00 0.00: 0.00' 0.00: 0.00
21 0.00,
- 0.00 0.00'' 0.00 0.00 0.00; 0.00; 0.00 0.00
22 0.001 0.00 , 0.00 0.00 0.00 0.00, 0.00 0.00 0.00
23

24
25 0.001
?
-
_ 0.00
- 0.00' 0.00

0.00
0.00
0.00

0.00
1 0.00
0.00

0.00

0.00
0.00

0.00

0.00
0.00 ;

0.00i:

'1 0.00 ?'
0.00

0.00

0.00
0.00i

0.0-0 1
-1
0.001
0.00
-
1 0.00
- -
0.00
26 0.00?
-
- 0.00
- ' 0.00 0.00 0.00 ' 0.00 0.00
27 0
.0
0 0.00 0.00 0.00 0.00 ' 0.00
1 0.0 0.00i 0.00
28 0001 0.00 ' 0.00 0.00 0.00 0.00; 0.00 0.00' 0.00

29 -
0.00'

0.00

0.00

0.00

0.00

0.00'

0.00
!
0.00

0.00
30
31 0.00
0.001 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00 0.00 !
0.00 0.00
0.00 0.00 !
0.00' 0.00
0.00
32 _ 1
I 0.00 0.00 0.00 0.00 i 0.00' 0.00, 0.00! 0.00
33 0 00 0.00 ' 0.00 0.00 0.00 ' 0.00 0.001 am; 0.00
34 0.00' 0.00 ! 0.00 0.00 0.00 ' 0.00 0.00' 0.00 0.00
35
.0- 1
0.-0-01
0.00
-
0.00
0.00
0.00
0.00'
0.00'
0.00'
0.00
7 0.00
? 0.00 0.00 0.00
'
0.00, 0.00' 0.00 0.00

3
38 000

0.00 0.00

0.00
0.00
' 0.00
0.00
0.00
0.00
0.00
0.00,
0.00
0.00
0.00'
0.00
0.00!
0.00
0.00

39 0

00

0.00

, 0.00

0.00

0.00

0.00

0.00'

0.00'
0.00
40 0.00 11 0.00 ' 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
41
42
43 0.00
0.00
0.00 ' 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00' 0.00.
0.00
0.00 0.001
0.00
0.00 0.00
0.00
0.00
44 0.00 i 0.00 0.00 0.00 0.00 0.00, 0.00 0.001 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00! 0.00
46 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00
48
49 0.00
0.00 0.00
' 0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
50 0.00 , 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00; 0.00. 0.00 0.00 0.00 ', 0.00 0.00 0.001 0.00

11

A B C D E F G H 1
Page 1A ' Brandywine Basin # =' W#4 100 Yr. Trial # = 2
53
r F:\Project Files\G & A\NC\1686\Brandywine_ .25\Documen ts\Reports\Rout4-C.xls 11/15/05
Time Inflow dstorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
55 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft. (ft.) (cfs) (ft.) (ft.)
56
57 18.50 ! 8.03 228.68: 2948.27 0.35 398.35 0.01 0.35 0.00
58 19.00 8.43 240.49 3188.75 0.38 398.38 0.02 0.38 0.00
59 19.50 8.84 252.51 3441.26 0.41 398.41 0.02 0.41 0.00
60 20.00 - 9.25 '. 264.72 3705.98 0.43 398.43 0.02 0.43 0.00
61 20.50
- 9.67
_ 277.13 3983.12 0.46
, 398.46 0.02' 0.46 0.00
62 21.00 10.10 ' 289.73 4272.85 0.49 398.49 0.02 0.49 0.00
63 21.50 10.53 302.49 4575.34 0.52 398.52 0.02' 0.52 0.00
64 22.00 10.97 315.42 4890.76 0.56, 398.56. 0.02 0.56 0.00
65 22.50 11.41 328.51 5219.27 0.591 398.59' 0.02 0.59 0.00
66 23.00 11.86 341.73 5561.00 0.62 398.62 0.02 0.62 0.00
23. 5--0 ::- 12.31 ' 3
55.10: 5916.10 0.66
1 398.66 0.03: 0.66 0.00
68 24.00 12.76 1
368.30 6284.40 0.70 398.70 0.07 0.70 0.00
69 24.50 ' 13.22 380.75 6665.15 0.73 398.73 0.13 0.73 0.00
70 25.00 , 13.68 392.75 7057.90 0.77 398.77 0.20 0.77 0.00
71 25.50 14.14 404.41 ; 7462.32 0.81 398.81 0.29 0.81 0.00
72 26.00 1 14.61 , 415.75 7878.07 0.851 398.85 0.38 0.85 0.00
73 26.50 , 15.08 426.79, 8304.85 0.891 398.89' 0.49 0.89' 0.00
74 27.00 15.55 ' 437.52 8742.38 0.9311 398.93 0.62' 0.93 0.00
75 27.50 16.02 447.96 9190.34 0.98 398.98 0.75 0.98 0.00
76 28.00 ', 16.49 458.10 9648.44 1.02', 399.02 0.90 1.02 0.00
77 28
.50 1
6
.97 467
.94
'
I 10116.38 1.06 399.061 1.05!'
.05 ?'
1.06
0.00

78
29
.
00 ?
1
7
.44
,48
477
10593.86
1.11
,
399.11
1.22
1.11
0.00
79 _
29.50 ! 17.92 486.70 ! 11080.56 1.15 399.15 1.47 1.15 0.00
80
- 30.00 ! 18.39 493.55 11574.11 1.20 399.20 1.59 1.20 0.00
1 3 0. 18.87
504.17
12078.28
1.241
399.24,
1.70
1.24
0.00
82 31.00 19.34 514.98 12593.26 1.29 j 399.29 1.81 1.291 0.00
83 -
31.50 ' 19.81 ' 525.92
. 13119.18 1.34 399.34 , 1.91 1.34 0.00
84 32.00 20.28 536.97 13656.15 1.391 399.39 2.01 1.39 0.00
85 32.50 20.75 548.08 14204.23 1.441 399.44 2.11 1.44 0.00
86 3100 1 21.22 559.24 14763.46 1.49 399.49 2.20 1.49 0.00
87 33.50 68
2 '. 570.41 15333.87 1.54' 399.541 2.29!: 1.54, 0.00
88 34.00 j
2. 581.58 15915.45 1.59 399.59 2.38 1.59' 0.00
89 34.50 22.60 592.73 16508.18 1.64 399.64 2.47 1.64 0.00
90 35
00 ' 23.05 603.84 17112.02 1.70' 399.701 2.56 1.70 0.00
9 .0
23.50
614.90
17726.92
1.75
399.75
2.64
1.75
0.00
92 36.00 23.95 625.89 18352.81 1.81 399.81 2.72 1.81 0.00

- : 24
.39
: 63

37
2

.86

399.86,

2.80

1.86

0.00
94 37.00 1 24.83 647.611 .
196
3 1.92 399.92 2.88 1.92 0.00
95 37.50 25.26 658.32 20295.55 1.98 399.98 2.96 1.98 0.00
96 38.00 25.69 668.91 20964.46 2.03 400.03 3.04 2.03 0.00
97 38.50 26.11 679.37 21643.83 2.09 400.091 3.12 2.09 0.00
98 39.00 26.52 689.68 22333.51 2.15' 400.151 3.19' 2.15 0.00
99 39.50 26.93 699.84 23033.35 2.21: 400.21 3.27 2.21 0.00
100 40.00 27.33 709.84 23743.18 2.27 400.27 3.34 2.27 0.00
101 40.50 27.72 719.66 24462.85 2.33 400.33 3.41 2.33 0.00
102 41.00 28.11 729.30 25192.15 2.40 400.40 3.49 2.40 0.00

u
J K L M N O P Q R
52 Page 2A Brandywine Basin # =! W#4 100 Yr. Trial # = 2
53 I FAProject Files\G & A\NC\1686 \Brandywine_.25\Documents\Reports\Rout4-C.xis 11/15/05,
54 Q(<1_25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55 h Flow Flow h Flow h Flow
56

57
8 03_ 101.73

_ 0.00 0.00 0.01 0.00 ' 0.00 0.00 0.00
58 8.43 100
.61 0.00 0.00 0.02 0.00 0.00 0.00 0.00
59 8.84'-
99.50
0.00
0.00
0.02
0.00
0.00
0.00
0.00
60 9.251 98.40 0.00 0.00 0.02 0.00 0.00 : 0.00 0.00
61 9.67 97.31 0.00 0.00 0.02 0.00 0.00 0.00 0.00
62 10.10i 96.23 0.00 0.00 0.02 0.00 0.00 0.00 0.00
63 10.53 95.17 0.00 0.00 0.02 0.00 0.00 0.00 0.00
64 1
0.97 94.12 0.00 0.00 0.02 0.00 0.00 0.00 0.00
65 .
11.411 93.08 0.00 0.00 0.02 . 0.00 0.00 0.00 0.00
66 11.86 92.05 0.001 0.00 0.02 0.00 0.00 ' 0.00 0.00
67 12.31 91.03 0.00 0.00 0.02 0.00 0.00 0.00 0.00
68 12.76
- 9__0__.03 1 0.00; 0.00 0.02 : 0.00 0.00 0.00 : 0.00
69 13.22 89.03
0.00:
0.00
0.02
'1 0.00
0.00
0.00
0.00
70 13.68! 88.05 0.00 0.00 0.02 0.00 0.00 ' 0.00 0.00
71 14.141 87.08 0.00', 0.00 0.02 ; 0.00 0.00 0.00 0.00
72 14.611 86.11 0.00 0.00 0.02 0.00 0.00 ' 0.00 0.00
73 15.08!
- 85.16 0.00: 0.00 0.02 0.00 0.00 0.00 0.00
74 15.55 84.22 0.00, 0.00 0.02 1 0.00 0.00 ' 0.00 0.00
75 16.0-2-1 83.29 0.001 0.00 0.03 : 0.00 0.00 0.00 0.00
76 16.49
1
1
0.00
0.00
81.46 1 0.00; 0.00 0.03 0.00
' 0.00
! 1
0.00
' 0.00
78 17.44 80.56 ' 0.00 0.00 0.03 ' 0.00 ' 0.00 ' 0.00 0.00
79 17.92 79.67 0.00 0.00 0.03 0.00 0.00 ! 0.00 0.00
18.39
1 78.79 ! 0.00 0.00
1 0.00 ?!
0.00 0.00
80 _ -18.87 77.92 0.00 0
.00 0.03 0
.00 ' 0.00 0.00 0.00-
82 19.34, 77.06 0.00' 0.00 0.03 : 0.00 0.00 1 0.00 0.00
83 19.811 76.21 0.00 0.00 0.03 0.00 1, 0.00 , 0.00 0.00
84 20.281 75.37 0.001 0.00 0.03 0.00 1 0.00 0.00 0.00
85 20.751 74.53 0.001 0.00 0.03 0.00 0.00 1 0.00 0.00
86 21.22 73.71 0.00 0.00 0.03 0.00 '1 0.00 1 0.00 0.00
87 21.68', 72.89 ' 0.00', 0.00 0.03 0.00 0.00 0.00 . 0.00
88 22.14; 72.09 0.00 0.00 0.03 ' 0.00 ; 0.00 1: 0.00 0.00
89 22.601 71.29 1 0.00' 0.00 0.03 0.00 0.00 1 0.00 0.00
90 23
.05 0 ' 0.00 0.00 0.03 0.00 0.00 0.00 0.00
91 23
.50 69.7 0.00 0.00 0.03 0.00 0.00 0.00 0.00
92 23.95 68.96 0.001 0.00 0.03 0.00 0.00 0.00 1 0.00
93 24.39 68.19 0.00 0.00 0.04 ' 0.00 0.00 0.00 0.00
-
94 24.83, 67.44 0.00: 0.00 0.04 0.00 1 0.00 0.00 0.00
95 25.26 ! 66.69 0.00 0.00 0.04 0.00 0.00 0.00 0.00
96 25.69 65.96 0.00 0.00 0.04 0.00 0.00 0.00 0.00
97 26.11. 65.23 0.00 0.00 0.04 0.00 0.00 . 0.00 0.00
98 26.52 64.51 0.00 0.00 0.04 0.00 0.00 0.00 0.00
99 26.93'1 63.80 0.00 0.00 0.04 0.00 0.00 0.00 0.00
100 27.33 63.09 1 0.00 0.00 0.04 0.00 0.00 0.00 1 0.00
101 27.72. 62.39 0.00 0.00 0.04 0.00 0.00 0.00 0.00
,1012 28.11' 61.70 0.00' 0.00 0.04 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
52
53 Page 3A Brandywine
F:\Project Files\G & A\NC\1686\Brandywine_ Basin # =,W#4
.25\Documents\Reports\Rout4-C.xls 100 Yr. Trial # =
11/15/05 2
54
55 Riser 2
h Riser 2
Flow Weir - S1 Orifice-S1
h h Slot 1
Flow Weir - S2
h Orifice-S2
h Slot 2
Flow Pipe 2
Flow
56
57
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
58
59 0.00
0.00 0.00
1 0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00, 0.00
0.00 0.00
0.00 0.00
0.00
60 0.00 ;1 0.00 0.00 0.00 0.00 ! 0.00j 0.00 0.00
- 0.00
61 0.00 0.00
''. 'i 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
63 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 0.00
64
65
66 0.00
0.00
0.00 ' 0.00
0.00
1, 0.00 0.00
0.00
' 0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.001 0.00
0.00
0.00 0.00
0.00
0.00
67 0.00 0.00 1 0.02 0.00 0.01 0.00 0.00 0.00 0.00
68 0.00 ; 0.00 'i 0.06 0.00 0.05 0.00 0.00' 0.00 0.00
69 0.00 ; 0.00 . 0.09' 0.00 0.11 0.00 0.00 0.00 0.00
70 0.00 ' 0.00 1 0.13' 0.00 0.18 0.00 0.001 0.00 0.00
71 0.00 , 0.00 ', 0.17 0.00 0.26 0.00' 0.00', 0.00 0.00

72
0.00 0.00
, 0.21' 0.00
0.36
0.00
0.00
0.00
0.00
73 0.00 1 0.00 0.25 0.00 0.47 0.00' 0.00; 0.00 0.00
74 0.00 0.00 0.29 0.00 0.59 0.00 0.00' 0.00 0.00
75
76
77 0.00
0.00

. ! 0.00
, 0.00 0.34
: 0.38

.42 0.00
0.00

.00 0.73
0.87

09 ' 0.00
' 0.00

' 0.00 0.00',
0.00;

0.00 0.00'
0.00,'

0.00I 0.00
0.00

0.00
78 0.00
- i 0.00
- - 0.47 0.00 1.
0.00 -
0.00
0.00!
0.00
79

80 0.00
0 .00 1 0.00

0.00

, ; 0.51

0.56 0.26

0.31 1.44

1.56 0.00''

0
.00 0.00

0.00' 0.0011

0.00; 0.00

0.00
81
82
83 000
0.00
0.00 0.00
1 0.00
1 0.00 0.60
0.65
' 0.70 0.35
0.40
0.45 1.67
1.78
1.88 0.00
1 0.00 ?
! 0.00! 0.00',
0.00i
0.00 0.00'
0.00 j
0.00 0.00
0.00
0.00
84
85 0.00
0.W 1 0.00
0.00 ! 0.75
0.80 0.50
0.55 1.98
2.08 1 0.00
0.00, 0.00',
0.00' 0.00
0.00 0.00
0.00
86
87 0.00
0.00 t, 0.00
' 0.00 0.85
1 0.90 0.60
0.65 2.17
2.26 : 0.00,
' 0.00, 0.00,
0.00 0.00
0.00 0.00
0.00
88 0.00 ' 0.00 0.95 0.70 2.35 0.001
0.00!..

I
0.00
0.00
89
0 0.00
0.00 ' 0.00
1! 0.00 '', 1.00
, I06 0.75
0.81 2.44
2.52 0.001
0.00 0.00,
0.00' 0.00
0.00 ' 0.00
0.00
91 0.00 1 0.00 ' 1.1 .86
0 2.61 0.00
0.00
0.00
0.00

92 -
0.00
, 0.00
1.17
0.92
2.69
0.00
0.00
0.00'!,
0.00
93 0.00 ,, 0.00 1.22 0.97 2.77 0.00 0.00 0.00 0.00
94 0.00 ', 0.00 1.28 1.03 2.85 0.00', 0.00 0.00 0.00
95 0.00 0.00 ' 1.34 1.09 2.93 0.001 0.00 0.00' 0.00
96 0.00 0.00 1.39 1.14 3.00 0.00 0.00 0.00 0.00
97
98 0.00
0.00 0.00
0.00 1.45
1.51 1.20
1.26 3.08
3.15 0.00
0.00 0.00
0.00 0.00
am 0.00
0.00
99 0.00 0.00 1.57 1.32 3.23 0.00 0.00 0.00 0.00
100 0.00 0.00 1.63 1.38 3.30 0.00 0.00 0.001 0.00
101 0.00 0.00 1.69 1.44 3.37 0.00 0.00 0.00 0.00
102 0.00 0.00 1.76 1.51 3.45 0.00 0.00 0.00' 0.00

A B C D E F G H I
Page 1B Brandywine Basin # = W#4 100 Yr. Trial # = 2
r
104 F:\Project Files\G & A\NC\1686\Brandywine .25\Documen ts\Reports\Rout4-C.xls 11/15/05
Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
06 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft. (ft.) (cfs) (ft.) (ft.)
107
108 41.50 28.49 738.75 25930.90 2.46 400.46 3.56' 2.46 0.00
109
1 42.00 28.86 748.00' 26678.90 2.52 400.52 3.631 2.52 0.00
110 42.50 29.23 757.03 27435.93 2.59' 400.59' 3.701 2.59 0.00
111 43.00 29.58 765.85 28201.78 2.65 400.65 3.77' 2.65 0.00
112 43.50 29.93 774.43' 28976.21 2.71 400.71 3.83 2.71 0.00
113 44.001 30.27 782.78 29758.99 2.78 400.78 3.90 2.78 0.00
114 44.50: 30.59 790.891 30549.88 2.85 400.85'! 3.97 2.85 0.00

115
45.00 j
30.91 -
798.74 ?,
1
31348.63
2.91 '
400.91
4.04;
2.91
0.00

116
45.50f 11.22
3 806.34 32154.96 2.98 400.98
6.56
2.98
0.00
117 -
46.00 31.52 . _739.951 32894.91 3.04 401.04 11.53 3.04 0.00
118 46.50' 31.81 599 93, 33494.84 3.09 401.09 17.40' 3.09 0.00
119 47.00' 32.09 432.35 33927.19 3.12 401.12 22.91 3.12 0.00
120 47.50 32.36 ' 275.39' 34202.58 3.15 ''. 401.15 27.25 3.15 0.00
121 48.00' 32.62 153.36 34355.94 3.16 401.16 30.16 1 3.16 0.00
122 48.50 32.87 73.85: 34429.79 3.17 401.17 31.83 1 3.17 0.00
123 49.00' 3311 31.28! 34461.07 3.17 401.17 32.64 1 3.17 0.00
124 49.50 33.33 13.97 34475.03 3.17 401.17 32.99 1 3.17 0.00
125 50.00'. 33.55 10.34
34485.37
3.17
401.17:
33.15 j
3.17
0.00
126 50.50' 33.75 . 12.11 34497.48 3.17 401.17 33.26 3.17 0.00
127 51.00i 33.95 14.741 34512.22 3.17 : 401.17 33.40 3.17 0.00
128 51.501 34.13 16.421
'. 34528.64 3.17 1 401.17'' 33.56; 3.17 0.00
129 52.00 ? 34.29 16.86 34545.49 3.18 401.18, 33.75, 3.18 0.00
130 52.50 34.45 16.361 34561.86 3.18 ' 401.18 33.94-- 3.18 0.00
131 53.001
34.59
15.35;
34577.21
3.18
'401.18
34.12
3.18
0.00
132 53.50 34.73 1 1414! 34591.35 3.18 401.18 34.30, 3.18 0.00
133 54.00 34.85 ! 12.89 34604.24 3.18 i 401.181 34.461 3.18 0.00
134 54.50 34.95 ' 11.68 34615.92 3.18 401.18 34.60 3.18 0.00
135 55.00 35.05 10.51 34626.43 3.18 : 401.18 34.74, 3.18 0.00
136 55.50. 35.13 : 9.38 34635.81 3.18 401.18 34.86 3.18 0.00
137 56.00' 35.20 8.26 34644.07 3.18 ! 401.18 34.96 3.18 0.00
138 56.50 35.26 1,
7.15.
34651.23
3.18
', 401.18
35.06'
3.18
0.00
139 57.00 35.30 6.04 34657.27 3.18 ' 401.18 35.14 3.18 0.00
140 57.50 35.33 4.93 34662.20 3.18 401.18: 35.21 3.18 0.00
141 58.00 35.35 3.82' 34666.01 3.18 401.18 35.26! 3.18 0.00
142 58.50! 35.36 2.701 34668.71 3.19 1 401.19 35.31, 3.19 0.00
143 59.00 35.35 1.58; 34670.30 3.19 ' 401.19 35.34: 3.19 0.00
144 59.501 35.33 1: 0.471 , 34670.76 3.19 ' 401.19! 35.36! 3.19 0.00

145 i
60-.0-0
35.30
-0.651 -
34670.12
3.19
401.19:
35.36
3.19
0.00
146 60.50! 35.26 -1.761 34668.35 3.19 401.1911 35.35 3.19 0.00
147 61.00 35.20 -2.87 34665.48 3.18 401.18'' 35.33! 3.18 0.00
148 61.50 35.13 -3.98 34661 .50 3.18 401.18 35.30! 3.18 0.00
149 62.00
-- 35.05 -5.09 34656.41 3.18 401.18 35.25 3.18 0.00
150 -
62.50 34.95 -6.19 34650.22 3.18 401.18 35.20 3.18 0.00
151 63.00 34.85 -7.29 34642.93 3.18 401.18 35.13 3.18 0.00
152 63.50 34.73 -8.39 34634.54 3.18 401.18 35.04 3.18 0.00
153 Maximum 34670.76 401.19 35.36.

J K L M N O P Q R
103 Page 2B Brandywine Basin # _' W#4 100 Yr. Trial # = 2
104 F:\Project Files\G & A\NC\1686\Brandywine_. 25\Documents\Reports\Rout4-C.xls 11/15/05
105 Q(<1.25Tp)
- Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2

106 _
h
Flow -
Flow
h
Flow
h -
Flow
107
108 28.49 61.02 0.00 0.00 0.04 0.00' 0.00 0.00 0.00
1
09
60.35
0.00
0.00
0.04
0.00
0.00'
0.00
0.00
110 29.23 59.68 0.00 0.00 0.04 0.00 0.00 0.00 0.00
111 29.58 j 59.02 0.00 0.00 0.04 0.00 0.00 0.00 0.00
112 29.93 ; 58.37 0.00 ' 0.00 0.04 0.00 0.00 0.00 0.00
113 30.27 57.72 0.00 ' 0.00 0.04 0.00 0.00 0.00 0.00
114 30.59 57.09 0.00 0.00 0.04 0.00. 0.00 0.00' 0.00
115 3
0.91 ; 56.46 1 0.00 0.00 0.04 0.00' 0.00 0.00 0.00
116 .
31.22 55.83 0.06 2.46 0.04 0.00 0.00 0.00 0 00
117 31.52 ' 55.21 1 0.13 7.37 0.05 0.00 0.00 0.00 0.00
118 31.81
- 1 54.60 1 13.19 0.05 0.00 0.00: 0
.00
0.00
119 --
32.09 1 1 54.00 ' 0.24 18.67 0.05 0.00 0.00
0.00
0.0-0-
120 32.36 53.40 ; 0.27 , 22.99 0.05 0.00 0.00'' 0.00 0.0
0

121 -
-2-
3.6 .62

52.81

0.30

? 25.89

0.05

0.00
0.00
0.00 -
-
0.00
122
-
32.87 ! 52.23 ', 0.31 27.55 0.05 0.00
0.00
0.00 _-
0.00
123 33.11 51.65 1 0.32 ' 28.36 0.05 0.00' 0.00' 0.00; 0.00
124 33.33 1 51.08 ', 0.32 28.71 0.05" 0.00i 0.00 0.00' 0.00
125 33.55 1 50.52 1 0.32 28.86 0.05' 0.00; 0.00 0.00 0.00
126 33.75 ; 49.96 '1 0.32 28.98 0.05 0.00! 0.00' 0.00 0.00
127 33.95 49.41 0.32 . 29.11 0.05 0.00 0.00' 0.00'. 0.00
128 34.13 1, 48.86 ; 0.32 29.28 0.05 0.00 0.00' 0.00 0.00

129 - -
34.29
48.32
1 0.32
29.46
0.05'
0.00
0.00 -
0.0-0 -
0.00
130 34.45 ; 47.79 0.33 29.65 0.051 0.00 0.00' 0.00 0.00

131
3.4.59
'.
47.26 0.33
1 , 29.83 0.05: 0.00 0.00 0.00 0.00
132 34.73 4
6.74 i
0.33 30.00 0.05 0.00. 0.00 _
0.00
0.00
133 34.85 46.22 0.33 : 30.16 0.05,, 0.00 0.00' 0.00' 0.00
134 34.95 1
45.71 11 0.33 ; 30.31 0.05 0.00' 0.00 0.00 0.00
135 -
_
-35.05 '. -- 45.21
, 0.33
30.44
0.05 ,
0.001
0.00 i
0.00 0.00
136 35.13
-
- 44.71 0.33 30.56 0.05 0.00' 0.00' 0.00 0.00
137 3
5.20 ! 44.21 1 0.33 , 30.67 0.05' 0.00 0.00' 0.001 0.00

138
35.26
43.72
0.33
30.76
0.05',
0.00
0.00
0.00 -
0.00
139 35.30 ' 43.24 0.33 ', 30.84 0.05 0.00 0.00 0.00 0.00
140
-
- 35.33 42.76 0.33 30.91 0.05 0.00 0.00 0.00 0.00
T4
1 35.35 1 42 .29 0.33 30.96 0.05 0.001 0.00 0.00 0.00

142 -
35.36
1 41.82
' 0.33
31.01
0.05
0.00
0.00
0.00
0.00
143 35.35 41.36 0.34 31.04 0.05 0.00 0.001 0.00 0.00
144 35.33 40.90 1 0.34 31.06 0.05 0.00 0.00 0.00! 0.00
145 35.30 1 40.45 0.34 31.06 0.05 0.00 0.00 0.00 0.00
146 35.26 40.01 0.34 31.05 0.05 0.00 0.00 0.00 0.00
147 35.20 39.56 0.34 31.03 0.05 0.00 0.00 0.00 0.00
148 35.13 39.13 0.33 31.00 0.05 0.00 0.00 0.00 0.00
149 35.05 ' 38.69 0.33 30.96 0.05' 0.00 0.00 0.00 0.00
150 34.95 38.27 0.33 30.90 0.05 0.00 0.00 0.00 0.00
151 34.85 1 37.84 0.33 30.83 0.05 0.00 0.00 0.00 0.00
152 34.73
- 37.43 0.33 30.75 0.05' 0.00 0.00 0.00 0.00
1153 , Maximum 31.06 0.05 0.00' 0.00

S T U V W X Y Z AA
r
1O Page 3B Brandywine
F:\Project Files\G & A\NC\1686\Brandywine_ Basin # = W#4
.25\Documents\Reports\Rout4-C.xls 100 Yr. Trial # =
11/15/05 2
Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
06 h Flow h h Flow h h Flow Flow
w
107
1
08 0
.00 0.00 1.82 1.57 3.52 0.00 0.00 0.00 0.00
1
09 0.
00
- 0.00
- 1.88 1.63 3.59 0.00 0.00
-. 0.00 0.00
- -
110 0-
0 o 0.00 :
1.95 1.70 3.66 0.00 0.00 0.00 ,
'' 0.00
0
ill 0.00, 0.00 2.01 1.76 3.72 0.00 0.00 0.00 0.00
1l 0.00 0.00 2.07 1.82 3.79 0.00 0.00 0.00 0.00
0.001 0.00 ' 2.14 1.89 3.86 0.00 0.00 0.00 0.00
r 0.00 0.00 2.21 1.96 3.93 0.00 0.00 0.00 0.00
0.00 0.00 2.27 2.02 3.99 0.00 0.00 0.00 0.00
0.001 0.00 2.34 2.09 4.06 0.00 0.00, 0.00 0.00
117 0.001 0.00 ' 2.40 2.15 4.12 0.00 0.00 0.00 0.00
1
1
8 0
00' 0
.00 2
.45 2
.20 4
.16 0
.00
' 0.00i 0.00
. 0.00
i
1
1
9 _
0.00
' 0
.00 2
.48 2
.23 4
.20 0
.00 ' 0.00
0.00
120
121 0.00'
O.M 0.00
0.00 2.51
2.52 2.26
2.27 4.22
4.23 0.00
0.00 0.00'
0.00 0.00
0.00 0.00
0.00
122 -
0.001, 0.00 2.53 2.28 4.23 0.00 0.00 0.00 0.00
123 0.0011
0.00
2.53

'
2.28
4.24
0.00
0.00

0.00

0.00
124
125 0 00 '
0.001 0.00
0.00 2.53
1 2.53 2.28
2.28 4.24
4.24 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
126
127 0'00,
- 0.00 0.00
0.00 1 , 2.53'
2.53 2.28

2.28 4.24

4.24 0.00

0.00 ? 0.00'

0.00'. 0.00

0.00 0.00

:i 0.00
128 -
0.00 - 2.53 2.28 4.24 0.00: 0.00 0.00 ' 0.00
129 0.001 0.00 ' 2.54 2.29 4.24 0.00' 0.00 0.00 0.00
130 0.001 0.00 ' 2.54 2.29 4.24 0.00' 0.00 0.00 0.00
131 0.00 0.00 2.54 229 4.25 0.001 0.00 0.00. 0.00
132 0.001 0.00 2.54 2.29 4.25 0.00' 0.00 0.00 0.00
133 0.00 0.00 i 2.54 2.29 4.25 0.001 0.00' 0.00 0.00
134 0.00 0.00 2.54 2.29 4.25 0.00! 0.00 ,
0.00'! 0.00
135
136 0.001
0.001 0.00
0.00 ', 2.54'
2.54 2.29
2.29 4.25
4.25 0.00'
0.00 0.00,
0.00 0.00
0.00 0.00
0.00
137 0.00; 0.00 2.54 2.29 4.25 0.00 0.00'i 0.00' 0.00
138 O.W 0.00 2.54 2.29 4.25 0.00 0.00 0.00 0.00
139 0.001 0.00 2.54 2.29 4.25 0.00' 0.00 0.00 0.00
140 0.001 0.00 ' 2.54 2.29 4.25 0.00 0.00, 0.00 0.00

141
0.001
0.00
i 2.54 2.29 4.25 0.00 0.00' 0.00 0.00
142 0.001 0.00 2.55 2.30 4.25 0.00' 0.00 0.00 0.00
143 0.00' 0.00 2.55 2.30 4.25 0.00 0.00 0.00 0.00
144 0.00 0.00 2.55 2.30 4.25 0.00 0.00 0.00 0.00
145 0.00 0.00 2.55 2.30 4.25 0.00 0.00 0.00 0.00
146 0.00, 0.00 2.55 2.30 4.25 0.00 0.00 0.00 0.00
147 0.00' 0.00 2.54 2.29 4.25 0.00 0.00 0.00 0.00
148 0.00 0.00 2.54 2.29 4.25 0.00 0.00 0.00 0.00
149 0.00! 0.00 2.54 2.29 4.25 0.00' 0.00 0.00' 0.00
150 0.00 0.00 2.54 2.29 4.25 0.00 0.00 0.00' 0.00
151 0.00 0.00 2.54 2.29 4.25 0.00 0.00 0.00 0.00
152 0.00 0.00 2.54 2.29 4.25 0.00 0.00 0.00 0.00
153 Maximum 0.00 4.25 0.00 0.00

F

1

I

r

fl

0
A B C D E F G H I
1 Stormwater Routing 2E
2
3
4
5

roject: Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
Using Chainsaw Routing procedure by H. R. Malcom
Storm ! 1 Yr. Trial #
Brandywine Location: 'Cary, NC Basin # W#5

1

7 Qp = 6.33 cfs Tp = 34.8 mi ns. dT = 0.50 mins.
8 Ks = 3187.5 b = 1.2856 Pipe El. = 396.00 ft.
9 Co = 0.6 Diam. = 0.75in. A = 0.0031s. f.
10 Allowable Q = 2.91: cfs Elevation at Z = 0 is , 396.00, ft . pipe Z = 0.00
11 FAProject Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout5- 01.xis Date: 11/16/05
12 Time Inflow
T dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
13 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
14
15 0.00 0.00 0.00 0.00 0.001 , 396.00 0.001
16 0.50 0.00 0.00 0.00 0.001 396.00 0.00! 0.00 0.00
17 1.00 0.01 0.10 0.10 0.00 396.00 0.00 0.00 0.00
18 1.50 0.03 0.39 0.48 0.00' 396.00 0.00 0.00 0.00
19 -
2.00 .
0.05' 0.87 1.35 0.00' 396.00 0.00
. 0.00 0.00
20 2.50 0.08 1.54 2.90 0.00j 396.00 0.00; 0.00 0.00
21 3.00 ! 0.12 2.41 5.30 0.01 396.01 0.00 0.01 0.00
22 3.50 0.16',
3.46'
8.76
0.011
396.01
0.00!

0.01

0.00
23 4.0
0 0.20 4.70 13.46 0.011 396.01 0.00i 0.01 0.00
24 _
_
4.50 0.26 6.12 19.59 0.021 396.02 ' 0.001 0.02 0.00
25 5.00 ; 0.32 7.72 27.31 0.021 396.02 0.00 0.02 0.00

7

5.50
-

0.38

9.50

36.81

396
.03

0
.00!

0.03
3

0.00
2 6
.00 ; 0.45 11.45 48.27 0.04! 396
.04 0
.00 0.04 0.00
28 6.50 1 0.53 13.55 61.82 0.05 396.05 0.00 0.05 0.00
29 7.00 0.61 15.83 77.65 0.06 396.06 0.001 0.06 0.00
30 7.50 : 0.70 18.27 95.92 0.07 396.07 0.00' 0.07 0.00
31 8.00 0.79 20.86 116.78 0.08 396.08 0.00' 0.08 0.00
32 8.50 0.89
23.61
140.39
0.09,
396.09
0.00
0.09
0.00
33 9.00 ! 0.99'1 26.50 166.89 0.10 396.10 0.00 0.10 0.00
34 9.50 1.09 29.54 196.43 0.11 396.11 0.001 0.11 0.00
35 10.00 1 1.20 32.70 229.13 0.13 396.13 0.00 0.13 0.00
36 10.50 ' 1.32 35.99 265.13 0.14 396.14 0.00' 0.14 0.00
37 11.00 1.44 39.41 304.53 0.16 396.16 0.01 0.16 0.00
38 11.50 1.56 42.93 347.47 0.18 396.18 0.01 ! 0.18 0.00
39 12.00 1.68 46.56 394.03 0.20'' 396.20, 0.01 0.20' 0.00
40 12.50 1.81 50.29 444.33 0.22 396.22 0.01 0.22 0.00
41 13.00 1.94 54.11 498.44 0.24 396.24 0.01 0.24 0.00
42 13.50 2.07 58.02 556.46 0.26' 396.26 0.01 0.26 0.00
43 14.00 ' 2.21 62.00' 618.45 0.28 396.28, 0.01: 0.28 0.00
44 14.50 2.35 66.04 684.50 0.30; 396.30 0.01 0.30 0.00
45 15.00 2.48 70.14 754.64 0.33 396.33 0.01 0.33 0.00
46 15.50 2.62 74.30 828.94 0.35 396.35 0.01 0.35 0.00
47 16.00 2.77 78.49 907.43 0.38 396.38 0.01 0.38 0.00
48 16.50 2.91 82.72 990.15 0.40 396.40 0.01 0.40 0.00
49 17.00 3.05 86.97 1077.13 0.43 396.43 0.01 0.43 0.00
50 17.50 3.19 91.24 1168.37 0.46 396.46 0.01 0.46 0.00
51 18.00 3.34 95.52 1263.89 0.49 396.49 0.01 0.49 0.00
u

t

J K L M N O P Q R
1
2 Page 2 Brandywine
FAProject Files\G & A\NC\1986\Brandywine_. Basin # W#5
25\Documents\Reports\Rout5-01.xls 1 Yr. Trial # =
11/16/05 1
3 R iser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5
6
7
1
2
500.00'
500.00
24
18
104.00
104.00
1.00'
0.75
6.28
4.71
3.1416
1.7671 Results
Max Elev. 398.29
Max Flow 2.76
8
9

10 Weir 1 El. _

Weir 2 EI 398.501 Weir 1 L =

500.00; Weir 2 L -, 10.00'ft.

10.OO.ft. Cw =
_
Cw- 3.2
--
3.2 Stage =

Stage
= 2.50

104.00
-
11
12
13 Q(<1.25Tp) Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
14
-
15 ''
16 0.00!
-
- 26.961 O.M 0.00 0.00 0.00 : 0.00 0.00 ' 0.00
-
17 6.0
11 26.46'1 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00
18 0.031 25.98' 0.00 0.00 0.00, 0.00 0.00 0.00 0.00
19
20
21

22 0.05'
0.08
0.12;
-
0.16' 25.49
25.02
24.56

24.11 0.00
0.00
0.00

0.00 0.00
0.00
0.00

'' 0.00 0.00
0.00
0.00

0.00 0.00
' 0.00
1 0.00

1 0.00 0.00
0.00
. 0.00

, 0.00 0.00
0.00
0.00

0.00 0.00
0.00
0.00

0.00

23
24 -
0.20;
0.26'
23.66
23.22
0.00
0.00
' 0.00
! 0.00
0.00
0.00
' 0.00
' 0.00
' 0.00
0.00
0.00
0.00 '
0 .00
0.00
25 0.321 22.79 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26

27
28 0.38
_ 1

0.451
- - 0.531
22.37

21.96'
- -21.55
- 00.00 .00

0.00
1 0.00'.

' 0.00'

0.00
0.00
0.00

? 0.00
? 0.00
'
1 0.00 1 0.00

0.00
'' 0.00 0.00

0.00
0.00 ' - 0.00

0.00
10.00
29 0.61
- 21.15
- 0.00 0.00
1 0.00 0.00 0.00 0.00 0.00
30

31
32
33 0.70

- 0.791;
0.891,
0.9911 20.76,

20.38;
20.00
19.63 0.00

0.00
0.00
0.00 , 0.00

, 0.00
0.00
1 0.00 0.00

0.00
0.00
0.00 0.00

'1 0.00
0.00
' 0.00 '
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
34 1.09' 19.26 0.00 0.00 0.00 , 0.00 0.00 0.00 0.0-0-
35 1.20. 18.91 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00
36 1132 18.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37 1.44' 18.22 0.00 1 0.00 0.01 0.00: . 0.00 0.00 0.00
38 1.56 17.88 0.00 ' 0.00 0.01 0.00 0.00 0.00 0.00
39 1.68 17.55 0.00 0.00 0.01 0.00 0.00 0.00 0.00
40 1.81 17.22 0.00 0.00 0.01 0.00 0.00 0.00 0.00
41 1.94 16.90 0.00 0.00 0.01 0.00 0.00 0.00 0.00
42 2.07' 16.59 0.00 1, 0.00 0.01 0.00 0.00 0.00 ' 0.00
43
44 2.21
2.35 16.28
15.98 0.00
0.00 0.00
' 0.00 0.01
0.01 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
45 2.48 15.69 0.00 0.00 0.01 0.00 0.00 0.00 0.00

46
47 -
2.62.
2.77 -
15.40
15.11
0.00
0.00
0.00
0.00
0.01
0.01
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
48 2.91
- 14.83 0.00 0.00 0.01 0.00 0.00 0.00 0.00
49
50
51 3.05
3.19'
3.34; 14.56
14.29
14.02 0.00
0.00
0.00 0.00
0.00
' 0.00 0.01
0.01
0.01 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00

t

S T U V W X Y Z AA
1
I Page 3 ! Brandywine Basin # =' W#5 1 Yr. Trial # = 1
2 F:\ProjectFiles\G&A\NC\1986\Brandywine .25\Docume nts\Reports\Rout5-01.xl5-01.xls 11/16/05
3
4
5
6
7
No.

1
2
Bottom
Elev.
396.74
500.00
Height
(ft.)
0.50
1.75
Length
(ft.)
1.00
4.00 Slots
Weir
C
3.2
3.2
Orifice
C
0.6
0.6
Top
Elev.
397.24
501.75
Area
(s. f.)
0.50
7.00
Z
(ft.)
0.74
104.00
8
9 Pipe 2
10 El. _ 500.00 Z= 104.00 Diam. 24 in. A= 3.1416 , s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
13 h Flow h h Flow h h Flow Flow
14
15
16
- ---
0.00 j

0.00

0.00'

0.00

0.00

0.00;

0.00!

0.00

0.00
17
18 0.00
0.00: 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 1; 0.001
' 0.00 0.00
0.00' 0.00
0.00 ! 0.00
! 0.00
19 0.00 0.00 ' 0.00
0.00
0.00
0.00'
0.00
0.00
0.00
20 0.00! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21 0.001 0.00 0.00' 0.00 0.00 0.00 0.00' 0.00 0.00
22
23 0.00
0.00 0.00
0..00 0.00',

0.00
'., 0.00

0.00 0.00

0.00 0.00:

, 0.00I 0.001

0.00' 0.00

0.00 ' 0.00

0.00
24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25 0.00i 0.00 0.00 0.00 0.00 ! 0.00'' 0.00'x
, 0.00 0.00
26 000
,
I 0.00
-
27 0..00
_ 0.00 0.001 0.00 0.00 0.00 0.00,
- 0.00 '
0.00

28 0.001, 0.00 0.00 0.00 0.00 I 0.00'' 0.00 i 0.00 0.00
30
-- i
0.00' 0.00
0.00 : 0.00
0.00 0.00

0.00 0.00

0.00 1 0.00,

1 0.00 0.00

0.00 0.00

0.00 I 0.00

' 0.00
31 0.001 0.00 O.M. 0.00 0.00 ' 0.00', 0.001 0.00 0.00
32
33
34 0.001
0.00 ;
0.00 0.00
0.00
0.00 0.00'
0.00'
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00!
0.00,
0.00; 0.00
0.00
0.00 ! 0.00
0.00
, 0.00
35 0.00 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00
36 0.001
0.00
: 0.00
0.00
0.00
0.00
0.00'
,
0.00 1 .00
0
37 0.001 0.00 0.00 0.00 0.00 0.00 0.00', 0.00 ' 0.00
38 0.00 0.00 0.00 0.00 0.00 0.00 0.00', 0.00 0.00

39
0.00
0.00
0.00
0.00
0.00
0.00
0.00'
0.00
0.00
'
40

41 0.00

0.00 0.00

0.00 '
0.00
0.00 0.00

0.00 0.00
0.00
0.00
!0.00!
0.00
0.001
0.00 !
0.00
0.00
I, 0.00
1 0.00
42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.001' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00! 0.00 0.00
E48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
0.00 0.00 ' 0.00 0.00 0.00 ' 0.00 0.00' 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

A B C D E F G H 1
52 Page 1A Brandywine Basin # = W#5 1 Yr. Trial # = 1
53 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout5-01.xls 11/16/05
54
55 Time
(min.) Inflow
(cfs dStorage
(cu. ft.) Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
56
57
58
59

60
18.50
19.00
19.50;

20.00
3.48
3.62
3.7-6

3.90
99.79
104.05
108.30

112.52
1363.68
1467.73

1576.03
1688.55
0.52
0.55

0.58
0.61
396.52
396.55

' 396.58
396.61
0.01
0.01

0.01
0.01
0.52
0.55

0.58
0.61
0.00
0.00

0.00
0.00
61
62
63
64 20.50
_ 21.00
21.50
22.00 4.04
4.18
4.31

4.44 116.70
' 120.83
124.91

! 128.93 1805.24
1926.07
2050.99

2179.92 0.64
0.68
0.71

0.74 396.64
396.68
396.71

396.74 0.01
' 0.01
0.01

0.01 0.64
0.68
0.71

0.74 0.00
0.00
0.00

0.00
65 22.50 4.57 132.86 2312.77 0.78 1 396.78 0.04 0.78 0.00
66 23.00 i 4.70 136.01 2448.78 0.81 396.81 0.08 ' 0.81 0.00
67
68 23.50
24.00 4.82
4.94 , 138.59'.
140.72 2587.37
2728.09 0.85
0.89 ; 396.85
? 396.89 0.13
0.19 ; 0.85
: 0.89 0.00
0.00
69 24.5.0 , 5.06 ' 142.47 2870.56 0.92 ' 396.92 1 0.26 ! 0.92 0.00
70

71 25.00

25.50 ; 5.17

j 5.28 143.87

144.94
3014.43

3159.37
0.96

0.99
? 396.96

1 396.99
I 0.34

' 0.42
i 0.96

'' 0.99
0.00

0.00
72
73 26.00
26.50 5.38
5.48 1 145.701
. 146.161 3305.06
3451.22 1.03
1.06 1, 397.03
1 397.06 0.51
' 0.60 1.03
1.06 0.00
; 0.00
74 27.00 5.58 146.33 3597.55 1. 10 397.10 ! 0.70
, 1.10 0.00
75 27.50 5.67 146.24
3743.79
1.13
397.13
0.80
1.13
0.00
76 28.00 5.75 145.87' 3889.66 1.17 ' 397.17 : 0.91 1.17 0.00
77
78
79 28.50
29.00
29.50 5.83
5.91
! 5.97 *' 145.261
144.40
143.30 4034.92
4179.32
4322.63 1.20
1.23
1.27 1 397.20
397.23
397.27 1, 1.02
! 1.13
1.28 ' 1.20
1.23
1.27 0.00
0.00
0.00
80 30.00 ' 6.04 140.73, 4463.36 1.30 397.30 1.35 1.30 0.00
81
82
83 30.50
31.00
31.50 ! 6.09
6.15
! 6.19 1 140.48
! 140.18
139.80 4603.84
4744.01
4883.82 1.33
1.36
1.39 397.33
397.36
397.39 ! 1.42
! 1.49
' 1.55 ' 1.33
' 1.36
1.39 0.00
0.00
0.00
84 32.00 . 6.23 139.34 5023.16 1.42 397.42 1.60 ', 1.42 0.00
85 32.50 6.26 138.78 5161.95 1.45 397.45 1.66 1 1.45 0.00
86 33.00 ' 6.29 138.1111 5300.06 1.49 397.49 :1.71 1.49 0.00
87 33.50 ! 6.31 137.32
5437.38
1.52
397.52
1.76 1.52 0.00
88
89 34.00
34.50 ; 6.32
6.33 136.41!
135.36 5573.79
5709.15 1.54-
1.57 397.54
397.57 1.81
1.86 1.54
1.57 0.00
0.00
90 35.00 1 6.33 134.18 5843.33 1.60 397.60 1.90 1.60 0.00
91 35.50 ' 6.32 132.85; 5976.18 1.63 397.63 ! 1.94 1.63 0.00
92 36.00 : 6.31 131.38 6107.56 1.66 397.66 '. 1.99 1 1.66 0.00
93 36.50 ! 6.29 129.77 6237.33 1.69 397.69 2.03 1.69 0.00
94 37.00 6.27 128.01 6365.34 1.71 397.71 2.06 '; 1.71 0.00
95 37.50:6.24 , 126.10 6491.44 1.74 397.74 2.10 1.74 0.00
96 38.00 6.20 124.05 6615.50 1.76 397.76 2.14 ' 1.76 0.00
97 38.50 6.16 121.85 6737.35 1.79 397.79 2.17 1.79 0.00

98
39.00
6.11
119.51 -
6856.86
1.81
397.81
2.20
1.81
0.00
99 39.50 6.05 117.02 6973.88 1.84 397.84 2.24 1.84 0.00
100 40.00 5.99 114.39 7088.27 1.86 397.86 2.27 1.86 0.00
101 40.50 5.92 111.63 7199.90 1.88 397.88 2.30 1.88 0.00
102 41.00 5.85 108.72 7308.62 1.91 397.91 2.32 1.91 0.00

t

J K L M N O P Q R
52 Page 2A Brandywine Basin # =: W#5 1 Yr. Trial # = 1
53 FAProject Files\G & A\NC\1986\B randywine_. 25\Documents\Reports\Rout5-01.xls 11/16/05
54 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55 h Flow Flow h Flow h Flow
56
57 3.48 13.76 0.00 0.00 0.01 0.00 0.00 0.00 0.00
58 3.62'
- 13.51 0.00 ' 0.00 0.01 0.00 0.00 ' 0.00 0.00
59
_
3.761
1.3.26
0.00
'. 0.00
0.01
0.00
0.00
0.00
0.00
0
60 3.90 13.01 0.00 0.00 0.01 0.00 0.00 0.00 0.00
61 4.04 12.77 0.00 0.00 0.01 0.00 0.00 0.00 0.00
-
62 4.18; 12.54 0.00 0.00 0.01 0.00 0.00 0.00 0.00
63 4.31 12.31 0.00 ', 0.00 0.01 0.00 0.00 0.00 0.00
64 4.44 12.08! 0.00 0.00 0.01 0.00 0.00 0.00 ; 0.00
65 4.57 ! 11.85 0.00 0.00 0.01 0.00 0.00 0.00 0.00
66 4.701 11.63' 0.00 0.00 0.01 0.00 0.00 0.00 0.00
67 _
4 82'x, 11.42 0.00
0.00
0.01
0.00
0.00
0.00
' 0.00
68 4.94 11.21 0.00 , 0.00 0.01 0.00 0.00 0.00 0.00
69 5.06! 11.00 I 0.00 ' 0.00 ' 0.01 0.00 am , 0.00 0.00
70 5.17 10.80'1 0.00 1 0.00 0.01 0.00 0.00 0.00 0.00

71 -

5.28

10.60'

0.00

' 0.00

0.01

0.00

0.00

0.00
? .
' 0.00_
72 5.381 10.40 0.00 0.00 0.01 0.00 0.00 0.00 0.00
-
73 5.48 10.21 0.00 0.00 0.02 0.00 0.00 0.00 ' 0.00
74 5.58'! 10.02. 0.00 0.00 0.02 0.00 0.00 0.00 0.00
75 5.671 9.83 0.00 0.00 0.02 0.00 ' 0.00 0.00 0.00
_
76 5.751, 9.65' 0.00 ; 0.00 , 0.02 0.00 ; 0.00 ', 0.00 ' 0.00
77 5
.83
1 .47
9 0
.00 0
.00
!' 0
.02
' 0.00 : 0.00 0.00 '' 0.00
78 5.91
' 9
.30 ! 0
.00 0
.00
? 0
.02
' 0.00 0.00 0.00 0.00
79 5.971 _
9.13 0.00 , 0.00 0.02 0.00 0.00 0.00 ' 0.00
0 6.041
1 8
9 0.00 0.00 0.02 0.00

, 0.00

. 0.00 , 0.00
_
81 6.09 ? :
9 0.00 ! 0.00 0.02 ' 0.00
0.00
0.00
0.00
82
6.151
8 63'
0.00

.00
1

.02

.00

.00

0.00

1 0.00
83 I 8.47 0.00
1 0.02 : 0.00 0.00 0.00 0.00
84 6.23 8.31 0.00 0.00 0.02 0.00 0.00 0.00 ' 0.00
85 6.26; 8.16 0.00 0.00 0.02 0.00 0.00 0.00 0.00
86 6.29 8.01 0.00 :? 0.00 0.02 0.00 0.00 0.00 0.00
87 6.31 7.86 0.00 !, 0.00 0.02 0.00 0.00 0.00 0.00
88 6.321 7.71 0.00 0.00 0.02 0.00 ' 0.00 0.00 0.00
89 6.3311 7.57 0.00 0.00 0.02 0.00 0.00 0.00 0.00
90 6.33 7.43 0.00 0.00 0.02 0.00 0.00 0.00 0.00
91 6.32 7.29 0.00 0.00 0.02 0.00 0.00 0.00 0.00
92 6.3111 7.16 0.00 0.00 0.02 0.00 0.00 0.00 0.00
93 6.29' 7.03' 0.00 0.00 0.02 0.00 0.00 0.00 0.00
94 6.27 6.90 0.00 1 0.00 0.02 ' 0.00 0.00 0.00 0.00
'
95 6.24 6.77 0.00 0.00 0.02 0.00 0.00 0.00 0.00
96 6.20 6.64 0.00 0.00 0.02 0.00 0.00 0.00 0.00
97 6.16 6.52 0.00 0.00 0.02 0.00 0.00 0.00 0.00
98 6.11' 6.40 0.00 0.00 0.02 0.00 0.00 0.00 0.00
99 6.05 6.28 0.00 0.00 0.02 0.00 0.00 0.00 0.00
100 5.99' 6.17 0.00 0.00 0.02 0.00 0.00 0.00 0.00
101 5.92 6.05 0.00 0.00 0.02 0.00 0.00 0.00 0.00
102 5.85' 5.94 0.00 0.00 0.02 0.00 0.00 0.00 0.00

1

1

S T U V W X Y Z AA
52 Page 3A ' Brandywine Basin # _' W#5 1 Yr. Trial # = ' 1
53 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Docume nts\Reports\Rout5-01.xls 11/16/05
54 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2
-- Orifice-S2 Slot 2 Pipe 2
55 --
h ---
Flow h h Flow h h Flow Flow
56
57 00,_
0
I 0
.00 0
.00 .00
0 0
.00 0.00 0.00 0.00 0.00
58 .00
0 0
.00 .00
0 0
.00 0
.00 0.00 0.00 0.00 ', 0.00
59 _
0.00' 0.00 0.00 0.00 0.001 0.00 0.00 0.00 0.00
60 0.00i, 0.00 0.00 0.00 0.00 ! 0.00 0.00 0.00 0.00
61 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 ' 0.00
63 0.001 0.00 0.00 0.00 0.00 ! 0.00 0.00 0.00 ' 0.00
64 0.001 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 0.001 0.00 0.04 0.00 0.02 1, 0.00 0.00 0.00 0.00
66 0.00 0.0
0 0.07 0.00 0.07 ' 0.00 0.001 0.00 ' 0.00
67 0.00 .
0 0.00
_ ' 0.11 0.00 0.12 0.00 0.00 0.00 0.00
68 0.001
- 0.00 0.15 0.00 0.18 11 0.00 0.00 0.00 0.00
69 0.00 i 0.00 0.18 0.00 0.25 0.001 0.00 0.00 0.00
70 0 00

I 0.00
0.22
0.00
0.32
0.00 0.00
71 O.OO 0.00 , 0.25' 0.00 0.41 '
0.00'
0.00'
0.00
0.00

72
0.00-1 0.OO 0.2911 0.00 0.50 ? 0.00 0.00 0.00
! 0.00
73 - 0.00' 0.00 0.32 0.00 0.59 0.00! 0.00'' 0.00 0.00
74 0.001 0.00 0.36 0.00 0.69 ! 0.00', 0.001 0.00 0.00
75 _ 0.0 1 1
'
0.00
76 0.00 0.00 0.43' 0.00 0.89 1 0.00'
1 0.00 0.00 0.00
77 0.00 0.00 0.46' 0.00 1.00 0.00 0.00' 0.00 ' 0.00
78 0.00 0.00 0.49 0.00 i 0.00 0.00
-
- 0.00 0.00
79 I
0.00 0.00 ' 0.53 0.28 1.27 ' 0.00! 0.0
0
1 0.00 ; 0.00
0 0.00! 0.00 1! 0.56. 0.31 1.34
1 0.00
0.00?

00
0.
0.00
'
81 0.001 0.00 0.59 0.34 1.41 - 0.00 0.00 0.00 '' 0.00
82 0.00- -0.00 ' 0.62
0.37
1.47
0.00
0.0011
0.00
1 0.00
83 0
.00 0
.00 ' 0
.65
1 0.40 1.53 1 0.00' 0.00 0.00 :: 0.00
84 0
.00; 0
.00 0
.68 0.43 1.59 ' 0.00 0.001 0.00 1 0.00
85 0- -00' 0.00 0.71
' 0.46 1.64 0.00; 0.00 0.00 ! 0.00

7 0.00 0.75;i
0
1.69
, 0.00
0.00?
O.M -
0.00
8 0.001 0.00 0.78 0.53 1.74 ! 0.00 0.001 0.00 ' 0.00
88 0.00 0.00 0.80 0.55 1.79 ' 0.00 0.00! 0.00 0.00
89 0.00j 0.00 0.83 0.58 1.84 0.00 0.00 0.00 0.00

90
0.00
0.00
--
0.86
0.61
1.88
. 0.00 I
0.00'
0.00
0.00
91 0.00 0.00 0.89 0.64 1.93 ! 0.00: 0.00' 0.00 ! 0.00
92 0.00'' 0.00 0.92 0.67 1.97 : 0.00. 0.00 0.00 0.00
93 0.00?; 0.00 0.95 0.70 2.01 0.00 0.00 0.00 . 0.00
94 0 00 0.00 0.97 0.72 2.05 ; 0.00 0.00' 0.00 0.00
95 0.00 0.00 1.00 0.75 2.08 ' 0.00 0.00 0.00 0.00
96 0.00 0.00 1.02 0.77 2.12 0.00 0.00 0.00 0.00
97 0.001 0.00 1.05 0.80 2.15 0.00 0.00 0.00 0.00
98 01001 0.00 1.07 0.82 2.18 0.00 0.00' 0.00 0.00
99 0.00 0.00 1.10 0.85 2.22 0.00 0.00 0.00 0.00
100 0.00 0.00 1.12 0.87 2.25 0.00 0.00 0.00 ' 0.00

101
0.00'' 0.00 1.14 0.89 2.28
0.00
0.00,
0.00
1 0.00
102 0.00 0.00 1.17 0.92 2.30 0.00 0.00 0.00' 0.00

A B C D E F G H 1
103 Page 1 B ! Brandywine Basin # = ' W#5 1 Yr. Trial # = 1
104 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout5-01.xls 11/16/05.
105 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
106 min.) (cfs) (cu. ft .) (cu. Ft.) (ft.) (ft. (cfs) (ft.) (ft.)
107
108 41.50 5.77 105.69 7414.31 1.93 397.93 2.35 1.93 0.00
109 42.00 5.68 102.53.
: 7516.84 1.95 397.95 ' 2.38 1.95 0.00
-
110 42.50 5.60 ,
99.24 --
7616.08 1.97 397.97 2.40 1.97 0.00
111 43.00 5.50 95.83 7711.92 1.9.9_ 397.99 ; 2.42 1.99 0.00
112 43.50 5.41
' 92.32
7804.23
2.01
398.01
2.45
, 2.01
0.00
-
113 44.00: 5.31 88.88' 7893.12 2.02 398.02 ' 2.47 2.02 0.00
114 44.50 5.21 85.25 7978.36 2.04 398.04 2.49 2.04 0.00
115 45.007 5.11 81.70 8060.06 2.06 398.06 ! 2.51 2.06 0.00
116 _
45.50 5.02 78.23 8138.29 2.07 398.07 2.53 2.07 0.00
117
- 46.00 4.93 74.85 8213.14 2.09 398.09 2.54 2.09 0.00
1
8 46.50
8
71.55
1
8
0
0 2.10 0.00
119 47.00, 4.
75 8.32
6 8353.01 2.1
2 , 398.12 2.57 2.12 0.00
120 47.50 4.66 1 65.18 8418.18 2.1
3 398.13 2.59 2.13 0.00

121
48.00
4.57
62.11:
8480.29 4 0.00

1 22

.50
48--.5-01

.49
'

59.11 8539.40 2.15 398.15 2.62 ! 2.15 0.00
123 49.00' 4.40 56.181 8595.57 2.16 1
398.16
2.63
' 2.16
0.00
124 49.50 4.32 1 53.321, 8648.89 2.17 ' 398.17 2.64 2.17 0.00
125 50.00' 4.24 50.52 8699.41 2.18 398.18 2.65 2.18 0.00
126 50.50 4.16 ! 47.791 8747.20 2.19 '. 398.19 2.66 1 2.19 0.00
127 51.
00 4.09 45.13 8792.33 2.20 ; 398.20 1 2.67 2.20 0.00
T2-8 _
51.50-*'; 4.0-1 1 42,531 8834.86 2.21 1 398.21 2.68 2.21 0.00

129 _
52.00 '
3.94
i 39.99
8874.85
2.22
. 398.22 .69
2

2.22

0.00
130 52.501 3_.87_ '' 37.50'. 8912.35 2.23 ' 398.23 1 2.70
- 2.23 0.00
131 53.00 3.79 1 35.08 8947.43 2.23 1 398.23 '
2.70 2.23 . 0.00
132 53.50 3.72 32.71
' 8980.14 2.24 398.24
2.71
224
0.00
133 54.001' 3.65 1 30.40 9010.54 2.24 398.24 2.72 2.24 0.00
134 54.50 3.59 28.14 9038.68 2.25 398.25 2.72 2.25 0.00
135 55.00 3.52 25.94 9064.62 2.25 1 398.25 2.73 2.25 0.00
136 55.50 3.46 23.78 9088.40 2.26 398.26 2.73 2.26 0.00
137 56.00', 3.39 ' 21.68 9110.08 2.26 ' 398.26 ! 2.74 2.26 '' 0.00
138 56.50' 3.33 19.63 9129.71 2.27 398.27 2.74 2.27 0.00
139 57.001 3.27 , 17.62 9147.33 2.27 398.27 2.74 2.27 0.00
140 57.50 3.21 , 15.67 9163.00 2.27 ', 398.27 2.75 2.27 0.00
141 58.00 3.15 ' 13.76! 9176.76 2.28 398.28 2.75 2.28 ' 0.00
142 58.50 3.09 11.89 9188.65 2.28 398.28 2.75 2.28 0.00
143 59.00' 3.03 ' 10.07 9198.72 2.28 398.28 2.76 1 2.28 0.00
144 59
.50 2
.98 8.29 9207.01 2.28 398.28 2.76 1 2.28
. 0.00
145 60.
00' 2
.92 6.56!. 9213.57 2.28 ! 398.28 .76
2 2.28 0.00
146 60.50 2.87 4.87 9218.44 2.28 ' 398.28 2.76 2.28 0.00
147 61.00 2.81 3.22 9221.65 2.28 398.28 2.76 2.28 0.00
148 61.50 2.76' 1.61 9223.26 2.29 398.29 2.76 2.29 0.00
149 62.00 2.71 0.03 9223.29 2.29 398.29 2.76 2.29 0.00
150 62.50 2.66 -1.50 9221.79 2.28 398.28 2.76 2.28 0.00
151 63.00 2.61 -3.00 9218.80 2.28 398.28 2.76 2.28 0.00
152 63.50 2.56 -4.45 9214.34 2.28 398.28 2.76 2.28 0.00
153 Maximum 9223.29 398.29' 2.76

J K L M N O P Q R
103
104 Page 2B Brandywine
FAProject Files\G & A\NC\1986\Brandywine_ Basin # W#5
25\Documents\Reports\Rout5-01.xis 1 Yr. Trial # =
11/16/05 1
105
106 Q(<1.25Tp)_ Q(>1.25Tp) Weir 1
h Weir 1
Flow Pipe 1
Flow Riser 1
h Riser 1
Flow Weir 2
h Weir 2
Flow
107
108
5.77'!
5.83
' 0.00
0.00
0.02
0.00
0.00
0.00
0.00
109
110 5.68

5 - .60
- 5.72

5.62 0.00

0.00 ' 0.00

0.00 0.02

0.02 ' 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00
111
112 5 50- 0
5.40 5.51
5.41 0.00
0.00 ' 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
113 5.30
5.31
0.00
0.00
0.02
0.00
0.00
0.00
0.00
114 5.191 5.21 0.00 0.00 , 0.02 0.00 0.00 ' 0.00 0.00
115
116 5.08!
4.96 ! 5.11
5.02 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
117
118 4.8 5
4 721 4.93
4.84 0.00
! 0.00 ! 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
' 0.00 0.00
0.00
119
120
121
122 4.60
4.47:
4.34
4.20! 4.75
4.66
4.57
4.49 ' 0.00
0.00
0.00
0.00 0.00
, 0.00
0.00
0.00 0.02
0.02
0.02
0.02 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00 0.00
0.00
0.00
0.00
123 4.07' 4.40 0.00 1 0.00 ' 0.02 0.00 0.00 ' 0.00 0.00
124 3.931
-
. 4.32 0.00 ' 0.00 0.02 0.00 0.00 0.00 0.00

125

126
127
3.79
1
-
3.651
3.51
4.24

4.16
4.09
' 0.00
..
0.00
' 0.00
' 0.00

' 0.00
1 0.00
0.02

0.02
0.02
0.00

; 0.00
' 0.00
0.00

0.00
0.00
' 0.00

0.00
0.00
' 0.00
_-_.._----
0.00
0.00
128 1 4.01 0.00
! i 0.02

I 0.00 i
0.00
, 0.00
129 3.22
1 0.00 0.00
'' ' 0.02 I 0.00 0.00
0.00
' 0.00
130 3.08 3.87 0.00 1 0.00 0.02 ' 0.00 0.00 ' 0.00 0.00
131
132 - 2.94 i
2,79 1 3.79
3.72 0.00
0.00 1 0.00
' 0.00 0.02
0.02 0.00
, 0.00 0.00
' 0.00 , 0.00
' 0.00 0.00
0.00
133
134 2.65
2.51 3.65
3.59 0.00
0.00 !, 0.00
' 0.00 0.02
0.02 0.00
0.00 0.00
0.00 1 0.00
1: , 0.00 0.00
0.00
135 2.37 3.52 0.00 0.00 0.02 0.00 0.00 0.00 0.00
136 2.24 3.46 ; 0.00 0.00 0.02 0.00 0.00 0.00 0.00
137 2.10; 3.39 ' 0.00 0.00 0.02 0.00 0.00 , 0.00 ' 0.00
138
139 1.97,
1.84' 3.33
3.27 1 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 ' - 0.00
0.00
140 1.71 3.21 0.00 0.00 0.02 0.00 0.00 0.00 0.00
141 1.58 3.15 0.00 0.00 0.02 0.00 0.00 0.00 0.00
142
143 1.46
1.34 3.09
3.03 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
, 0.00 0.00
0.00 0.00
0.00
144
145 1.23',
1.12 2.98
2.92 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 ' 0.00
0.00 0.00
0.00 0.00
0.00
146
147 1.01
0.91 2.87
2.81 0.00
0.00 0.00
0.00 0.02
0.02 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
148 0.81 2.76 0.00 0.00 0.02 0.00 0.00 0.00 0.00
149 0.72' 2.71 0.00 0.00 0.02 0.00 0.00 0.00 0.00
150 0.63 2.66 0.00 0.00 0.02 0.00 0.00 0.00 0.00
151 0.55 2.61 0.00 0.00 0.02 0.00 0.00 0.00 0.00
152 0.47 2.56 0.00 0.00 0.02 . 0.00 0.00 0.00 0.00
153 Maximum 0.00 0.02 0.00 0.00

S T U V W X Y Z AA
103

104 Page 36 !Brandywine
-- - - - ----
FAProject Files\G & A\NC\1986\Brandywine_ Basin # = W#5

.25\Documents\Reports\Rout5-01.xis 1 Yr. Trial # =

11/16/05 1
105 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
106 h Flow h h Flow h h Flow Flow
107
108 0.00 0.00 1.19 0.94 2.33 0.00 0.00 0.00 0.00
109 0.00 0.00 1.21 0.96 2.36 0.00 0.00 0.00 0.00
110 0.00 0.00 1.23 0.98 2.38 0.00 0.00 0.00 0.00
111 0.00 0.00 1.25 1.00 2.40 0.00! 0.00 0.00 0.00
112 0.00 0.00 1.27 1.02 2.43 0.00 0.00 0.00 0.00
113 0.001 0.00 1.28 1.03 2.45! 0.00 0.00 0.00 ' 0.00
114 0.00 0.0.0__ 1.30 1.05 2.47; 0.00 0.00 0.00 0.00
115 0.00' 0.00
1.32
.
1.07
2.49'
0.00'
0.00
0.00
0.00
116
117 0.00
0.00', 0.00
0.00
- 1.33
' 1.35 1.08
1.10 2.50
2.52 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00

118
0.00
0.00 '
' 1.36
1.11
2.54
0.00
0.00
0.00
0.00
119 0.00 0.00 1.38 1.13 2.55, 0.00 0.00 0.00 0.00
120 0.001 0.00 ' 1.39 1.14 2.57 0.00 0.00 0.00 0.00
121 0.00; 0.00 ! 1.40 1.15 2.58 0.00! 0.00 0.00 0.00
122 0.001 0.00 1.41 1.16 2.59 0.00' 0.00 0.00 : 0.00
123 0.00 0.00 1.42 1.17 2.61 0.00 0.00 . 0.00 i 0.00
124 0.001 0.0.0 1.43 1.18 2.62! 0.00 0.00 ' 0.00 0.00

1
25 i

0.00
0.00
1.44
1.19

2.63
0.00

0.00

0.00

' 0.00
126 0.00 0.00 1.451 1.20 2.64, 0.00 0.00 0.00 0.00
127 0.00' 0.00 1.46 1.21 2.65 0.00, 0.00 ', 0.00 1 0.00
128 0.00'1 0.00 ' 1.47 1.22 2.66' 0.00, 0.00 0.00 0.00
129 0.00 0.00 1.48 1.23 2.67 0.00 0.00 0.00 1 0.00
130 0.00 0.00 1.49 1.24 2.67 0.00' 0.00 ' 0.00 ! 0.00
131 0.001
- 0.00 1.49 1.24 2.68 0.00 0.00 1 0.00 0.00
132 0.001 0.00 ' 1.50 1.25 2.69 0.00 0.00 1 0.00 ' 0.00
133 0.00' 0.00 1.50! 1.25 2.691 0.00 0.00 ' 0.00 0.00
134 0.00: 0.00 1.51, 1.26 2.70 0.00? 0.00 : 0
.00
0.00
135 0.00! 0.00 1.51 1.26 2.711 0.00' 0.00 0.00 0.00
136 0.00 0.00 1.52 1.27 2.71 0.00 0.00 ', 0.00 1 0.00
137 0.001 , 0.00 ' 1.52 1.27 2.72 0.00', 0.00 0.00 0.00
138 0.00 0.00 1.53 1.28 2.72 0.00', 0.00 ' 0.00 0.00
139 0.00: 0.00 1.53 1.28 2.72, 0.00, 0.00 0.00 0.00
140 0.00' 0.00 1.53 1.28 2.73 0.00 0.00 0.00 0.00
141 0.00 0.00 1.54 1.29 2.73 0.00 0.00 0.00 0.00
142 0.00 0.00 1.54 1.29 2.73 0.00, 0.00 0.00 0.00
143 0.00 0.00 1.54 1.29 2.73' 0.00' 0.00 0.00 ' 0.00
144 0.00 0.00 1.54 1.29 2.73 0.00 0.00 0.00 0.00
145 0.00'1 0.00 1.54 1.29 2.74 0.00 0.00 0.00 0.00
146 0.00 0.00 1.54 1.29 2.74 0.00 0.00 0.00 0.00
147 0.00, 0.00 . 1.54 1.29 2.74 0.00 0.00 0.00 0.00
148 0.00 0.00 1.55 1.30 2.74 0.00 0.00 0.00 0.00
149 0.00; 0.00 1.55 1.30 2.74 0.00 0.00 . 0.00 0.00
150 0.00 0.00 1.54 1.29 2.74 0.00 0.00 0.00 0.00
151 0.001 0.00 1.54 1.29 2.74 0.00 0.00 0.00 0.00
152 0.00' 0.00 1.54 1.29 2.74 0.00 0.00 0.00 0.00
153 Maximum 0.00 2.74 0.00 0.00

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizontal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
3 Using Chainsaw Routing procedure by H. R. Malcom
4 Storm 25 Yr. Trial # 1
5 Project: Brandywine Location: Ca ry, NC Basin # W#5
6
7 Qp = 11.25 i cfs Tp = 58.4 i mins. dT = 0.50 mins.
8 Ks = 3187.5 b = 1.2856 Pipe El. = 396.00 ft.
9 Co
= 0
.6 Diam. = 0
.75
in.
-: .003
s. f.
.1 '
0
_
10
11 Allowable
Q
=
FAIDroject Files\G & A\NC\1986\B cfs
randywine_.25\Documen at Z = 0 is
Elevatio
n
ts\Reports\Rout5-25.xls 3396.00A =
0.00
pipe Z
Date: 11/16/05
12 Time Inflow dStorage Storage Stage El evation Outflow Pipe 1 h Pipe 2 h
(min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs (ft. (ft.)
r
0.00' 0.00, 0.001 0.00 0.00; 396.00 0.00',
0.50 0.00i 0.00! 0.00 0.00 396.00 0.001 0.00 0.00
17 1.00 ' 0.01 0.06 0.06 0.00'' 396.00 0.00' 0.00 0.00
18 1.50 1 0.02' 0.24 0.31 0.00: 396.00 0.00 0.00 0.00
19 2.00 0.03 0.55 0.85 0.00 396.00 0.00' 0.00 0.00
20 2.50
-
- ' 0.05 0.9811 1.83 0.00 396.00
- ; 0.00' 0.00 0.00
2
1 3.00 I 0.07'
' 1.52
'
' 3.35 0.00 396.00 ' 0.00' 0.00 0.00
22
23
24 3.50
4.00
4.50 1 0.10
0.13
0.16' 2.19
2.98
3.891 5.55
8.53
12.42 0.01.
0.01
0.01 396.01
396.01
396.01 ', 0.00!
0.00.
0.00 0.01
0.01
0.01 0.00
0.00
0.00
25 5
.00 20
0
, 4
92 17
.34 0
.02
' 396
.02 . 0.02 0.00
26

27 .50
5
-
6.00 0
.24',

0.29' 6
06,,

7.33
1 23
.40

- 30.73 0
.021

0.03: 396
.02

396.03 0.00l,

.00
'.

0.02' '

0.03

0.00

0.00
28 6.50 0.34 8.71' 39.44 0.03' 396.03 0.00 0.03 0.00
29 7.00 0.39
1 10.191 49.63 0.04 396.04 0.00 ? 0.04 0.00
30 7.50 0.45
' 11.781 61.41 0.05! 396.05 0.00 0.05 0.00
31 8.00 ! 0.51 13.49: 74.91 0.05 396.05 ' 0.00
1 0.05 0.00
32

1
15.32
90.23
0.06
396.06
0.00
1
0.06
0.00
33 9.00 i 0.651
' 17.26
I
107.49
0.07
396.07
0.00!
0.07
0.00
34 9.50 ' 0.72 19.31 126.79 0.08 396.08 0.00' 0.08 0.00
35 10.00 ' 0.79' 21.46 148.25 0.09' 396.09 0.00 0.09 0.00
36
37 10.50! 0.87
11.00 0.96 23.72
26.09' 171.98
198.07 0.10
0.121, 396.10
396.12 0.00''
0.00 0.10
0.12 0.00
0.00
38 11.50'' 1.04 28.56 226.63 0.131 396.13 ' 0.00 0.13 0.00
39 12.00 ; 1.11 31.14' 257.77 0.14 396.14 0.00 0.14 0.00
40 12.50' 1.22 33.81 ' 291.58 0.161 396.16 0.01 0.16 0.00
41
42 13.00 1.32
13.50 1.42 36.58
39.44 328.16
367.60 0.17
0.19 396.17
396.19 0.01
' 0.01 0.17
0.19 0.00
0.00
43 14.00 1.52 42.40 410.01 0.20' 396.20 ' 0.01 0.20 0.00
44 14.50' 1.631 45.45 455.46 0.22 396.22 0.01 0.22 0.00
45 15.00' 1.73, 48.59 504.05 0.24' 396.24 0.01 0.24 0.00
46 15.50 1.84 51.82 555.87 0.26 396.26 0.01 0.26 0.00
47 16.00 1.96 55.13 611.00 0.28 396.28 0.01 0.28 0.00
48 16.50 2.07 58.52 669.52 0.30. 396.30 0.01 0.30 0.00
49 17.00 2.19 61.99 731.52 0.32 396.32 0.01 0.32 0.00
50 17.50 2.31 65.54 797.06 0.34 396.34 0.01 0.34 0.00
51 18.00 2.44' 69.17 866.23 0.36 396.36 0.01 0.36 0.00

J K L M N O P Q R
1 Page 2 ! Brandywine Basin # = W#5 25 Yr. Trial # = 1
2 F:\Project Files\G & A\NC\1986\Brandywine_ 25\Documents\Reports\Rout5-25.xls 11/16/05
3 R iser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5 Results
6 1 500.00 24 104.00 1.00 6.28 3.1416 Max Elev. 398.89
7 2 -
500.00 18 1. 104.00 0.75 4.71 1.7671 Max Flow 11.17
8 -
9 Weir 1 El. _ 398.50' Weir 1 L = 10.00' ft. Cw = 3.2 Stage = 2.50
10 Weir 2 El. _ 500.00 Weir 2 L = 10.00 ft. Cw = 3.2 Sta e = 104.00
11
12 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
13 h Flow Flow h Flow h Flow
14
15
- _
_
-
16
i
0 00 48.28 0.00 '
0.00
0.00
0.00
0.00
! 0.00
0.00
17 0.011 1 4775 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00
18 - 0.02 " 47.22 0.00 ' 0.00 0.00' 0.00 0.00 0.00 0.00
19 0.03 1 46.70 0.00 !1 0.00 0.00
0.00
!
0.00
' 0.00
0.00
20 0.05 46.18 ' 0.00 ' 0.00 0.00 0.00 0.00 0.00
- - ' 0.00
21 0.07 ' 45.67 0.00
- ' 0.00 0.00 0.00 0.0-0 0.100
- . 0.00
-
22 0.10 45.17 0.00 1 0.00' 0.00 '. 0.00 ' 0.00 ' 0.00 ' 0.00
23 0.13 1 44.67 0.00 ! 0.00 0.00 ' 0.00 0.00 0.00 ' 0.00
24 016 44.17 0.00 ; 0.00 0.00 0.00 0.00 : 0.00 0.00
25 0.20 1 43.68 0.00 ' 0.00 0.00 ' 0.00 0._00 ; 0.00 0.00
26 0.24 1
0 0. 00 0.00
1 0.00 0.00 ?
, 0.00
I
0.00
27 --
0.29 1 42.7
2 0.00 0.00 0.00 0.00 0.00 0.00 '
0.00
28 0.34 42.25 0.00 ; 0.00 0.00 ' 0.00 0.00 1 0.00 0.00
29 1 41.78 1 0.00 0.00 0.00 1 0.00 : 0.00 j 0.00 0.00
30 0.45 41.32 ! 0.00 ' 0.00 0.00 ? 0.00 0.00 ! 0.00 0.00
31 0.51 40.86 0.00 1 0.00 0.00 ' 0.00 ' 0.00 1 0.00 0.00
32 0.58 1 40.41 0.00 0.00 0.00 0.00 ' 0.00 ; 0.00 0.00
33 0.65 1 39.96 0.00 ; 0.00 0.00 0.00 0.00 ' 0.00 0.00
34 - 0.00 0.00

. 0.00 0.00 0.00
' 1, 0.00 0.00
35 0.79
- ?-
39.08 : 0.00 0.00 0.00 0.00 ' 0.00 ' 0.00 ! 0.00
-
36 0.87 38.65 0.00 ' 0.00 0.00 ' 0.00 0.00 0.00 0.00
37 0.96 `' 38.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 1.04 , 37.80 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00
39 1.13 `
37.38
0.00
0.00
0.00
0.00
. 0.00
0.00
' 0.00
40 1.22 36.97 0.00 ' 0.00 0.01 0.00 0.00 0.00 0.00
41 1.32 ' 36.56 0.00 0.00 0.01 ' 0.00 0.00 0.00 0.00
42 1.42 { 36.15 0.00 1 0.00 0.01 0.00 0.00 , 0.00 0.00
43 1.52 35.75 0.00 0.00 0.01 0.00 0.00 0.00 0.00
-
44 1.63 35.36 0.00 0.00 0.01 0.00 0.00 0.00 0.00
45 1.73 34.96 0.00 . 0.00 0.01 0.00 0.00 0.00 0.00
46 1.84 34.58 0.00 0.00 0.01 0.00 0.00 0.00 0.00
47 1.96
- 34.19 0.00 0.00 0.01 0.00 0.00 0.00 0.00
48 2.07 33.82 0.00 0.00 0.01 0.00 0.00 ' 0.00 0.00
49 2.19 33.44 0.00 0.00 0.01 0.00 0.00 0.00 0.00
50 2.31 33.07 0.00 0.00 0.01 0.00 0.00 0.00 0.00
51 2.44 ' 32.71 0.00 0.00 0.01 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
1
2 Page 3 Brandywine
FAProject Files\G & ANC\1986\Brandywine_ Basin # - W#5 25 Yr.
.25\Documents\Reports\Rout5-25.xis Trial # =
11/16/05: 1
3
4
5
No.
Bottom
Elev.
Height
(ft.)
Length
(ft.) Slots
Weir
C
Orifice
C
Top
Elev.
Area
(s. f.)
Z
(ft.)
6 1 396.74 0.50 1.00 3.2 0.6 397.24 0.50 0.74
7 2 500.00 1.75 4.00 3.2 0.6 501.75 7.00 104.00
8
9 Pipe 2
10 El. = 500.00 Z = 104.00 Diam. = 24 in . A = 3.1416 s.f.
11 Slot 1 Slot 2
12 Riser 2 Riser 2 Weir Orifice Slot Weir Orifice Slot Pipe 2
-
13 h Flow h h Flow h h Flow Flow
14
15
16 _
-0.00',
0.00
' 0.00
0.00
0.00
0.00
0.00
0.00
0.00
17
18 0.00!1
0.00! 0.00
0.00 0.00'
0.00 0.00
0.00 0.00
0.00 i 0.00
' 0.00' 0.00'
0.00' 0.00
0.00 0.00
0.00
19 0.00'. 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.00
20
21

22 0.00'
0.00

0.00!, 0.00

0.00
0.00 0.00'

0.00
0.00 0.00

0.00
0.00 0.00

0.00
0.00 0.00

0.00'
' 0.00, 0.00!

0.001
0.00, 0.00

0.00
0.00 0.00

0.00
1 0.00
23

24
25

26 0.00

0.001

-
_ 0.00 i 1
0.00 i 0.00

0.00
0.00

0.00 0.00'

0.00
0.00

0.00!1 0.00

0.00
0.00

0.00 0.00

0.00
0.00

0.00
00
: 0.001,
' 01
0.00,1
' 0.001 0.00

0.00
0.00!1

0.00
0.00
0.00
0.00

0.00
1 0.00
' 0.00

'
0.00
', 0.00
27
28
29 0.00
0.00,
0.001 0.00
0.00
0.00 0.00'
0.00'
0.00i 0.00
0.00
0.00 0.00
0.00
0.00 0.001
; 0.00',
i 0.00 ! 0.00'
0.00
0.00 0.00
0.00
0.00 1 , 0.00
1 , 0.00
0.00
30 0.001 0.00 0.00 0.00 0.00 1 0.00' 0.00 0.00 0.00
31
32 0.001
0.00! 0.00
0
.00 0.00 !
.00
0 0.00
0.00 0.00
0.00 0.00
0.00' 0.00i!
0.00 0.00
0.00 0.00
' 0.00
33 0.001 0
.00 .00
0
' 0.00 0.00 0.00 0.00 0.00 0.00
34 0.00 0.00 0.00 0.00 0.00 , 0.00' 0.00 0.00 0.00
35
36 0.00
0.00! 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00 j 0.00'
1 0.00'1, 0.00
0.001 0.00
0.00 0.00
0.00
37 0.00 ! 0.00 0.00 0.00 0.00 ! 0.00 0.00 0.00 0.00
38
39 0.001
0.00! 0.00 0.00
0.00 0.00 0.00
0.00 0.00
0.00 !, 0.00'
' .00
0.00 0.00'
0.00 0.00
0.00 ', 0.00
' 0.00
40 0.001 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00
41 0.00! 0.00 0.00 0.00 0.00 0.00' 0.00 0.00 ' 0.00
42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00' 0.00 0.00 0.00 0.00 , 0.00 0.00 0.00 0.00
50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00

L'

J

A B C D E F G H I
52 Page 1A Brandywine Basin # =! W#5 25 Yr. Trial # = 1
53 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout5-25.xis 11/16/05
54 Time Inflow dStorage Storage
- Stage -I -Elevation Outflow Pipe 1 h Pipe 2 h
55, (min.) (cfs) (cu. ft.) . Ft.)
(Cu (ft.) (ft.) (cfs) (ft.) (ft.)
56
57 18.501 2.56 72.86. 939.10 0.39 ' 396.39 0.01 0.39 0.00
58
59
60 19.00
19.50'
20.00 2.69
2.82
2.95 76.63
80.46
1 84.36 1015.73
1096.19
1180.54 0.41
0.44
0.46 396.41
396.44
396.46 0.01
0.01
0.01 0.41
0.44
0.46 0.00
0.00
0.00
61

62 _ 20.50

21.00' 3.09

3.22
88.31
.
92.33
1268.85
1361.18
0.49
0.52
396.49
' 396.52
0.01
0.01
0.49
0.52
0.00
0.00
63 21.50' 3.36 1, 96.39 1457.57 0.54 396.54 0.01 0.54 0.00
64 22.00
3.50
'100.52
1558.09
0.57
396.57
0.01
0.57
0.00
65 22.50'. 3.64 104.69 1662.77 0.60 396.60 0.01 0.60 0.00
66

67
68
69 23.00
-
23.50
24.00,
24.50' 3.78

3.93
4.07
4.22 108.90'

113.16
117.46,
121.80 1771.68

1884.84
2002.30
2124.10 0.63

0.66
0.70
0.73 396.63

396.66
396.70
396.73 0.01

0.01
0.01
0.01 0.63

0.66
0.70
0.73 0.00

0.00
0.00
0.00
70
71 25.00
25.501 4.36
4.51 126.17
130.24 2250.26
2380.50 0.76
0.W 396.76
396.80 0.02
0.06 ': 0.76
0.80 0.00
0.00
72
73 26.001
26.50`: 4.66
4.81 i 133.691
': 136.79 2514.20
2650.99 0.83
0.87 ', 396.83
396.87 0.10
0.16 0.83
' 0.87 0.00
0.00
74 27.00 4.96 ' 139.61 2790.59 0.90 396.90 0.22 0.90 0.00
75
76 27.50
28.00: 5.11
5.26 142.17
144.51 2932.76
3077.27 0.94
0.97 396.94
396.97 0.29
0.37 0.94
0.97 0.00
0.00
77
78 28.50
29.001 5.41
5.56 . 146.64!
1 148.57 3223.91
3372.48 1.01
1.04 ' 397.01
11 397.04 0.46
0.55 1.01
1.04 0.00
0.00
79 29.501. 5.72 150.33 ! 3522.81 1.08 ' 397.08 0.65 1.08 0.00
0 30.001 5.87
151.91
1
3674.72
1.12
397.12
0.76
1.12
0.00
81 .0.2
153.33
3828.05
1.15
' 397.15
0.87
1.15
0.00
82 31.00' 6.17 154.59 3982.63 1.19 397.19 0.98 1.19 0.00
83 31.501 6.32 11 155.69 4138.33 1.23 ! 397.23 1.10 1.23 0.00
84 32.0011 6.47 156.65 4294.98 1.26 397.26 1.27 1.26 0.00
85
86 32.50',
33.001 6.62
6.77 156.001
158.09' 4450.98
4609.06 1.30
1.33 . 397.30
397.33 ! 1.35
1.42 1.30
1.33 0.00
0.00
87 315011 6.91 160.27 4769.34 1.37 397.37 1.50 1.37 0.00
88 34.00'
, 7.06 162.54 4931.88 1.40 397.40 1.57 1.40 0.00
89 34.50 7.21 164.86 5096.74 1.44 397.44 1.63 1.44 0.00
90 35.00 7.35! 167.23' 5263.98 1.48 397.48 1.70 1.48 0.00
91 35.50 7.50 169.63 5433.61 1.51 397.51 1.76 , 1.51 0.00
92 36.00 7.64 172.051
5605.66
1.55
397.55
1.82
' 1.55
0.00
-
93 36.50 7.78 174.49 5780.15 1.59 397.59 1.88 1.59 0.00
94 37.00 7.92 176.92 5957.07 1.63 397.63 1.94 1.63 0.00
95 37.50 8.05, 179.35 6136.42 1.66 397.66 1.99 1.66 0.00
96 38.00 8.19 181.77
6318.20
1.70
397.70
2.05
1.70
0.00
97 8.32 184.18 6502.37 1.74 397.74 2.10 1.74 0.00
98 39.00 8.45 186.56 6688.93 1.78 397.78 2.16 1.78 0.00
99 39.50 8.58 188.91 6877.85 1.82 397.82 2.21 1.82 0.00
100 40.00 8.71 191.23 7069.08 1.86 397.86 2.26 1.86 0.00
101 40.50 8.84 193.52 7262.60 1.90 397.90 2.31 1.90 0.00
102 41.00 8.96 195.76 7458.36 1.94 397.94 2.36 1.94 0.00

J K L M N O P Q R
52 Page 2A Brandywine Basin # = W#5 ' 25 Yr. Trial # = 1
53 F:\Project Files\G & A\NC\1986 \Brandywine_ 25\Documents\Reports\Rout5-25.xis 11/16/05,
54 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55, h Flow Flow h Flow h Flow
56
5' 2.56 32.34 0.00 0.00 0.01 0.00 0.00 0.00 0.00
58 -
2.69 31.99 0.00 0.00 0.01 0.00 0.00 0.00 0.00
59 2.82 ! 31.63 0.00 0.00 0.01 0.00 0.00 0.00 0.00
60 2.95 1 31.28 '; 0.00 0.00 0.01 0.00 , 0.00 0.00 0.00

61 -
3.09
1 30.94
: 0.00
, 0.00
0.01
0.00

0.00
0.00
0.00
62 3.22 30.59 , 0.00 ' 0.00 0.01 0.00 0.00
! 0.00 0.00
63 3.36 30.25 0.00 ' 0.00 0.01 0.00 ' 0.00 0.00 0.00
64 3.50 29.92 0.00 0.00 0.01 0.00 0.00 0.00 0.00
65 3.64 ! 29.59 0.00 0.00 0.01 0.00 0.00 0.00 0.00
66 3.78 ', 29.26 0.00 0.00 0.01 0.00 0.00 0.00 0.00
67 3.93 ! 28.94 0.00 0.00 0.01 0.00 0.00 0.00 0.00
68 4.07 ! 28.62
0.00
' 0.00
0.01
0.00
1 0.00
0.00
'1 0.00
69 4.22 1 28.30 1 0.00 0.00 0.01 0.00 ' 0.00 ' 0.00 0.00
70 4.36 27.99 0
.00 0
.00 .01
0 0
.00 0
.00 .00
0 0.00
711 4.51 27.68 0
.00
! '
0
.00 0
.01 0.0
0 ',
0
.00 .00
0 0.00
--
72
- 4.66 27.37
_ ', 0.00 0.00 0.01 0.00 0.00 0.00 0.00
7T 4.81 27.07
1 0.00
0.00
0.00
74 4.96 1 0.00 0.00 0.01 0.00 0.00 0.00 0.00
75 5.11 ' 26.47 0.00 0.00 0.01 0.00
0.00
1
0.00
0.00

76 -
5.26
: 26.18
0.00
' 0.00
0.01
: 0.00
I 0.00
0.00
0.00
'
77 5.41 ; 25.89
- 0
.00
1 ' 0.00 0.01 i 0.00 0.00 0.00
78 -
5.56
1
.60
1 - 25 1
0
.
00 0.00
', 0.01 0.00 : , 0.00 0.00 0.00
79 5.72 1 25.32 ', 0.00 0.00 0.02 0.00 ' 0.00 0.00 1 0.00
80 5.87 -25.04 0.00

1 0.00
' 0.02 0.00
1 0.00
0.00
1 0.00
81 6.02 1 24.76 !. 0.00 0.00 ' 0.02 0.00 ? 0.00 0.00 , 0.00
82 - - 6.17 '
24.49
0.00
1 0.00
0.02

'
0.00 '

0.00

0.00 .00

' 0
83 6.32 1 24.22 1 0.00 0.00 0.02 1 0.00 ' 0.00 0.00 0.00
84 6.47 23.95 i 0.00 '1 0.00 0.02 1 0.00 ; 0.00 '', 0.00 ' 0.00
85 6.62 ', 23.68 4 0.00 0.00 0.02 0.00 ' 0.00 0.00 0.00
_
86 6.77 1
. 23.42 ' 0.00 ' 0.00 0.02 ' 0.00 : 0.00 0.00 0.00
87 6.91 23.16 0.00 0.00 0.02 0.00 0.00 0.00 0.00
88 7.06 ' 22.91 0.00 0.00 0.02 0.00 0.00 0.00 0.00
89 7.21 22.65 0.00 0.00 0.02 0.00 ' 0.00 0.00 0.00
90 7.35 !
22.40
0.00
0.00
0.02
0.00
0.00
0.00
0.00
91 7.50 22.15 0.00 0.00 0.02 0.00 0.00 0.00 0.00
92 7.64 21.91 ' 0.00 ' 0.00 0.02 1 0.00 ' 0.00 ! 0.00 0.00
93 7.78 21.67 0.00 0.00 0.02 0.00 1 0.00 0.00 0.00
94 7.92 ! 21.43 0.00 0.00 0.02 0.00 0.00 0.00 0.00
95 8.05 21.19 0.00 0.00 0.02 0.00 0.00 0.00 0.00
96 8.19 ' 20.95 0.00 0.00 0.02 0.00 0.00 0.00 0.00
97 8.32 20.72 0.00 0.00 0.02 0.00 0.00 0.00 0.00
98 8.45 20.49 0.00 0.00 0.02 0.00 0.00 0.00 0.00
99 8.58 20.27 0.00 0.00 0.02 0.00 0.00 0.00 0.00
100 8.71 20104 0.00 0.00 0.02 0.00 0.00 0.00 0.00

101 -
8.841 19.82
0.00
0.00
0.02
0.00
0.00
0.00
0.00
7 02 8.961 19.60 0.00 0.00 0.02 0.00 0.00 0.00 0.00

u

1

S T U V W X Y Z AA
52 Page 3A 1Brandywine Basin # W#5 25 Yr. Trial # = 1
53 FAProject Files\G & A\NC\1986\Brandywine_ .25\Docume nts\Reports\Rout5-25.xls 11/16/05
54
55 Riser 2
h Riser 2
Flow J Weir - S1 Orifice-S1
h h Slot 1
Flow Weir - S2
h Orifice-S2
h Slot 2
Flow Pipe 2
Flow
56
57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
58 0.00 0.00 0.00'i 0.00 0.00' 0.00 0.00 0.00 0.00
59 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
60 0.00! 0.00 0.00 0.00 0.00 j 0.00 0.00 0.00 0.00
61 0.00, 0.00 0.00 0.00 0.00 ; 0.00' 0.00 0.00 0.00
62 0.M 0.00 0.00 0.00 0.00 1 0.00. 0.00 0.00 0.00
63 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65
66 0.001
0.001 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
67 : 0.00 0.00 0.00 0.00 0.00' 0.00, 0.00 0.00
68 0.00 0.00
- 0.00 0.00 0.00 ! 0.00
_ 0.00' 0.00
_ 0.00
69 0 00 I 0.00 0.00 0.00 0.00 ! 0.00 0.001 0.00 0.00
0 0.001

--
0
0..0 0
0.021
-
0.00
0.01
0.00
0.00'
.
0.00 ' 0.00
71 ! 0.00
_ _ - ' 0.06' 0.00 0.04 0.00' 0.00 0.00 0.00
72 0.00'
- - ? 0.00 ' 0.091 0.00 0.09 1 0.00, 0.00: , 0.00 ' 0.00
73 0.001 0.00 0.13' 0.00 0.14 ' 0.00 0.00 0.00 0.00
74 _0.001 0.00 0.16, 0.00 0.21 ' 0.00' 0.00! 0.00 ' 0.00
75 0.00' 0.00 0.20 0.00 0.28 0.00 0.00 0.00_ , 0.00
76 0.00 0.00 0.23 0.00 0.36 1 0.00',
_ 0.00 0.00 0.00
77 0 00 0.00 0.27 0.00 0.45
_- ' 0.00'
: 0.00 0.00 0.00
78 0.00i 0.00 ' 0.301 0.00 0.54 0.00:1
.
0.00'
0.00
0.00
79 0.00 0.00 0.34 0.00 0.64 0.00 0.00 0.00 . 0.00
80 0.00i 0.00 ' 0.38' 0.00 0.74 j 0.00 0.00 0.00 0.00
81 0.00 0.00 0.41 0.00 0.85 0.00 0.00' 0.00 0.00
82 0.00'1 0.00 0.45 0.00 0.96 0.00 0.00 0.00 0.00
83 0.00ii 0.00 0.491
1 0.00 1.08 0.00 0.00 0
.00
0.00
84 0.001 0.00 ! 0.52 0.27 1.25 0.00 0.00 0.00 0.00
85 0.00i 0.00 0.56' 0.31 1.33 , 0.00 0.00 0.00 0.00
86 0.001i 0.00 ' 0.5911 0.34 1.41 0.00 ! 0.00 0.00 ' 0.00
87 0.00i 0.00 0.63 0.38 1.48 0.00; 0.00 0.00 0.00
88 0.00 0.00 0.66' 0.41 1.55 ' 0.00 j 0.00 0.00 0.00
89 0.00' 0.00 0.70 0.45 1.62 ' 0.00 0.00 0.00 0.00
90 0.00 0.00 0.74 0.49 1.68 ' 0.00 0.00 0.00 0.00
91 _
0.001 0.00 0.77 0.52 1.74 0.00 0.00 0.00 0.00
92 0.00 0.00 0.81 0.56 1.80 0.00 0.00 0.00 0.00
93 0.00! 0.00 0.85 0.60 1.86 0.00 0.00 0.00 0.00
94 0.00, 0.00 0.89 0.64 1.92 0.00 0.00 0.00 0.00
95 0.001 0.00 0.92 0.67 1.98 0.00 0.00 0.00 0.00
96 0.00 0.00 0.96 0.71 2.03 0.00 0.00 0.00 0.00
97 0.00' 0.00 1.00' 0.75 2.09 0.00 0.00 0.00 0.00
98 0.00 0.00 1.04' 0.79 2.14 ' 0.00 0.00 0.00 0.00
99 0.00 0.00 1.08 0.83 2.19 0.00 0.00 0.00 0.00
100 0.00 0.00 1.12 0.87 2.24 0.00 0.00 0.00 0.00
101 0.00 0.00 1.16 0.91 2.29 0.00 0.00 0.00 0.00
102 0.00 0.00 1.20 0.95 2.34 0.00 0.00 0.00 0.00
i

t

A B C D E F G H I
103
104 Page 1 B Brandywine
F \Project Files\G & A\NC\1986\Brandywine_ Basin # W#5
.25\Documents\Reports\Rout5-25.xls 25 Yr. Trial # =
11/16/05, 1
105
106 Time
min.) Inflow_
cfs dStorage
(cu. ft.) Storage
(cu. Ft.) Stage
(ft.) Elevation
(ft.) Outflow
(cfs) Pipe 1 h
(ft.) Pipe 2 h
(ft.)
107
108
1
96 397.98 2.41 1.98 0.00
109 - 42.00 1
9.20 1
200. 7856.42 2.02 1 398.02 2.46 2.02 0.00
110 42.50 931 202.20 8058.62 2.06 398.06 2.51 2.06 0.00
111 43.00 9.43 204.24 8262.86 2.10 398.10 2.55 2.10 0.00
112 43.50 9.54 206.22 8469.08 2.14 398.14 2.60 2.14 0.00
113 44.00 9.65 208.14 8677.22 2.18 398.18 2.65 2.18 0.00
114 44.50 9.75 , 209.99 8887.21 2.22 398.22 2.69 2.22 0.00
115 45.00 9.85 211.77 9098.98 2.26 398.26 2.73 2.26 0.00
116 45.50
-- - 9.95 1 213.48 9312.46 2.30 398.30 2.78 2.30 0.00
117 46.00 10.04 ' 215.12 9527.58 2.34 398.34 2.82 2.34 0.00
118
119 46.50
47.00
--- 10.14
1 10.23 1 216.68
, 218.161, 9744.25
9962.41 2.38
2.43 398.38
398.43 2.86
2.91 , 2.38
2.43 0.00
0.00
120 47.50 10.31 219.56 10181.97 2.47 398.47 2.95 2.47 0.00
121
122
123
124 48.00
48.50
49.00
49.50
- 10.39
! 10.47
'. 10.55
10.62 1 220.87
222.10
222.361
213.231 10402.84
10624.94
10847.30
11060.53 2.51
2.55
2.59
' 2.63 398.51
' 398.55
398.59
398.63 2.99
3.06
3.44
4.01 2.51
2.55
2.59
2.63 0.00
0.00
0.00
0.00
125
126
127 _ 50
.00
50.50
51.00 1 10.69
' 10.75
10.81 1 198.32
! 180.27'
! 160.831 11258.85
11439.12
11599.95 2.67
'' 2.70
2.73 1 398.67
' 398.70
398.73 4.68
5.39
6.10 2.67
; 2.70
2.73 0.00
0.00
0.00
128 51.50! - - 10.87 141.27'? 11741.22 2.76 1 398.76 6.78 2.76 0.00
129

130
131 _ 52.00 10.92

52.50 10.97
53.001 11.01 122.50

105.09'
89.38
11863.73
11968.82
12058.20
2.78
2.80
2.81
398.78
398.80
398.81
7.42
7.99
8.50
2.78
2.80
2.81
0.00
0.00
0.00
132 53.50'1 11.06 5.49
12133.69
. 2.83
; 398.83
8.94
' 2.83
0.00
133 54.00 : 11.09 1 63.41 12197.09 2.84 , 398.84 9.33 2.84 0.00
134
135 54.50 11.13
55.00 11.16 ; 53.03
, 44.22 12250.13
12294.34 2.85
2.86 398.85
I 398.86 . 9.65
9.93 2.85
' 2.86 0.00
0.00
136
137
138
139 55.50 11.18
56.001 11.20
56.501 11.22
57.00! 11.23 36.77
' 30.51
25.26
1 20.85 12331.11
12361.62
12386.88
12407.73 2.86
2.87
2.87
2.88 398.86
398.87
398.87
398.88 10.16
10.36
10.53
10.66 2.86
!2.87
2.87
2.88 0.00
0.00
0.00
0.00
140 57.50; 11.24 ' 17.15; 12424.88 2.88 398.88 10.78 2.88 0.00
141
142 58.001 , 11.25! 14.02
58.501 11.25 11.37 12438.91
12450.28 2.88
2.89 398.88
398.89 10.87
10.95 2.88
2.89 0.00
0.00
143
144
145 59.00 11.25i 9.10
_ 59.501 11.24 7.14
60.00! 11.23 5.43 12459.38
12466.52
12471.95 2.89
2.89
2.89 398.89
398.89
' 398.89 11.01
' 11.06
11.10 2.89
2.89
2.89 0.00
0.00
0.00
146 60.50 11.21 3.92 12475.87 2.89 398.89 11.13 2.89 0.00
147 61.00 11.20 2.57 12478.45 2.89 398.89 11.15 2.89 0.00
148 61.50 11.17
- 1.35 12479.80 2.89 398.89 11.16 2.89 0.00
149 62.00 11.14 0.23 12480.03 2.89 398.89 11.17 2.89 0.00
150 62.50 11.11 -0.80 12479.23 2.89 398.89 11.17 2.89 0.00
151
152 63.00 11.08 -1.77
63.50 11.04 -2.68 12477.47
12474.79 2.89
2.89 398.89
398.89 11.17
11.16 2.89
2.89 0.00
0.00
153 Maximum 12480.03 398.89 11.17

J K L M N O P Q R
103 Brandywine
2B
Page Basin # W#5 25 Yr. Trial # = 1
104 FAProject Files\G & A\NC\1986\Brandywine_. 25\Documents\Reports\Rout5-25.xls 11/16/05
105 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1
- Weir 2
_-- Weir 2
106 h Flow Flow h Flow h Flow
107
108 9.08 19.38 0.00 0.00 0.02 0.00 0.00 0.00 0.00
109 9.20 19.17 0.00 0.00 0.02 0.00 0.00 1 0.00 0.00
110 -93-1-1 18.96 0.00 0.00 0.02 0.00 0.00 0.00 0.00
111 18.75 0.00 0.00 0.02 0.00 0.00 . 0.00 0.00
-
112 _- -
-
9.541 18.54 0.00 0.00 0.02 0.00 0.00 0.00 0.00
113 9.65 18.33 0.00 0.00 0.02 0.00 0.00 0.00 0.00
114 9.751 18.13 ' 0.00 ' 0.00 0.02 0.00 0.00 , 0.00 0.00
115 9.8511 17.93 0.00 0.00 0.02 0.00 0.00 0.00 ' 0.00
116 9.951 17.73 ! 0.00 0.00 0.02 0.00 0.00 0.00 0.00
117 _
10.04 1 17.54 0.00 0.00 0.02 ' 0.00 0.00 , 0.00 0.00

118 - -
10.14 -
1 17.34
0.00
0.00
0.02
' 0.00
', 0.00
0.00
0.00
119 10.23 , 17.15 0.00 0.00 0.02 0.00 0.00 ! 0.00 0.00
120 10.31 16.96 0.00 ' 0.00 0.02 0.00 0.00 0.00 0.00
121 10.39 ; 16.77 0.00 0.00 0.02 0.00 0.00 , 0.00 0.00
122 10.47 16.59 ' 0.01 0.03 0.02 0.00 ' 0.00 , 0.00 0.00
123
- 1
0 I1 0.05 0.37 0.02 0-00 0.00 0.00 0.00
124 10.62
- - -
16.22 ' 0.09 0.90 0.02 '' 0.00 ?
0-.00
0.00
0.00
125 10.69 16.04 ;, 0.13 1.54 0.02 0.00 ! 0.00 0.00 0.00
126 10.75 15.86 1 0.17 2.22 0.02 ' 0.00 ' 0.00 0.00 0.00

127
10.81 -
15.69
' 0.20
2.90
0.02
0.00
' 0.00
0.00
0.00
128 10.87 15.522 i 0.23 3.56
1 0.02 ; 0.00 0.00 ! 0.00 0.00
129 10.92 15.34 0.26 4.17 0.02 0.00 i 0.00 0.00 0.00
130 10.97 1 15.17 0.28 4.73 0.02 ' 0.00 11 0.00 ,1; 0.00 ' 0.00
131 11 . 15.01
1 0 ' 5.22 0.02 0.00 ' 0.00 ' 0.00 0.00
132 11.06 1
4.84 0.3 5.66 0.02 ' 0.00
. ' 0.00 ' 0.00 0.00
133 11.09 14.68 1, 0.33 1 6.03 0.02 !
0.00
! 0.00
0.00 -
0.00
134 11.13 14.51 ` 0.34 6.35 0.02 !i 0.00 0.00 ; 0.00 0.00
135 11.16 1 14.35 1 0.35 6.62 0.02 0.00 , 0.00 ' 0.00 '', 0.00
136 11.18 , 14.19 : 0.36 6.85 0.02 0.00 0.00 1 0.00 ' 0.00
137 11.20 1 14.04 0.36 7.04 0.02 0.00 0.00 0.00 0.00
138 - 111.22 13.88 ! 0.37 7.20 0.02
0.00
! 0.00
0.00
0.00
139 11.23 13.73 0.37 7.33 0.02 0.00 t 0.00 0.00 0.00
140 -
11.24 13.58 ; 0.38 7.44 0.02 0.00 0.00 0.00 0.00
141 11.25 ? 13.43 0.38 7.53 0.02 0.00 ' 0.00 0.00 0.00
142 11.25 13.28 0.38 7.61 0.02 0.00 ? 0.00 0.00 0.00
143 11.25 ! 13.13 0.39 7.67 0.02 0.00 ? 0.00 0.00 0.00
1
44 1
1
.24 ;
1
2
.98 0. 39
' 1!
7.72 0.02 0.00 1 0.00 0.00 0.00
1
45 1
1
.23 1
2
.84
1 0
.39 7.76 0.02 . 0.00 0.00 : 0.00 0.00
146 11.21 12.70
- 0.39 7.79 0.02 0.00 ! 0.00 0.00 0.00
147 11.20 12.56 0.39 7.81 0.02 0.00 0.00 0.00 0.00
148 _
11.17 ' 12.42 0.39 7.82 0.02 0.00 0.00 0.00 0.00
149 11.14 1228 0.39 7.83 0.02 0.00 0.00 0.00 0.00
150 11.11 12.15 0.39 7.83 0.02 0.00 0.00 0.00 0.00
151 11.08 : 12.01 0.39 7.83 0.02 0.00 0.00 0.00 0.00

152 -
11.04
, 11.88
0.39
7.82
0.02
0.00
0.00
0.00
0.00
153 ,Maximum 7.83 0.02 0.00 , 0.00

S T U V W X Y Z AA
103 Page 3B Brandywine Basin # =' W#5 25 Yr. Trial # = 1
104 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documents\Reports\Rout5-25.xls 11/16/05
105 Riser 2 Riser 2 eir - S1 . Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2

106
h --
Flow
h
r
h
Flow
h
h
Flow
Flow
107
108 0.00 0.00 1.24 0.99 2.39 0.00 0.00 0.00 0.00
109 0.00 0.00 1.28 1.03 2.44 , 0.00
. 0.00 0.00 0.00
110 0.00 0.00 1.32' 1.07 2.49 0.00 ! 0.00 0.00 0.00
111 0.00 0.00 1.36 1.11 2.53 1 0.00' 0.00' 0.00 0.00
112 0.00 0.00 1.40 1.15 2.58 0.00 0.00 0.00 0.00
113 0.00' 0.00 1.44 1.19 2.62 0.00 0.00 0.00 0.00
114 0.00 0.00 1.48: 1.23 2.67 0.00 0.00 0.00 0.00
115 0.00
- 0.00 1.52 1.27 2.71 0.00 0.00 0.00 0.00
116 0.00 0.00 1.56 1.31 2.76 0.00 0.00 0.00 0.00
117 0.00 0.00 1.60 1.35 2.80 0.00 0.00 0.00 0.00
118 0.001 0.00: 1.64 1.39 2.84 1 0.00

' 0.00'
0.00
0.00
119 0.00 0.00 1.69! 1.44 2.88
0.00 !
'
0.00
0.00
0.00
120 .- _ _L
0.00 0.00. 1.73' 1.48 2.92 0.00 0.00 0.00 0.00
121 0 00
. 1.77' 1.52 2.97
0.00
0.001,
0.00 .00
; 0

122 -
0.00

0.00
-
,
1.81

1.56

3.01
i
0.00'
0.00

0.00
123 0.00 0.00 1.85 1.60 3.05 ! 0.00 0.00 0.00 0.00
124 0.00: 0.00 1.89 1.64 3.08 ; 0.00 0.00' 0.00 0.00
125 0.00 0.00 1.93 1.68 3.12 ' 0.00' 0.00 0.00 0.00
126 - 0.00 0.00 1.96 !
1.71
3.15
1 0.00,
0.00
,
0.00
0.00
127 0.00' 0.00 1.99 1.74 3.17 0.00; 0.00! 0.00 0.00
1
28 0
.00
i 0
.00 2
.02 1.77 3.20 0.00' 0.00 0.00 0.00
1
29 0.
00 .00
0 2
.04 1.79 3.22 1 0.00' 0.00' 0.00 0.00
1
30 0
.00 0
.00 2
.06 1
.81 3
.24 0
.00
, 0.00 .00
0 0.00
131 .001
0 0
.00 ? 2
.07 1
.82 3
.25 1
0
.00 0
.00' 0
.00 0.00
132 0.00 i 0.00' 2.09 1.84 3.26 0.00 0.00' 0.00 0.00
133 _
0.00', 0.00 2.10 1.85 3.27 0.00 0.00' 0.00 0.00
134 0.00 I 0.00 2.11 ' .86 3.
8 '
0.00!
0.00. 0.00 0.00
135 -
0.00, 0.00' 2.12 18 28 0.00' 0.001 0.00 0.00
136 0.00' 0.00 2.12 1.87 3.29 ' 0.001 0.00' 0.00 0.00
137 , 0.00 0.00 2.13 1.88 3.30 0.00 0.00 0.00 0.00
138 0.00' 0.001 , 2.13
1.88
3.30
0.00
0.00
0.00 .00
0
139 0.00; 0.00' 2.14. 1.89 3.31 0.00 0.001 0.00 0.00
140 _
0.00' 0.00 2.14 1.89 3.31 0.00' 0.00 0.00 0.00
141 0.00 0.00 2.14 1.89 3.31 0.00 0.00 0.00 0.00
142 0.00 0.00 2.15 1.90 3.31 0.00 0.00 0.00 0.00
143 0.00 ! 0.00 2.15 1.90 3.31 0.00 0.00 0.00 0.00
144 0.00: 0.00 2.15' 1.90 3.32 0.00 0.00' 0.00 0.00
145 0.00 0.00 2.15 1.90 3.32 0.00 0.00 0.00 0.00
146 0.00' 0.00 2.15 1.90 3.32 0.00' 0.00 0.00 0.00
147 0.00i 0.00 2.15' 1.90 3.32 0.00 0.00. 0.00 0.00
148 0.00, 0.00 2.15 1.90 3.32 0.00 0.00 0.00 0.00
149 0.00 0.00 2.15 1.90 3.32 0.00 0.00 0.00 0.00
150 0.001 0.00 2.15 1.90 3.32 0.00 0.00 0.00 0.00
151 0.00' 0.00 2.15 1.90 3.32 0.00 0.00 0.00 0.00
152 0.00 0.00 2.15 1.90 3.32 0.00 0.00! 0.00 0.00
153 Maximum 0.00 3.32 0.00 0.00

A B C D E F G H I
1 Stormwater Routing 2E
2 Two Horizo ntal Pipes, Two Riser Pipe Outlets, Two Weirs, and Two Slots
3 Using Chainsaw Routing pr ocedure by H. R. Malcom
4 Storm 100 Yr. Trial # 1
5 Project: Brandywine Location: Cary, NC Basin #V\45
-
6
7 Qp 13.361 cfs T p
p - mi ns. dT = 0.55 mins.
8 Ks = 3187.5 b = 1.2856 Pipe El. = 396.00 ft .
9 Co = 0.6 Diam. = 0.751n. A = 0.0031 s . f.
10 Allowable Q = cfs Elevation at Z = 0 is 396.00ft . pipe Z = 0.00
11 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout5- C.xls Date: 11116/05
12 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
13 (min.) (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
14
15 0.00 0.00i 0.00 0.00 0.00 396.00 0.00

16 -
0.55
1 , 0.00
! 0.00,
0.00
0.00'
396.00
0.00
0.00,
0.00
17 1.10 : 0.01 0.08' 0.08 0.00I 396.00 0.00 0.00 0.00
18 1.65 0.02 1 0.31 0.38 0.00 396.00 0.00 0.00 0.00
19 2.20 ' 0.04 ? 0.69. 1.08 0.00 396.00 0.00
0.00
0.00
20 2.75 ; 0.06 1 1.23' 2.31 0.00 396.00 0.00 0.00 0.00
21 3.30 ! 0.08 1.92 4.23 0.01 396.01 0.00 0.01 0.00
22 3.85 0.11 2.76 6.99 0.01 396.01 0.00 0.01 0.00
23 4.40 0.15 3.76 10.75 0.01 396.01 0.00 0.01 0.00

24
4.95
0.19 ,
4.90
15.65
0.02
396.02
0.00,
0.02
0.00
25 5.50
- 1 0.23 , 6.201 21.85 0.02 396.02 0.00 0.02 0.00
26 6.05 0.28 ' 7.641 29.50 0.03 396.03 , 0.00: 0.03' 0.00
27 6.60 1 0.33 ' 9.24 38.73 0.03 396.03 0.00 0.03 0.00
28 7.15 1 0.39 10.97 49.70 0.04 396.04 0.00, 0.04 0.00
29 7.70 ! 0.45 1 12.83 62.53 0.05 396.05 0.00' 0.05! 0.00
30 8.25 ' 0.52 ' 14.85 77.38 0.06 396.06 0.00 0.06 0.00
31 8.80 0.59 , 17.01 94.39 0.06 396.06 0.00 0.06 0.00
32 9
.35
;
0.66 1
9.31 1
13
.71 0
.07 396
.07 0.00 0.07 0.00
33 9
.90 0
.74
1 .76
21 1
35
.47 0
.09 396
.09 0.00 0.09' 0.00
34 10.45 1 0.82 1 24.35 159.82 0.10 396.10 0.00' 0.101 0.00

35 -
11.00
0.91
, 27.07
186.89
' 0.11
396.11
0.00
0.11
0.00
36 11.55 1.00 ; 29.93' 216.81 0.12 396.12 0.00 0.12 0.00
37 12.10 1 1.10 32.92 249.73 0.14 396.14 0.00 0.14 0.00
38 12.65 1 1.20 36.04 285.77 0.15 396.15 0.01 0.15 0.00
39 13.20 ' 1.30 39.29 325.07 0.17 396.17 0.01 0.17 0.00
40 13.75 1.40 42.67 367.74 0.19 396.19 0.01 0.19 0.00
41 14.30 1.52 ' 46.17 413.91 0.20 396.20 0.01 0.20 0.00
42 14.85 1.63 49.79 463.70 0.22 396.22 0.01 0.22 0.00

43
15.40 ,.,
' 1.75 1.
53.53
517.23
0.24
396.24
0.01
0.24
0.00
44 15.95 1.87 57.39 574.63 0.26 396.26 0.01 0.26 0.00
45 16.50 1.99 61.36 635.99 0.29 396.29 0.01 0.29 0.00
46 17.05 2.12 65.45 701.44 0.31 396.31 0.01 0.31 0.00
47 17.60 2.25 69.64 771.07 0.33 396.33 0.01 0.33 0.00
48 18.15 2.38 73.93 845.01 0.36 396.36 0.01 0.36 0.00
49 18.70 2.52 78.33 923.34 0.38 396.38 0.01 0.38 0.00
50 19.25 2.66 ! 82.83' 1006.17 0.41 396.41 0.01 0.41 0.00
51 19.80 2.80 ' 87.42 1093.59 0.44 396.44 0.01 0.44 0.00

1

J K L M N O P Q R
Page 2 Brandywine Basin # W#5 100 Yr. Trial # = 1
r
2

roject Files\G & A\NC\1986\Brandywine_.
F.T

25\Documents\Reports\Rout5-C.xls

11/16/05
R iser Pipes
4 No. Elev. Diam. Z r Weir L Orifice A
5
6
1
500.00
24
104.00
1.00
6.28
3.1416 Results
Max Elev. 398.96
7 2 500.00; 18 104.00 0.75 , 4.71 1.7671 Max Flow 13.33
8
9

10 Weir 1 El. =

Weir 2 El. = 398.501 Weir 1 L =
-- -
500.00! Weir 2 L = 10.00 ft.

10.00 ft. Cw =

Cw = 3.2'

3.2 Stage =

Stage = 2.50

104.00
11
12 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
13 h Flow Flow h Flow h Flow
14

r 0.001
0.01 ! 57.35
56.73 0.00
0.00 0.00
0.00 0.00
0.00 ; 0.00
' 0.00 0.00
0.00 0.00
0.00 0.00
0.00
8 0.02 ! 56.11 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00
19 0.04 55.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00

201 0.?6?
0.08' 54.90
54.30 0.00
0.00 0.00
0.00 0.00
0.00 : 0.00
' 0.00 0.00
', 0.00 0.00
1', 0.00 0.00
0.00

22
0.11
53.71
. 0.00
0.00.
0.00
1 0.00
, _
0.00
0.00
0.00
23 -
0.15'1 -
53.13 -
0.00 0.00 _
0.00 ' 0.00 ' 0.00 ' 0.00 0.00
24 0.191 52.55 0.00 0.00 0.00 ' 0.00 , 0.00 1 0.00 0.00
25
26 0.23;
0 28' 51.98
51.41 1 0.00
0.00 ' 0.00
0.00 0.00
0.00 0.00
0.00 : 0.00
' 0.00 0.00
0.00 ' 0.00
0.00
27

28 0.331
_
0.39
, 50.85

50.30 0.00

0.00 0.00

0.00 0.00

0.00 1 0.00
i
0.00 ; 0.00

' 0.00 0.00

i: 0.00 0.00

0.00
29 0.45 49.75 1 0.00 0.00 0.00 ; 0.00 , 0.00 1 0.00 0.00
30 - 0.52
49.21
' 0.00
' 0.00
0.00
0.00
0.00
0.00
0.00
31 0.59 48.68 0.00 , 0.00 0.00 0.00 ! 0.00 0.00 0.00
32 0.66 48.15 i 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00-
33 0.741 47.62 0.00 0.00
' 0.00 0.00 0.00 11 0.00 0.00
34 0.821 47.11 0.00 : 0.00 0.00 0.00 0.00 0.00 0.00
35 0.91 46.59 0.00 0.00 0.00 i 0.00 ! 0.00 ! 0.00 0.00
36 1.001 46.09 0.00 0.00 0.00 ' 0.00 i 0.00 0.00 0.00
37 1.10 45.59 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38 1.201 45.09 0.00 0.00 0.01 0.00 0.00 0.00 0.00
39 1.30 44.60 0.00 0.00 0.01 0.00 0.00 0.00 0.00
40 1.401 44.12 0.00 0.00 0.01 0.00 ' 0.00 0.00 0.00
41 1.52 43.64 0.00 0.00 0.01 0.00 ' 0.00 0.00 0.00
42 1.63 43.16 0.00 0.00 0.01 0.00
' 0.00 : 0.00 0.00
43 1.75 42.69 0.00 ' 0.00 0.01 0.00 0.00 0.00 : 0.00
44 1.87 42.23 0.00 0.00 0.01 0.00 ' 0.00 ' 0.00 0.00
45 1.99! 41.77 0.00 0.00 0.01 0.00 ' 0.00 0.00 0.00
46 2.12 41.31 0.00 0.00 0.01 0.00 0.00 0.00 0.00
47 2.25

-
40.87
0.00
0.00
0.01
0.00
0.00
0.00
0.00
48 2.38' 40.42 0.00 0.00 0.01 0.00 0.00 0.00 0.00
49 2.52 39.98 0.00 0.00 0.01 0.00 0.00 0.00 0.00
50 2.66 39.55 0.00 0.00 0.01 0.00 0.00 0.00 0.00
51 2.80' 39.12 0.00 0.00 0.01 0.00 0.00 0.00 0.00

S T U V W X Y Z AA
1
2 Page 3 Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_ Basin # _' W#5
.25\Documents\Reports\Rout5-C.xis 100 Yr. Trial # =
1 1 /16/05 1
3
4
No.
Bottom
Height
Length Slots
Weir
Orifice
Top
Area
Z
5
6
7
1
2 Elev.
396.74
500.00 (ft.)
0.50
1.75 (ft.)
1.00
4.00 C
3.2
3.2 C
0.6
0.6 Elev.
397.24
501.75 (s. f.)
0.50
7.00 (ft.)
0.74
104.00
8

9
10 El. - 500.00 Z -''

104.00 Pipe 2

Diam. =

24 ', in. A =

3.1416 s.f.
11 Slot 1 Slot 2
12
13 Riser 2
h Riser 2
Flow Weir
h Orifice
h Slot
Flow Weir
h Orifice
h Slot
Flow Pipe 2
Flow
14
15
16
17
0.00,
0.00'
0.001
0.00
0.00
0.00
0.00
0.00
0.00
0.00
' 0.00'
0.00
0.00
0.00
0.00
0.00
0.00
0.00
18 0.00'' 0.00
_ ' 0.00; 0.00 0.00 0.00' 0.00 0.00 0.00

19
0 00
0.00
0.00.
1
0.00
0.00 0.00 0.00

20
0 00' 0.00 0.00 0.00 0.00 0.00 0.00
0.00
0.00
21 0.00 0.00 ' 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00
22 0.00' 0.00 0.00' 0.00 0.00 ', 0.00'. 0.00 0.00 0.00
23 0.00 0.00 ' 0.00' 0.00 0.00 ' 0.00 0.00 0.00 , 0.00
24 0.00 ! 0.00 0.00', 0.00 0.00 ' 0.00 0.00 0.00 ' 0.00
25 0.00'' 0.00 ; 0.001 0.00 0.00 0.00, 0.00 0.00 0.00
26 0.00; 0.00 0.001 0.00 0.00 ' 0.00 0.00 0.00 0.00
27 0.001 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28 0.00! 0.00
0.001
0.00
0.00
' 0.00
0.00'
0.00
0.00
29 0.00, 0.00 , 0.00 0.00 0.00 0.00'. 0.00 0.00 0.00
30 0.001 0.00 ' 0.00' 0.00 0.00 0.001 0.00' 0.00 ' 0.00
31
32 0.00
0 00' 0.00
0.00 0.00':
0.00, 0.00
0.00 0.00
0.00 0.00
0.00,
, 0.00
0.00 0.00
0.00 0.00
0.00
33 0.00' 0.00 0.00 0.00 0.00 ,
' 0.00 0.00' 0.00 0.00
34 0.00' 0.00 ' 0.00 0.00 0.00 ' 0.00' 0.00 0.00 0.00
35 0.00 0.00 0.00! 0.00 0.00 0.00 0.00 0.00 0.00
36 0.00 0.00 ' 0.00' 0.00 0.00 ' 0.00' 0.00 0.00 0.00
37 0.W 0.00 ' 0.00 0.00 0.00 0.00 0.00', 0.00 0.00
38 0.00 0.00 0.00' 0.00 0.00 ' 0.00; 0.00' 0.00 0.00
39 0.00 0.00 .. 0.00 0.00 0.00 0.00' 0.00 0.00 0.00
40 0.00 0.00 0.00 0.00 0.00 ', 0.00 0.00 0.00 0.00
41 0.00 0.00 0.00' 0.00 0.00 ' 0.00' 0.00 0.00 0.00
42 .
0.00 0.00 ! 0.00 ! 0.00 0.00 0.00 0.00 0.00 0.00
43 0.00 0.00 0.00 0.00 0.00 ' 0.00' 0.00 0.00 ' 0.00
44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
50 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
51 0.00 0.00' 0.00 0.00 0.00 0.00 0.00 0.00 0.00

L

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A B C D E F G H 1
52 Page 1A ! Brandywine Basin # _' W#5 100 Yr. Trial # = 1
53 F:\Project Files\G & A\NC\1986\Brandywine_ .25\Documen ts\Reports\Rout5-C.xls 11/16/05
54 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
55 (min. (cfs) (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
56
57 20.35 2.95 92.11 1185.69 0.46 396.46 0.01 0.46 0.00
58 20.90 1 3.09 96.88 1282.57 0.49 396.49 0.01 0.49 0.00
59 21.45 ' 3.24 101.74' 1384.32 0.52 396.52 0.01: 0.52 0.00
60 22.00
- - - - 3.40
-- 106.68 1491.00 0.55 396.55 0.01 0.55 0.00

61
22.55
3.55
111.71
1602.71
0.59
396.59
0.01 -
0.59
0.00
62 23.10 3.71 116.81 1719.51 0.62 396.62 0.01 0.62 0.00
63 23.65 3.87 121.98 1841.49 0.65 396.65 0.01 0.65 0.00
64 24.20 i 4.03 127.21 1968.70 0.69 396.69 0.01 ! 0.69 0.00
65 -
2
4.75 4.19 : 132.52 2101.22 0.72 396.72 0.01 0.72 0.00
66 _
_
25.30 1 4.36 1 137.88' 2239.10 0.76 396.76 0.02 0.76 0.00
67 25.85 4-.52 .' 143.01 2382.11 0.80 396.80 0.06 0.80 0.00
68 2
6.40 4.69 ; 147.331
2529.44
0.84;
396.84
0.11
0.84
0.00
69 _
26.95
4.86
' 151.19
2680.64
0.87
396.87
0.17
0.87
0.00
70 27
.50
5.03 54
.70
( 1 2835
.33 0.91 396.91 0.24 0.91 0.00
71 28.05 : 5.20 1
57
.8911 2993.23 0
.95 396.95 0.3333 0.95 0.00
72 28.60 5.37 ; 160.811 3154.04 0.99 396.99 0.421 0.99 0.00
73 29.15 1 5.55 '. 163.48 3317.53 1.03 397.03 0.52 1.03 0.00

74
29_.70
; 5.72
- --
1 165.92
3483.44
1.07
397.07
0.63
1.07
0.00
75 30.25 1 5.90 168.13 ! 3651.57 1.11 397.11 0
74 1
11 0
00

76 _
30.80
-
1
6.07 1
170.14:
3821.71
1.15' 1
1
397.15, .
0.861 .
1.15 .
0.00
77
,
6.2 5
171.95;
3993.66
1.19
397.19
0.99
1.19
0.00
78 - __
31.90 -
; -6.42 ' 173.57 4167.23 1.23 397.23 1.12 ! 1.23 0.00
79 3
2.45 ; 6.60 175.021 4342.24 1.27 397.27 1.291 1.27 0.00
80 .
33.00 : 6.78 175.10; 4517.34 1.31 397.31 1.38 1.31' 0.00
81 33.55 -6.95 178.04'
1 4695.38 1.35 397.35 1.46 1.35 0.00
82 34.10 7.13 181.13 4876.52 1.39 397.39 1.54; 1.39 0.00
83 -
34.65 1 7.30 1 184.34 5060.86 1.43 397.43 1.62 1.43 0.00

84
35.20
-
7.48
187.65 , 5248.51 1.47 397.47 1.69 1.47 0.00
85 3-5
-.75 1 7.66 191.03 5439.55 1.5
2. 397.52 1.76! 1.52 0.00
86 36.30 1
7.83 : 194.47 5634.02 .
1.56
' 397.56' 1.83 1.56' 0.00
87 36.85
- -
1
8.00 1 197.96 5831.98 1.60
397.60
1.90
1.60
0.00
88 37.40 201.48. 6033.46 1.64
397.64
1.96!
1.64
0.00
89 37.95 1 8.35
-
f 205.02 6238.48 1.69 397.69 2.03 1.69 0.00

90
38.50
1 8.521
208
2 1.73 0.00
911 39.05 8.69 .15 6659
1 1.77 397.77 2.115
1.77
0.00
92 39.60 8.85 215.71' 6874.92 1.82 397.82 2.21 1.82 0.00
93 40.15 9.02:; 219.26 7094.19 1.86 397.86 2.27 1.86 0.00
94 40.70 9.18 222.80' 7316.99 1.91 397.91 2.33 1.91 0.00
95 41.25 9.35 226.32 7543.31 1.95 397.95 2.38 1.95 0.00
96 41.80 ' 9.51 229.81 7773.12 2.00 398.00 2.44 2.00 0.00
97 42.35 9.67 233.26 8006.38 2.05 398.05 2.49 2.05 0.00
98 42.90 9.82: 236.68 8243.06 2.09 398.09 2.55 2.09 0.00
99 43.45 9.98 240.06', 8483.12 2.14 398.14 2.60 2.14 0.00
100 44.00 : 10.13 243.38 8726.50 2.19 398.19 2.66 2.19 0.00
101 44.55 10.28 246.66 8973.16 2.24 398.24 2.71 2.24 0.00
102 45.10 10.43 ' 249.87 9223.03 2.29 398.29 2.76' 2.29 0.00
C

t

J K L M N O P Q R
52 Page 2A Brandywine Basin # = W#5 100 Yr. Trial # = 1
53 FAProject Files\G & A\NC\1986\Brandywine_. 25\Documents\Reports\Rout5-C.xls 11/16/05
54 Q(<1.25Tp) Q(>1.25Tp) Weir 1 Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
55 h Flow Flow h Flow h Flow
56
57 2.95 , 38.69 0.00 0.00 0.01 0.00 0.00 0.00 0.00
58 3.09 38.27 0.00 0.00 0.01 0.00 0.00 0.00 0.00
59 _ 3.24 37.86 0.00 0.00 0.01 0.00 0.00 0.00 0.00
60 3.40 37.44 0.00 0.00 0.01 0.00 ' 0.00 0.00 0.00
61 3.55 37.04 0.00 0.00 0.01 0.00 0.00 0.00 0.00
62 3.71 36.63 0.00 0.00 0.01 0.00 0.00 0.00 0.00
63 3.87 36.24 0.00 0.00 0.01 0.00 ' 0.00 0.00 0.00
64 4.03 35.84 0.00 0.00 0.01 0.00 0.00 0.00 0.00
65 4.19 1 35.45 0.00 0.00 0.01 0.00 0.00 0.00 0.00
66 4.36 ' 35.07 0.00 0.00 0.01 '0.00
0.00
'
0.00
0.00
67 _ 4.52 1 34.68 0.00 0.00 0.01 . 0.00
0.00
'.
0.00
0.00
68 4.69 ; 34.31 0.00 0.00 0.01 0.00 " 0.00 0.00 0.00
69 4.86 33.93 0.00 0.00 0.01 0.00 0.00 0.00 0.00
70 0 33.57 0.00 0.00 0.01 ' 0.00 ! 0.00 0.00 0.00
711 5.20
33.20
'
', 0.00
0.00
0.01
0.00 0.00
. 0.00 0.00
72 5.37 32.84 ! 0.00 0.00 0.01 0.00 1 0.00 I 0.00 0.00
73 5.55 32.48 0.00 0.00 0.01 0.00 0.00 0.00 0.00

74
5.72
1 32.13
'
0.00
0.00
0.02
1 0.00
0.00
'
0.00
0.00

75 -
5.90
31.78 .
0.00
' 0.00 ,
0.02
1 0.00
1 0.00
0.00
0.00
-
76 6.07 31.43 ; 0.00 0.00 0.02 0.00 0.00 0.00 0.00
-7T 6.25 !. 31.09 0.00 0.00 0.02 0.00 0.00 0.00 0.00
78 6.42 30.75 ! 0.00 0.00 0.02 0.00 ' 0.00 ' 0.00 0.00
79 _
6.60 i30.42 1, , 0.00 0.00 0.02 ' 0.00 0.00 0.00 0.00
80 6.78 1 30.09 0.00 0.00 0.02 0.00 0.00 0.00 0.00
81 _
6.95 1 29.76 0.00 ' 0.00 0.02 ', 0.00 0.00 0.00 0.00
82 7.13 1, 29.44 0.00 0.00 0.02 0.00 ; 0.00 ' 0.00 0.00
83 .30
7 29
.12 0
.00 0
.00 .02
0 ' 0
.00 0
.00 0
.00 0.00
84 7
.48 28
.80 0
.00 0
.00 0
.02 0
.00 0
.00
i 0.00 . 0.00
85 7.66 28.49 0.00 0.00 0.02 0.00 0.00 0.00 0.00
86 7.83 1 28.18 0.00 0.00 ' 0.02 1 0.00 0.00 0.00 0.00
87 8.00 1 27.87 0.00 0.00 0.02 0.00 ' 0.00 0.00 0.00
88 8.18 27.57 0.00 0.00 0.02 0.00 , 0.00 0.00 0.00
89 8.351 27.27 0.00 0.00 0.02 0.00 0.00 0.00 0.00
90 8.52 26.97 ' 0.00 0.00 0.02 0.00
0.00
.
0.00
0.00
91 8.69:1 26.68 ' 0.00 0.00 0.02 0.00 0.00 0.00 0.00
92 8.851 26.39 0.00 0.00 0.02 0.00 0.00 0.00 0.00
93 9.02 26.10 0.00 0.00 0.02 0.00 0.00 0.00 0.00
94 9.18 : 25.82 0.00 0.00 0.02 0.00 0.00 0.00 0.00
95 9.35 25.54 0.00 0.00 0.02 ' 0.00 0.00 0.00 0.00
96 9.51 25.26 0.00 0.00 0.02 0.00 0.00 0.00 0.00
97 9.67 24.99 0.00 0.00 0.02 0.00 0.00 0.00 0.00
98 9.82 24.71 0.00 0.00 0.02 ' 0.00 0.00 0.00 0.00
99 9.98 24.45 0.00 0.00 0.02 0.00 0.00 0.00 0.00
100 10.13 24.18 0.00 0.00 0.02 0.00 0.00 0.00 0.00
101 10.28 23.92 0.00 0.00 0.02 0.00 0.00 0.00 0.00
102 10.43 23.66 0.00 0.00 0.02 0.00 ' 0.00 0.00 0.00

n

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S T U V W X Y Z AA
52
53 Page 3A Brandywine
F.\Project Files\G & A\NC\1986\Brandywine_ Basin # _' W#5
25\Documents\Reports\Rout5-C.xis 100 Yr. Trial # =
11/16/05 1
54 Riser 2 Riser 2 _ _Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
55 h Flow h h Flow h h Flow Flow
56
57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
58 0.00, 0.00 ! 0.00 0.00 0.00; 0.00 0.00 0.00 0.00
59
60 0.001
0.00' 0.00
0.00 0.001
0.00 0.00
0.00 0.00
0.00' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
61 0.00' 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00
62 0.00' 0.00 0.00 0.00 0.00, 0.00 0.00 0.00 0.00
63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
64 0.001 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
65 0.001 0.00 . 0.00 0.00 0.00' 0.00 0.00 0.00 0.00
66 0.00,
-- - 0.00 0.02 0.00 0.01 0.00 0.00 0.00 0.00
67 0.001 0.00 0.06 0.00 0.04 0.00 0.00 0.00 0.00
68 0.001 0.00 0.10 0.00 0.09 0.001 0.00 0.00 0.00
69 0.00 0.00 ' 0.13 0.00 0.16 0.00 0.00 0.00 0.00
70 0.001 0.00 ' 0.17 0.00 0.23
' 0.M 0.00 0.00 0.00
71 0.001 0.00 0.21 0.00 '
0.31 0.00' 0.00 0.00 0.00
72 0.00, 0.00 . 0.25 0.00 0.40' 0.00 0.00 0.00 0.00
73 0.00! 0.00 0.29 0.00 0.50! 0.00' 0.00' 0.00 0.00
74 0.00; 0.00 0.33 0.00 0.61 0.00 0.00 0.00 0.00
75 0.00 0.00 0.37 0.00 0.72 0.00 0.00' 0.00 0.00
76 0.001 0.00 0.41 0.00 0.841 0.00, 0.00 0.00 0.00
77 0.001 0.00 0.45 0.00! 0.97 0.00 0.00' 0.00 0.00
78 0.00 I 0.00 1 0.49' 0.00 , 1.10' 0.00
0.00
0.00
0.00
79 0.00, 0.00 ' 0.53 0.28 1.28 0.00', 0.00 0.00 0.00
0 0.00: 0.00 0.57 0.32 1.361 0.00 0.00 0.00 0.00
81 0
.00 0.00 ?. 0.61 ' 0.36 1.45
0.00
0.00
0.00
, 0.00
82 0.00; 0.00 . 0.65' 0.40' 1.53 0.00' 0.00 0.00 0.00
83
i
0
.00,
0.00
0.69 '
0.44 ,
1.60'
:

0.00 0.00 0.00 0.00
84 0
.00 0.00 ; 0.73 ,
1 0.48 1.671 0.00' 0.00; 0.00 0.00
85 0.00 0.00 1
0.78 0.53 1.74; 0.00 0.00
- 0.00 0.00
86 0.00' 0.00 1 0.82 0.57 1.81 0.00 0.00 0.00 0.00
87 0.00; 0.00 0.86 0.61 1.881 , 0.00' 0.00 0.00 0.00
88 0.00;1 0.00 0.90 0.65 1.94 0.00 0.00 0.00 0.00
89 0.00, 0.00 0.95 0.70 2.01 0.00 0.00 0.00 0.00
90 0.00! 0.00 0.99 0.74 2.07 0.00 0.00 0.00 0.00
91 0.00 0.00 1.03 0.78 2.13, 0.00 0.00 0.00 0.00
92 0.00 0.00 1.08 0.83 2.19 0.00 0.00 0.00 0.00
93 0.00i,
i 0.00 1.12 0.87 2.25 0.00 0.00 0.00 0.00
94 0.00 0.00 1.17 0.92 2.31 0.00 0.00 0.00 0.00
95 0.00 0.00 1.21 0.96 2.36 0.00 0.00 0.00 0.00
96 0.00: 0.00 1.26 1.01 2.42 0.00 0.00 0.00 0.00
97 0.00', 0.00 1.31 1.06 2.47 0.00 0.00 0.00 0.00
98 0.00' 0.00 1.35 1.10 2.53 0.00 0.00 0.00 0.00
99 0.00' 0.00 1.40 1.15 2.58 0.00 0.00 0.00 0.00
100 0.00', 0.00 1.45 1.20 2.63 0.00 0.00 0.00 0.00
101
102 0.00:
0.00 0.00
0.00 1.50
1.55 1.25
1.30 2.69
2.74' 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00

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A B C D E F G H 1
103
104 Page 1 B Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_ Basin # = I W#5
.25\Documents\Reports\Rout5-C.xls 100 Yr. Trial # =
11/16/05 1
105 Time Inflow dStorage Storage Stage Elevation Outflow Pipe 1 h Pipe 2 h
106, (min.) (cfs (cu. ft.) (cu. Ft.) (ft.) (ft.) (cfs) (ft.) (ft.)
107
1
08
45
.65
.57
1
0
253
.03
9476.06
2.33
398.33
2.81
2.33
0.00
1
09
110 _
46
.20
46.75 1
0.71
!
! 10.85 256.1
2
2
1 259.14 9732.18

9991.32 2.38

2.43 398.38

398.43 2.86

2.91 1 2.38

2.43 0.00

0.00
111 47.30 0
9 8' 10253.40 2.48 398.48 2.96 2.48 0.00
112
113 47.86
48.40 2
11
.
, 11.25 , 264.9
, 267.74 10518.35
10786.09 2.53
2.58 398.53
398.58 3.01
3.23 2.53
1 2.58 0.00
0.00-
114
115 48.95
49.50 ! 11.38

1150 264.65

248.71 11050.74

11299.45 2.63

2.68 398.63

398.68 3.84

4.65 ; 2.63

. 2.68 0.00

0.00
116 50.05 11.62 ' 226.14 11525.58 2.72 398.72 5.55 2.72 0.00
117 50.60 ' 11.74 , 200.39' 11725.97 2.75 398.75 6.47 2.75 0.00
118 51.15 11.86 173.93 11899.91 2.79 398.79 7.36 2.79 0.00
119 51.70 11.96 1 148.50 12048.41 2.81 398.81 8.17 2.81 0.00
120 5225 1
12.07 ' 125.20 12173.61 2.84 398.84 8.90 2.84 0.00
121

122 52.80

53.35
-
' 12.17
12.27 104.62

86.95% 12278.23

12365.17 2.85

2.87 398.85

398.87 9.54

10.09 2.85

2.87
0.00
0.00
123
124 53.90 1237
12.46 72.111
1 59.87 12437.28
12497.15 2.88
2.89 398.88
398.8 10.55
10.95 2.88
1 2.89 0.00
0.00
12 5

126
127
128 55.00

55.55
-- 56.10
56.65

! 12.63
- 12.70
12.78 49.89

41.83
35.35
30.14
12547.04
12588.87
12624.21
12654.36
2.90
2.91
2.92
1 2.92
398.90
398.91
398.92
398.92
11.28
11.55
11.79
11.99
1 2.90
2.91
2.92
2.92
0.00
0.00
0.00
0.00
129
130
131 57.20
57.75
58.30 12.85
' 12.91
'12.98 25.961
1 22.57
1 19.80 12680.31
12702.88
12722.69 2.93
2.93
2.93 398.93
398.93
398.93 12.16
12.31
12.44 2.93
2.93
2.93 0.00
0.00
0.00
132 58.85 1 13.03 ; 17.52; 12740.21 2.94 398.94 12.56 1 2.94 0.00
133 59.40 13.08 1 15.60 12755.80 2.94 398.94 12.66 ' 2.94 0.00
134 59.95 1, 13.13
6
,
12769.76
2.94
398.94
12.75 2.94 0.00
135

136 60.50

61.05 13.18

i -
13.21 , 12.5

11.26' 2782.29
1

12793.56 2.95

2.95 398.95

398.95 12.83

12.91
2.95

2.95
0.00

0.00
137 -
60 13.25 10.12
12803.68
2.95
398.95
12.97

2.95

0.00
138
139 62.
62.70 1
3.28
13.30 1
, 8.07'
12820.81 2.95
2.95 398.95
398.95 13.03
' 13.09 2.95
2.95 0.00
0.00
14
0 -
63.25
1 13.32
' 7.141 ,
12827.95
2.95
398.95
' 13.14
1 2.95
0.00
141 63.80 13.34 6.241 12834.19 2.95 398.95 13.18 2.95 0.00
142 64.35 13.35 5.37 12839.55 2.96 398.96 13.21 2.96 0.00
143 64.90 , 13.36 4.52 12844.07 2.96 398.96 ' 13.25 2.96 0.00
144 65.45 13.36 3.68 12847.75 2.96 398.96 13.27 2.96 0.00
145 66.00! 13.36
- 2.86 12850.61 2.96 398.96 13.30 2.96 0.00
146 66.55 13.35 2.05 12852.66 2.96 398.96 13.31 2.96 0.00
147 67.10 13.34 1.25 12853.91 2.96 398.96 1 13.32 2.96 0.00
148 67.65 13.32 0.45 12854.36 2.96 398.96 13.33 2.96 0.00
149 68.20 13.30 -0.35 12854.01 2.96 398.96 13.33 2.96 0.00
150 68.75 13.27 -1.13 12852.88 2.96 398.96 13.33 2.96 0.00
151 69.30 13.24 -1.92 12850.96 2.96 398.96 13.32 2.96 0.00
152 69.85 13.21 -2.70 12848.26 2.96 398.96 13.31 2.96 0.00
153 Maximum 12854.36 398.96 13.33

L

J

J K L M N O P Q R
103 Page 2B Brandywine Basin # W#5 100 Yr. Trial # = 1
104 F:\Project Files\G & A\NC\1986\Brandywine_. 25\Documents\Reports\Rout5-C.xls 11/16/05
105 Q(<1.25Tp) Q(>1.25Tp) Weir l Weir 1 Pipe 1 Riser 1 Riser 1 Weir 2 Weir 2
106 h Flow Flow h Flow h Flow
107
108 110.57
1
23.40
0.00
0.00
0.02
0.00
0.00
0.00
0.00
109 10.71 23.15 0.00 0.00 0.02 0.00 0.00 0.00 0.00
110 10.85 22.89 0.00 0.00 0.02 0.00 0.00 0.00 0.00
111 10.99_'-
22.64
0.00
0
.00
0.02
0.00
0.00
0.00
0.00

112
_
11.12',
22
.40
0
.00
'
0
.00
0.02
, 0.00
0.00
0.00
0.00
113 11.25:1 22.15 '. 0.03 0.18
0.02
' 0.00
', 0.00
' 0.00
0.00
114 1 21.91 0.08 0.74 0.02 0.00 , 0.00 0.00 0.00
115 11.501 21.68 0.13 1.50 0.02 0.00 ' 0.00 0.00 0.00
116 11.62 21.44 0.18 2.37 0.02 0.00 0.00 0.00 0.00
117 11.74 21.21 0.22 3.25 0.02 0.00 0.00 0.00 0.00
118 11.86 20.98 0.25 4.11 0.02 0.00 0.00 0.00 0.00
119 11.96 20.75 0.29 4.90 0.02 0.00 0.00 0.00 0.00
120 12.07 i 20.52 0.31 5.61 0.02 0.00 11 0.00 0.00 0.00
121 12.17 20.30 0.34 6.23 0.02 ! 0.00 ' 0.00 0.00 0.00
122 12.27' 20.08 , 0.35 16.76 0.02 0.00 , 0.00 ' 0.00 0.00
123 12.37! 19.86 1 0.37 7.22 ' 0.02 0.00 ' 0.00 0.00 0.00
124 12.461 19.64 0.38 7.60 0.02 0.00 0.00 0.00 0.00
125 12.54 19.43 '. 0.39 7.92 0.03 0.00 0.00 0.00 0.00
126 12.63' 19.22 ' 0.40 8.20 0.03 0.00 0.00 0.00 0.00
127 12.70 i 19.01 0.41 8.43 0.03 0.00 0.00 0.00 0.00
128 12.78! 0 0.42 . 8.62 , 0.03 1 0.00 ' 0.00 0.00
129 12.85 '
- 18.6 0
.42 : 8.79 0.03 1 0.00
1
0.00 ,
' 0.00
0.00
130 12.91 18.40 0.43 ? 8.94 0.03 1 0.00 0.00 ' 0.00 0.00
131 31 18.20 1, 0.43 9.06 0.03 1 0.00 '; 0.00 0.00 0.00

132
13.0 18.00
' 0.43
9.18
0.03
0.00
0.00
0.00
0.00
133 13.08 17.80 1 0.44 9.28 0.03 1 0.00 0.00 0.00 0.00
134 13.13 17.61 0.44 9.36 0.03 0.0& 0.00 0.00 0.00
135 13.18' 17.42 0.44 9.44 0.03 , 0.00 , 0.00 0.00 0.00
136 13.21 17.23 0.45 9.52 0.03 1 0.00 0.00 0.00 0.00
137 13.251 17.04 0.45 9.58 0.03 ' 0.00 ' 0.00 0.00 0.00
138 13.28'. 16.86 0.45 9.64 0.03 , 0.00 0.00 0.00 0.00

139
13.301 -
16.67
0.45
9.69
0.03
1 0.00
0.00
0.00
0.00
140 13.32 16.49 0.45 9.74 0.03 ! 0.00 0.00 ' 0.00 0.00

141
13.34 --
16.31
0.45
9.78
0.03
0.00
0.00
0.00
0.00
142 13.35 16.14 0.45 9.82 0.03 0.00 0.00 0.00 0.00
143 13.36 15.96 0.46 9.85 0.03 0.00 0.00 0.00 0.00
144 13.36 15.79 0.46 9.87 0.03 0.00 0.00 0.00 0.00
145 13.36, 15.61 0.46 9.89 0.03 0.00 ! 0.00 0.00 0.00
146 13.35 15.44 0.46 9.91 0.03 0.00 0.00 0.00 0.00
147 13.34 15.28 0.46 9.92 0.03 0.00 0.00 0.00 0.00
148 13.32 15.11 0.46 9.93 0.03 0.00 0.00 0.00 0.00
149 13.30 14.95 0.46 9.93 0.03 0.00 0.00 0.00 0.00
150 13.27 14.78 0.46 9.93 0.03 0.00 0.00 0.00 0.00
151 13.24 14.62 0.46 9.92 0.03 0.00 0.00 0.00 0.00
152 13.21 14.46 0.46 9.91 0.03 0.00 0.00 0.00 0.00
153 Maximum 9.93 0.03 0.00 0.00

S T U V W X Y Z AA
103
104 Page 3B Brandywine
F:\Project Files\G & A\NC\1986\Brandywine_ Basin # ='W#5
.25\Documents\Reports\Rout5-C.xls 100 Yr. Trial # =
11/16/05 1
105 Riser 2 Riser 2 Weir - S1 Orifice-S1 Slot 1 Weir - S2 Orifice-S2 Slot 2 Pipe 2
1106 h Flow h h Flow h h Flow Flow
107
108 0.00'
: 0.00
- - 1.59 1.34 2.791 0.00 0.00 0.00 0.00

--
109
110 0.00
0.00 0.00
0.00 1.64
1.69 1.39
1.44 2.84
2.89 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
111 0.00! 0.00 1.74 1.49 2.94 0.00 0.00 0.00 0.00
112 0.00! 0.00 1.79 1.54 2.991 0.00 0.00 0.00 0.00
113 0.001 0.00 1.84 1.59 3.03 0.00 0.00 0.00 0.00
114 0.001 0.00''

- 1.89' 1.64 3.08
' 0.00 0.00 0.00 0.00

115
0.00;
0 .00
1.94
1.69
3.12
0.00
0.00
0.00 -
0.00

116
0.00
0.00
1.98'
1.73
3.16
0.00
0.00
0.00 -
0.00
1
1
7 0
.00 O
.OO1 2.01 1.76 3.20 0.00 0.00 0.00 0.00
1
1
8
119 0
.00
0.001 I
0.00
0.00

.05
2
07
1.80

1.82
3.22:

3.25:
0.00

0.00
0.00

0.00,
0.00

0.00
0.00

0.00
120 0.001 0.00 2.10 1.85 3.27 0.00 0.00 0.00 0.00
121 0.00 0.00: 2.11 1.86 3.291 0.00, 0.00 0.00 0.00
122 0.00 0.00 2.13 1.88 ,
3.301
0.00'
0.00
0.00
0.00
123 0.001 0.00' 2.14 1.891 3.31 0.00 0.00 0.00 0.00
124 0.00' 0
.00 2.15 1.90 3.32 0.00' 0.00 0.00 0.00
125 0.00 _
0.00
2.16
1.91
3.33
0.00
0.00
0.00
0.00

126
0.00 -00
, 0.00
2.17
2.18 j
1.92,
1.93
3.33
3.341
0.00
0.00
0.00
0.00.
0.00
0.00
0.00
0.00

1
2.18
:
1.93: : 0.00! 0.00? 0.00: 0.00
129

130
131
132
133 0.00

- 0.00
0.00
0.00
0.00 0.001

0.00
0.00
0.00!

0.00;
'.
2.19 ?
2.19 !
2.191
2.20

2.20'
1.94 !
1.94
1.94
1.95

1.95 3.351

3.35
3.36
3.36

3.36' 0.00

0.00
0.00
0.00

0.00 0.00
i
0.00
0.00
0.00'

0.00
0.00.
0.00
0.00
0.00

0.00
0.00
0.00
0.00
0.00

0.00
134 - 0.00 ' _ -- .
0.00 !
2.20 -
1.95
3.36
0.00
0.00
0.00
0.00
135 0.001 0.00; 2.21 j 1.96 3.36': 0.00 0.00 0.00 0.00
7 0.00
i
2.21
1.96
3.37
0.00?1
0.
00 j
0.00
0.00
13 0 0.001
2.21
1.96
3.37
0.00
l
0
.00
0.00
0.00
138 0.00, 0.00 2.21 1.96 3.37 0.00 0.00 0.00 0.00
139 0.00' 0.00 2.21 1.96 3.37 0.00 0.00 0.00 0.00
140 0.00 0.00 2.21 1.96 3.37 0.00 0.00 0.00 0.00
141 0.001 0.00 2.21 1.96 3.37 0.00 0.00 0.00 0.00
142 0.001 0.00 2.22 1.97 3.37 0.00 0.00 0.00 0.00
143 0.001 0.00' 2.22 1.97 3.37' 0.00 0.00 0.00 0.00
144
145 0.001
0.001 i 0.00
0.00 2.221
2.22' 1.97
1.97 3.37
3.38 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00
146 0.00 0.00 2.22, 1.97 3.38 0.00 0.00', 0.00 0.00
147 0.00 0.00 2.22 1.97 3.38 0.00 0.00 0.00 0.00
148 0.001 0.00 2.22 1.97 3.38 0.00 0.00 0.00 0.00
149 0.00 0.00 2.22 1.97 3.38' 0.00 0.00 0.00 0.00
150
151
152 0.00
0.00
0.00 0.00
0.00
0.00 2.22
2.22
2.22 1.97
1.97
1.97 3.38
3.38
3.37 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00 0.00
0.00
0.00
153 Maximum 0.00' 3.38 0.00 0.00

Hydraulic Grade Line Analysis
Hydraulic Grade Line analysis for the 25 year storm follows for each system in this area.

1

I

Scenario: Base
Trinity Road
1-7A F-1 A 1_7
0
Wetland C
#1
1-3
all
stream
Title: Brandywine, System 1 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\systeml .stm Gilleece & Associates StormCAD v5.5 [5.50031
11/16/05 12:58:27 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

J

Calculation Results Summary
Scenario: Base
>>>> Info: Subsurface Network Rooted by: 0-4
>>>> Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
>>>> Info: Subsurface Network Rooted by: 0-11
>>>> Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I I 't'ype intercepted 1 Bypassed I Efficiency I Spread I Depth I
I I I Flow I Flow I (%) I (ft) I (ft) I
I I (cfs)
-
---- (cfs)
---------- I I
------------ I
-------- I
I--------I
-------
I-3 ---------
1 Generic ------I
Inlet I --------
Generic ---------
Default -----
100% 1----
----
I 6.31 0.00 i
I
I 100.0 I 0.00 0.00 I
I I-2 1 Generic Inlet Generic Default 100% 1 4.75 0.00 I 100.0 1 0.00 1 0.00 1
I I-1 I Generic Inlet Generic Default 100% 5.47 I 0.00 I 100.0 1 0.00 1 0.00 1
I I-9 1 Generic Inlet Generic Default 100% I 0.13 1 0.00 1 100.0 1 0.00 1 0.00 1
I I-8 1 Generic Inlet Generic Default 100% I 0.69 1 0.00 1 100.0 1 0.00 1 0.00 1
I I-7 1 Generic Inlet I Generic Default 100% I 0.28 1 0.00 1 100.0 1 0.00 1 0.00 1
I-7A I Generic Inlet I Generic Default 100% I 1.34 1 0.00 1 100.0 1 0.00 1 0.00 1
I-10A
-------- I Generic
---------- Inlet
------- I Generic
-------- Default
--------- 100%
----- 14.84
-- 1 0.00 1 100.0 1
------------- 0.00
-------- 1 0.00 1
----------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-4
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
Sections I Flow I (ft/s) I Upstream I Downstream I
I
-------
----------
-------
- I
----------
-------- (cfs) I
-------- I
---------- (ft)
----------- I (ft) I
------------
I
I P-3 1 I
-
1 1 24 inch I
I Circular 1
32.00 I
I 16.11 I
5.13
405.15 I
I
1 404.99 i
1 P-2 1 1 1 24 inch I Circular 152.00 I 10.19 I 3.24 405.67 405.36 I
1 P-1 1
--------- 1 1 15 inch
--------------------- I Circular
----------- 26.00
--------- I 5.47
--------- 4.46 I
----------- 405.93
----------- 1 405.75 I
--------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow (ft) Line In I Line Out I
I
------- I (cfs)
I-------- I
----------- (ft)
----------- I (ft) I
I -----------I
I
0-4 I 16.06 I 411.50 404.99 1 404.99 1
1 1-3 1 16.11 I 411.51 405.36 1 405.15 1
1-2 10.19 I 408.30 405.75 1 405.67 1
1-1
-------- 5.47
--------- I 408.30 I
------------- 406.09
----------- 1 405.93 1
-------------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-11
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I Sections I I Flow I (ft/s) I Upstream I Downstream I
I (cfs) I I (ft) I (ft) I
Title: Brandywine, System 1 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system1 .stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/16/05 01:32:39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
Calculation Results Summary
------- I --
P-8 I --------
1 I ----
1 24 ----- I
inch I ----------
Circular I -------- I
1 353.00 1 ---------
17.20 --------- I-
14.21 ------------
418.00 ----------I
400.82
P-9 1 1 1 24 inch I Circular 1 9.00 1 14.84 1 17.96 1 421.89 1 420.49 1
I P-7 1 1 1 15 inch I Circular 1 53.00 1 2.41 1 7.12 1 419.12 1 4,18.00 1
1 P-6 I 1 1 15 inch I Circular 1 66.00 1 2.29 1 9.91 1 424.21 1 419.00 1
P-5 1 1 15 inch I Circular 1118.00 1 1.62 1 7.31 1 429.26 1 424.33 1
P-4 I
----------- 1
-------- 1 15
---- inch
------- Circular
---------- 1 49.00 1
---------- 1.34 1
---------- 7.95 1
----------- 432.46 1
------------ 429.20 1
------------
I Label I Total 1 Ground I Hydraulic I Hydraulic I
I System I Elevation I Grade I Grade I
I I Flow I (ft) Line In I Line Out
I I
---
- (cfs) I
--------
----------- (ft) I
I----------- (ft) I
-----------I
I
I-
--
1 0-11 16.98 409.00 I 400.00 400.00
J-10 17.20 I 422.07 1 418.00 418.00
I I-10A I 14.84 1 423.00 422.01 421.89
I 1-9 I 2.41 I 423.08 419.24 419.12 I
1 1-8 I 2.29 I 425.89 424.33 I 424.21 I
1 1-7 1 1.62 433.46 429.36 I 429.26 1
I-7A I
--------- 1.34
-------- 435.00
------------ I 432.49
------------ 432.46
-------------
Completed: 11/16/2005 01:30:57 PM
Title: Brandywine, System 1 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\systeml .stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/16/05 01:32:39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
Profile
Scenario: Base
O ? O
o O 'T
O ? fl-
E
! cn S (n
4-1
CD
CD CO QoO
N O CO +d O
O ?0'T E
CO > .
N rn C C rY rn
Profi I e: Profi I e -1
Scenario: Base
4-1
Lr) o?LO
??C')
cli? OV)N ???
00 0
+
??
.. +
..
M > >.? E iz- t E
CO
IL M-C C - U) --E- (n
410.00
Bevation (ft)
405.00
R1
26.00 ft
15 inch
Concrete
5=0.011154ft/ft
0+00
1+00
2+00
415.00
400.00
3+00
R2
152.00 ft 24 inch Concrete
Station (ft)
@ S = 0.005000 ft/ft
Title: Brandywine, System 1
f: V. \reports\drainagecalculations\systeml.stm
11/16/05 01:36:06 PM
P-3
32.00 ft 24 inch Concrete
@5=0.010000ft/ft
Project Engineer: Peyton N. Joyner
Gilleece 8. Associates StormCAD v5.5 [5.50031
© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: Base

=mf3W`O
?Avui?
001,
7 '9 W??f? cm_ oinco
qo
?S` S? ?yaNV 'K
??O(D
O q5 N ?-p (0
19 E N,
47 C41 o?«avk
?
17 8?71 PS ?00
s
7S . ?S\ 76,
047949Ad C o-d)
e
0.00 ? P-
IS
02830,2
?53?? p8
2q i
X5,0 nqt
- - - 016>?,Z _ cm?
?yj e
0100 1+00 2+00 3+00 4+00 5+00
stafim (ft)
Title: Brandywine, System 1
f:\...\reports\drainagecalculations\system1.stm Gilleece & Associates
11/16/05 01:38:34 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666
435.00
430.00
425.00
420.00
Devabon (ft)
c
oco
?o0
08x8
415.00
Mvo'*

daS ?K?
- - 410.00
405.00
400.00
6100 7+00
Project Engineer: Peyton N. Joyner
StormCAD v5.5 15.50031
Page 1 of 1
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425.00
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Station (ft)
415.00
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Elevation (ft)
Title: Brandywine, System 1 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system1.stm Gilleece & Associates StormCAD v5,5[5.5003]
11/16/05 01:39:23 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Scenario: Base
1-12A
1-12
i
0-20
Title: Brandywine, System 2 Project Engineer: Peyton N. Joyner
f:\..\reports\drainagecalculations\system2.stm Gilleece & Associates Storm CAD v5.5 [5.5003]
11/16/05 025345 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
r-'y 1-15 J-17 J- 'a

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1

Calculation Results Summary
Scenario: Base
»» Info: Subsurface Network Rooted by: 0-20
>>>> Info: Subsurface Analysis iterations: 3
>>>> Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
I Type Intercepted Bypassed Efficiency I Spread Depth I
I I Flow 1 Flow 1 (°) (ft) (ft) I
I
I-------
---------
------ I
I--------
--------- I
----- I (cfs) 1
------------- (cfs)
----------
------------
--------
--------

1 I-16
1 Generic
Inlet
Generic
Default
100. (
1.79 1
0.00
100.0
0.00 I
0.00
j i-12 I Generic Inlet j Generic Default 100% j 9.98 0.00 100.0 0.00 0.00
I I-12B 1 Generic Inlet I Generic Default 100° I 3.73 0.00 1 100.0 0.00 0.00
I I-16B Generic Inlet 1 Generic Default 100. 1 4.07 I 0.00 1 100.0 0.00 I 0.00 1
1 I-15 Generic Inlet I Generic Default 100. I 0.53 0.00 1 100.0 0.00 I 0.00
I-14 I Generic Inlet I Generic Default 100. 1 3.33 0.00 1 100.0 I 0.00 I 0.00 1
I I-12A I Generic Inlet I Generic Default 100. I 4.96 I 0.00 I 100.0 I 0.00 I 0.00 1
I I-16A
-------- I Generic
---------- Inlet
------ I Generic
--------- Default
--------- 100. I
------ 4.62 1
-------------- 0.00
----------- I 100.0
------------- I 0.00
-------- 1 0.00 1
----------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-20
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I Sections I I I Flow I (ft_/s) I Upstream I Downstream I
I
-------I
---------- I
I --- I
------ I
----------
-------- I (cfs)
I -------- I I
-------- (ft) 1 (ft) 1

I P-7 1
1
1 36
inch I
Circular 1
27.00
1 26.58 -- I
I
1 3.76 1 -----------
419.01 I------------I
1 418.97 1
I P-6 1 1 1 36 inch I Circular 1 184.00 1 26.94 1 6.89 1 419.42 1 419.12 1
1 P-5 1 1 1 30 inch I Circular 1 41.00 1 27.00 1 9.77 1 419.59 1 419.53 1
1 P-4 1 1 1 30 inch I Circular 1 87.00 1 27.12 1 9.74 1 420.55 1 419.88 1
1 P-8 1 1 1 15 inch I Circular 1 181.00 1 8.61 1 9.58 1 425.98 1 420.88 1
1 P-3 1 1 1 18 inch 1 Circular 1 166.00 1 13.32 1 12.50 1 427.66 1 420.64 1
1 P-10 1 1 1 15 inch I Circular 1 42.00 1 3.85 1 4.17 1 421.12 1 420.96 1
1 P-12 1 1 1 15 inch 1 Circular 1 141.00 1 4.62 1 6.95 1 428.24 1 426.40 1
1 P-2 1 1 1 I8 inch I Circular 1 184.00 1 13.41 1 12.48 1 435.04 1 428.15 1
1 P-9 1 1 1 15 inch 1 Circular 1 26.00 1 3.33 1 4.06 1 421.36 1 421.25 1
1 P-1 1 1 1 18 inch I Circular 1 144.00 1 8.60 1 8.28 1 437.54 1 435.54 1
1 P-11 I
--------- 1
---------- 1 15
---- inch I
------ Circular 1
------------ 140.00
-------- 1 4.96 1
---------- 6.82 1
----------- 439.66 I
------------ 437.81 1
-------------
I Label I Total I Ground I Hydraulic I Hydraulic I
I System I Elevation I Grade I Grade I
I Flow (ft) I Line In I Line Out I

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

1 0-20 1
26.49 1
422.00 I
I
1 418.97 1 -
I
418.97 1
1 J-19 1 26.58 I 423.00 1 419.12 1 419.01 1
1 J-18 1 26.94 1 421.00 1 419.53 1 419.42 1
1 J-17 1 2-7.00 1 421.00 1 419.88 1 419.59 1
1 I-16 1 27. 12 1 425.39 1 420.96 1 420.55 1
I I-16B I 8.61 ( 429.54 1 426.40 1 425.98 1
1 J-13 1 13.32 I 431.00 1 428.15 1 427.66 1
I-15 1 3.B5 1 425.06 1 421.25 1 421.12 1
I-16A I 4.62 1 431.87 1 428.44 1 428.24 1
I I-12 I 13.41 439.62 1 435.54 1 435.04 1
Title: Brandywine, System 2 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system2.stm Gilleece & Associates Storm CAD v5.5 [5.5003]
11/16/05 02:56:13 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2

Calculation Results Summary
1 1 1-14 1 3.33 1 425.06 1 421.48 1 421.36 1
1 I-12B 1 8.60 1 442.06 1 437.81 1 437.54 1
1 I-12A 1 4.96 1 443.46 1 439.87 1 439.66 1
------------------------------------------------------
Completed: 11/16/2005 02:54:30 PM

t

1
Title: Brandywine, System 2 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system2.stm Gilleece & Associates StormCAD v5.5 [5.5003]
' 11/16/05 02:56:13 PM © Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
Profile
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4+00
5+00
6+00
415.00
7+00
Title: Brandywine, System 2 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system2.stm Gilleece & Associates StormCAD v5.5 [5.5003)
11/16/05 02:57:36 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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Title: Brandywine, System 2 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system2.stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/16/05 03:01:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
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42.00 ft 15 inch Concrete
@ S = 0.005000 fVft
0+00
Stati on (ft)
415.00
1+00
Title: Brandywine, System 2 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system2.stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/16/05 03:03:22 PM © Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
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Profile: Profile - 4
Scenario: Base
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@ S = 0.005000 ft/ft
2+00
415.00
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27.00 ft 36 inch Concrete
@ S = 0.005185 ft/ft
410.00
3+00 4+00
Station (ft)
Title: Brandywine, System 2
f:\...\reports\drainagecalculations\system2.stm Gilleece & Associates
11/16/05 03:05:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-755-1666
Project Engineer: Peyton N. Joyner
StormCAD v5.5 [5.5003]
Page 1 of 1

Scenario: Base
Q
1-24A 03
s

1-22
Title: Brandywine. System 3 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system3.stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/16/05 04:28:15 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
' Calculation Results Summary
' Scenario: Base-=------------- -------------------------------------
---------- ------ -------
' >>>> Info: Subsurface Network Rooted by: 0-26
>>>> Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
CALCULATION SUMMARY FOR SURFACE. NETWORKS
I Label I Inlet I Inlet Total I Total I Capture I Gutter I Gutter I
' I I Type Intercepted I Bypassed Efficiency Spread I Depth I
I I I Flow I Flow 1 (o) 1 (ft) 1 (ft) I
I (cfs) j (cfs) I I I I
j-------I
1 1-24 I ---------------
Generic Inlet I-----------------
I Generic Default ----- I
1000 I ------------
0.34 - j---------
j 0.00 - I-------------------- I
100.0 1 0.00 1 -------- I
0.00 I
I I-23 I Generic Inlet j Generic Default 100% 1.79 j 0.00 100.0 j 0.00 I 0. 0u j
I 1-22 1 Generic Inlet I Generic Default 100`u 1.60 I 0.00 100.0 1 0.00 1 0.00 1
11-21 1 Generic Inlet 1 Generic Default 100% 1 0.82 1 0.00 j 100.0 1 0.00 1 0.00 1
j I-24A
-------- I Generic Inlet
---------------- I Generic Default
---------------- 100% 1 6.55 1 0.00 1 100.0 1 0.00 1
----------- 0.00 1
---------
' CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-26
Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic
I I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
1 Sections I I Flow I (ft/s) I Upstream I Downstream I
I I (cfs) I I (ft) I (ft)
1-------
i P-5 I----------I----
I 1 1 18 -----I---------- -
inch I Circular j ------
20.00 - --------i-
1 10.73 I ---------I-
6.07 1 ---------- -----
421.05 j 420.84
I P-4 1 1 j 18 inch I Circular 1 155.00 1 10.81 j 9.93 1 423.81 1 421.33 1
1 P-3 1 1 j 15 inch j Circular 1 102.00 1 4.13 j 9.63 1 428.23 1 424.17 1
' 1 P-6
1 P-2 1 1 1 18
1 1 1 15 inch j Circular 1
inch I Circular 1 59.00
27.00 1 6.55 1
1 2.38 j 6.87 1
4.87 1 424.49 1 424.1.7
428.50 1 428.41 1
1
j P-1
-------- 1 1 j 15
--------------- inch 1 Circular 1
------------------- 257.00
------ 1 0.82 j
------------ 6.56 1
----------- 442.36 1 428.62
----------------------- 1
-

I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I I Flow I (ft) I Line In I Line Out I
I 1 (cfs)
- I
---
----- I (ft)
---------- I (ft) I
I-----------I
-------I
j 0-26 1 -------
10.71 -
--
I
j 422.00 I-
I 420.84 I 420.84 I
J-25 1 10.73 1 422.00 j 421.33 1 421.05 1
j I-24 1 10.81 1 427.49 j 424.17 1 423.81 j
I I-23 1 4.13 1 432.71 j 428.41 1 428.23
I I-24A I 6.55 1 427.00 1 424.58 1 424.49 j
j I-22 I 2.3B I 432.38 j 428.62 1 428.50 j
I-2.1
-------- j 0.82
--------- 450.45
------------ 1 442.42
------------ 1 442.36 I
-------------
Completed: 11/16/2005 04:23:11 PM
Title: Brandywine, System 3 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system3.stm Gilleece & Associates Storm CAD v5.5 [5.5003]
11/16105 04:24:00 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
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Scenario: Base
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Station (ft)
Title: Brandywine, System 3
f:\...\reports\drainagecalculations\system3.stm Gilleece & Associates
11/16/05 04:25:25 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone]
Elevation (ft)
Project Engineer: Peyton N. Joyner
StormCAD v5.5 [5.5003]
Page 1 of 1
Profile
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Station (ft)
Title: Brandywine, System 3 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system3.stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/16/05 04:27:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Scenario: Base
1-27
U
Cd
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Ix
1-29
U n
C?s
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Ix U
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1-34 /
CY
Title: Brandywine, System 4 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system4.stm Gilleece & Associates StormCAD v5.5 [5.50031
11/17/05 08:25:07 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
0-36 0-33
Wetland # 4
Calculation Results Summary
' cenario: Base==_________________________________________________
S
' >>>> Info: Subsurface Network Rooted by: 0-33
>>>> Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
>>>> Info: Subsurface Network Rooted by: 0-36
>>>> Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
' CALCULATION SUMMARY FOR SURFACE NETWORKS
' I Label I Inlet I Inlet I Total I Total I Capture I Gutter I Gutter I
Type
rre 1 1 d I
Ir,tercepte? d
°ypasseu f f4,
c l. ency 1 Jerre d 1
, r a Depth
,
I I I Flow I Flow I (,) I (ft) I (ft) I
I I
---------
------ I
--------
--------- I
----- (cfs)
------------- (cfs)
----------
------------ I
--------
--------
I I-32 1 Generic Inlet I Generic Default 1000 3.05 0.00 100.0 0.00 I 0.00
l i-31 I Generic Inlet Generic Default 1000 I 1.41 0.00 1.00.0 I 0.00 1 0.00 1
I-21 1 Generic Inlet I Generic Default 1001, I 5.34 0.00 100.0 I 0.00 1 0.00 1
1 I-28 1 Generic Inlet I Generic Default 100, I 2.81 1 0.00 100.0 I 0.00 1 0.00 1
I I-30 I Generic Inlet Generic Default 100, I 3.77 1 0.00 1 100.0 I 0.00 1 0.00 1
I I-29 1 Generic Inlet I Generic Default 100, 1 1.49 1 0.00 1 100.0 1 0.00 1 0.00 1
1 I-35 1 Generic Inlet I Generic Default 100, 1 1.83 1 0.00 1 100.0 1 0.00 1 0.00 1
' 1 I-34
-------- 1 Generic
---------- Inlet
------ I Generic
--------- Default
--------- 100, 1
------ 6.49 1
- 0.00 1 100.0
- 1 0.00 1
---------- 0.00 1
---------
CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-33
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I of I Si ze I Shape I (ft) I System I Velocity 1 Grade I Grade I
I Sections I I I I Flow I (ft/s) 1 Upstream I Downstream I
I I I (cfs) I (ft) I (ft) I
I---
I P- ----I
3 1 ----------
1 I----
1 18 -----I
inch I ----------I
Circular 1 --------
50.00 I--------1
1 17.38 1 ----------
17.04 I-----------
1 403.19 I ------------I
401.14 I
1 P- 2 1 1 1 15 inch I Circular 1 165.00 1 14.48 1 17.75 1 419.03 I 403.96 I
1 P- 4 1 1 1 15 inch I Circular 1 26.00 1 2.81 1 11.46 1 421.14 1 420.12 1
1 P- 6 I 1 1 15 inch I Circular 1 175.00 1 5.25 1 9.28 1 421.28 1 420.12 1
' 1 P- 1 1 1 1 15 inch I Circular 1 231.00 1 5.34 1 7.2'7 1 422.88 1 420.12 1
1 P-
---- 5 1
----- 1
---------- 1 15
----- inch I
------ Circular 1
----------- 41.00
-------- 1 1.49 1
---------- 7.56
---------- 1 421.87 1
------------- 421.42 1
-------------
I Label I Total I Ground I Hydraulic I Hydraulic
I System I Elevation I Grade I Grade I
I Flow I (f.t) Line In I Line Out I

I------- I (cfs) I
-------- I I
----------- I (ft)
----------- I (ft) I
I-----------I
0-33 I 17.36 1 402.00 1 4101.14 1 401.14 1
I-32 I 17.38 1 404.33 1 403.96 I 903.19 1
I I-31 1 14.48 1 424.97 420.12 i 419.03 I
I I-28 1 2.81 1 424.97 1 421.28 1 421.14 1
I-30 1 5.25 1 423.87 1 421.42 1 421.28 1
1 I-27 1 5.34 1 426.49 I 423.10 1 422.88 1
1 1-29
-------- 1 1.49
---------- 1 425.89 1
------------ 421.96
------------ 1 421.87 I
------------
' CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-36
Title: Brandywine, System 4 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system4.stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/17/05 08:33:46 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 2
Calculation Results Summary
I Label I Number I Section I Section I Length I Total I Average I Hydraulic I Hydraulic I
I of I Size I Shape I (ft) I System I Velocity I Grade I Grade I
I I Sections I I I I Flow I (ft/s) I Upstream I Downstream I
I I I (cfs) I
-
- I
- (ft)
----------- I (ft)
------------I
-------I---------- I--------- I
P-8 1 15 inch I ----------
Circular 1 --------
191.00 I-----
-
I 8.29 13.39 411.43 I
1 401.14 I
P-7 1 15 inch
------------------------------ Circular 1
----------- 61.00
-------- 1 6.49
---------- 1 6.45 1
----------- 412.42
----------- 1 411.82 1
--------------
I Label I Total Ground Hydraulic I Hydraulic I
I System Elevation I Grade I Grade I
Flow 1 (ft) I Line In I Line Out I
I (cfs) I
--
----------- 1 (ft)
----------- I (ft) I
I -----------
1 0-36 1 I
8.23 402.00 401.14 1 401.14 1
1 I-3b I 8.29 1 415.1.5 1 411.82 I 411.43 1
1 1-34 1
--------- 6.49
-------- 1 415.15
------------ 1 412.64
------------ 1 412.42 1
-------------
Completed: 11/17/2005 08:32:14 AM
Title: Brandywine, System 4 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system4.stm Gilleece & Associates Storm CAD v5.5 [5.50031
11/17/05 08:33:46 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2 of 2
Profile
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42500
-?
0
0
? A
O00 n?
S0
00
420.00
415.00
410.00 Elevation (ft)
O=o
0O°
06 0 eo
?O N0)
?CO OCl
7N C E
Sin=?cn
405.00
400.00
0+00
1+00
v
0 `h
S
Co
000? ?c^e
2+00
395.00
3+00
Station (ft)
Title: Brandywine, System 4 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system4.stm Gilleece & Associates StormCAD v5.5 [5.50031
11/17/05 08:36:25 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
w w w w w w ?w w w w w w w w w w w w w
Profile
Scenario: Base
Profile: Profile - 2
Scenario: Base

Nq1
O?(d N + ?Cv_ 0
00000+0
08 Ct-1cococoT-0)?
g2s iic? N c?
C? >>>
CCC-? j
430.00
425.00
Devabon (ft)
420.00
0+00
1+00
2+00
415.00
3+00
Stabon (ft)
Title: Brandywine, System 4 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system4.stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/17/05 08 38:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Concrete
@ S . 170,56 ft,,ft
Profile
Scenario: Base
Profile: Profile - 3
Scenario: Base
Cr_ 4-1
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430.00
425.00
Bevation (ft)
1700
@S

- 420.00
415.00
3+00
Station (ft)
Title: Brandywine, System 4 Project Engineer: Peyton N. Joyner
f:\...\reports\drainagecalculations\system4.stm Gilleece & Associates StormCAD v5.5 [5.50031
11/17/05 0839:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
492 Co,? 175.00 ft 15 inch Concrete
?i?g ote
@S = 0.006686 ftft
0+00 1+00 2+00
! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !
Profile
Scenario: Base
Profile: Profile - 4
Scenario-Base

N ? OM CO
N 10
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@S:
- 415.00
-- s- - 410.00
ao 0 00
IMO C)
N C Q
- 405.00
400.00
0+00
1+00
2+00
395.00
3+00
Elevation (ft)
Station (ft)
Title Brandywine, System 4 Project Engineer: Peyton N.. Joyner
f:\...\reports\drainagecalculations\system4 stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/17/05 08:41'38 AM © Haestad Methods, Inc 37 Brookside Road Waterbury. CT 06708 USA [phone] Page 1 of 1

Scenario: Base
E42A
E43A P-1 J-43
Title: Brandywine, System 5 Project Engineer: Peyton N Joyner
f_\...\reports\drainagecalcuIations\system5.stm Gilleece & Associates StormCAD v5.5 [5.50031
11/17105 10:21:38 AM © Haestad Methods. Inc 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
1-45

Calculation Results Summary
Scenario: Base
-------------
' >>>> Info: Subsurface Network Rooted by: 0-46
>>>> Info: Subsurface Analysis iterations: 2
>>>> Info: Convergence was achieved.
' CALCULATION SUMMARY FOR SURFACE NETWORKS
I Label I Inlet I Inlet Total I Total I Capture I Gutter I Gutter I
' I Type I Intercepted I Bypassed I Efficiency Spread I Depth
I I I I Flow I Flow I (%) I (ft) I (ft)
I I (cfs) I (cfs) I I I
I-------
I I-45 I---------------
1 Generic Inlet -----------------
I Generic Default -----
100% ------------
4.32 - I---------
I 0.00 - I------------ I-------- I
1 100.0 1 0.00 i
0.00 1
I-44 1 Generic Inlet I Generic Default IOU% 0.34 0.00 I 100.0 1 0.00 1 0.00 1
E43A I Generic Inlet I Generic Default 100% 1.01 0.00 1 100.0 1 0.00 1 0.00 1
' I E42A
-------- I Generic Inlet
---------------- I Generic Default
------------ 100% 1.26 0.00 ---100.0 1 0.00 1
--------- 0.00 1
---------
' CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 0-46
I Label I Number I Section I Section I Length I Total Average I Hydraulic I Hydraulic I
of I Si ze I Shape I (ft) I System Velocity I Grade Grade I
' Sections I I Flow 1 (ft/s) I Upstream Downstream
I I I I
-
-
------ I (cfs) I
-
--------
- I
---------
- (ft) I (ft)
----------
------------ I
I
1-------
I P-4 I--------------
I 1 1 15 -----I---
------I
inch I Circular I 99.00 I
I
1 6.78 1 I
12.77 1 I
403.28 1 398.69 1
I P-3 1 1 1 15 inch I Circular 175.00 1 2.58 1 9.40 1 413.26 1 403.57 1
P-2 1 1 15 inch I Circular 1 157.00 1 2.26 1 10.28 1 426.50 1 413.11 1
I P-6 1 1 15 inch 1 Circular 42.00 1 1.26 1 5.36 1 427.44 1 426.62 1
I P-1 1 1 1 15 inch I Circular 1 21.00 1 1.01 1 7.30 1 430.46 1 428.97 1
' P-5
-------- -- - -1 115
- ---- inch I Circular 1
------------------ 21.00
------ 1 1.26 1-
-------- 9.03 1
--- 431.63 1 429 44
----------- - 1
-

t

I Label I Total I Ground I Hydraulic I Hydraulic I
I I System I Elevation I Grade I Grade I
I Flow I (ft) I Line In I Line Out I
I
------- I (cfs) I
-------- I
----------- (ft)
----------- I (ft) I
I -----------I
1 0-46 I
I
1 6.76 1 I
400.00 1 398.69 1 398.69 1
1 1-45 1 6.78 1 406.93 1 903.57 1 403.28 1
1 1-44 1 2.58 1 417.32 1 413.39 1 413.26 1
1 J-43 2.26 I 431.00 1 426.62 1 426.50 1
1 J-42 1.26 I 431.75 1 427.52 1 427.44 1
1 E43A I 1.01 1 432.00 1 430.53 1 430.46 1
1 E42A
-------- I 1.26
--------- I 433.00 1
------------- 431.71
----------- 1 431.63 1
-------------
------------------------
Completed: 11/17/2005 10:15:43 AM
Title: Brandywine, System 5 Project Engineer: Peyton N. Joyner
1:\...\reports\drainagecalculations\system5.stm Gilleece & Associates StormCAD v5.5 [5.5003]
11/17/05 10:16:52 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Profile
Scenario: Base
O ? 0

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c =
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Title: Brandywine, System 5
f:\...\reports\drainagecalculations\system5. stm
11/17/05 10:1903 AM
Profile: Profile - 1
Scenario: Base
Station (ft)
Gilleece & Associates
© Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone]
395.00
5+00
Project Engineer: Peyton N. Joyner
StormCAD v5.5 [5.5003]
Page 1 of 1
?9"
0+00 1+00 2+00 3+00 4+00
Profile
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0)
0) Ct=!
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0+00 is i . nch 1+00
@ S , 0 02'4 Concrete
29 ft/ft
Station (ft)
Titie: Brandywine, System 5
f:\...\reports\drainagecalculations\system5.stm Gilleece & Associates
11/17/05 1020:57 AM © Haestad Methods, Inc- 37 Brookside Road Waterbury, CT 06708 USA [phone]
Profile: Profile - 2
Scenario: Base
V
NO O Cr_
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Elevation (ft)
Project Engineer: Peyton N. Joyner
StormCAD v5.5 [5.5003]
Page 1 of 1

Stream Crossing Calculations

Calculations follow this page.

m
I
co
m m r

0
1
CD

nn
PROJECT. L)rll?iY?7YL.tiiN?J DESIGNER: ?iZz

DATE:
HYDROLOGIC AND CHANNEL INFORMATION

W Cc.c?v `tTJ -2 f--(, 6(,l HA c vii? SKETCH
STATION : X50
E? y25

AHW=
0 TWI
Qlw 2 = t? T\1'2 - 2.3rr
ELYI&9 TW
SoE rSSo
?
VELLOCITY =
a I DESIGN DISCHARGE , SAY OZS MEAN STREAM
( OZ : CHECK DISCHARGE , SAY 050 OR 0100, ) MAX. STREAM VELOCITY=
u
CULVERT HEADWATER COMPUTATION 3 ?t
DESCRIPTION o slzE INLET CONT. OUTLET CONTROL HW=H + ho -LSO Q = o COST COMMENTS
~ W

HW Ke H dc d?2D TW h0 LSO MW >
(ENTRANCE TYPE) p
I
S r? Y1.79 D I.FsZ '155 •5 26 25 ZS :?lro 1.C. `/. SS q

SUMMARY & RECOMMENDATIONS:
BACK(A;TF `C IV23.lib

?rl l?tJt? ? ivt1= __ ??? !??= _ 1 f? .. _ .._._....._. _ _.-. _.__... -- - 12- /1
Exhibit 11
O
ISO 10,000
168 8,000 EXAMPLE ( ?) (2) (3)
166 6000 0.42 Inches (3.5 fast) 6.
144
5,000
Q• 120 eta
6.
4,000 mw 6. S.
132

3,000 D feM

S.
4.
(1) 2.0 ?a 4.
120 (2) 2.1 7.4

108 2,000 (3) 2.2 7.7 4.
3.
OD Is feet 3.
96 1,000 3.
800
84
600
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72 400

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X 300 I.S I.S
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0
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33 h•.a.ll o .9
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(3) Groove *ad

tT 10
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6 To a• scale (!) or (3) project
tI- S ho?Isatelly to scale (1). then
4 vas strst? t letf ne Ile thrwgA
D end 0 sales, or reverse as
6
3 illustrated.
1s

t pro)sstlns
16
1.0
L.6
s
6
6
`It HEADWATER DEPTH FOR
MEADWATER SCALES 2113 CONCRETE PIPE CULVERTS
REVISED MAY 1964 WITH INLET CONTROL
BUREAU Of PUBLIC IIOADO JAIL HM
VI-11
Exhibit 15
?Z//k/05
O

f7 2000
T? M

000

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=
i

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SUBMERGED OUTLET CULVERT FLOWING FULL

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wo 120 For oellel 0e1e Met w bmr"d, emeoele MW ?F .6
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600 108
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20
to I5
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12
NIREAU OF MALIC ROADS JAN. PM
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n = 0.012
VI-15
m m m
r
co

0
c
1
CD

2?4sub f' wl1uF
PROJECT: DESIGNER:
.DATE:
HYDROLOGIC AND CHANNEL INFORMATION SKETCH -"too
STATION: ?Q A'
E L, ?fo 9
?/OZ,-541
AHW=?1?5
01 q ,Q2 = 38' 61 TW2 = 2.5 EL r:3 So_ a.f&F EL F-
rc.?

MEAN STREAM VELOCITY= IL•G c7
01 ¦ DESIGN DISCHARGE , 56;Y Oyg
( 02 s CHECK DISCHARGE , SAY 050 OR 0100 MAX, STREAM VELOCITY=
u
CULVERT HEADWATER COMPUTATION : ,.?
DESCRIPTION 0 SIZE INLET CONT. OUTLET CONTROL HW=H + h0 -SO _ _j o COST
(ENTRANCE TYPE) 0 HW !C? H de ?2D TW h0 LSO HW >

MMENTS

SQUARC 606r- 3"? :V 1,? 41.25' O.5 V5 .. J.; _ ' I.W .8, 425 _c .

SUMMARY & RECOMMENDATIONS:
Q?cK(.,a?rEri ?L: AioZ.s?.
/ Icy 05
Exhibit 11
0
ISO 10,000
166 8,000 EXAMPLE ( ?) ( 2) (3)
136 6 ?? D•42 Inehw (3.5 fwt)

144
6,000 0.120 of
3.
4,000 a MN 6• 3.
132 D too
4

3000
(1) 2.5 E.8
3' .
4.
120
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3.
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96 1,000 3.
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34 t

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0 3 HW ENTRANCE
SCALE o
1
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W 36 30 (1) Square ad" with
t
9
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6 To as* scale (2) or (3) Project

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6
3 illr•tr•tN. .6
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3 .5 .s
1.0 •
HEADWATER DEPTH FOR
HEADWATER SCALES 253 CONCRETE PIPE CULVERTS
supEAU (W PWLIC IIDADIll JAK tM REVISED MAY 1964 WITH INLET CONTROL
VI-11
Exhibit 15
(3ft?r?rOYw?w U/ 2,31-00 12/ici/os
0

2000

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M

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SUSNEROEO OUTLET CULVERT FLowiNG F
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Boo 120 For ouliot ere" not K*moryoe, ooreouh Mw er,
6
wotMp Neeribo in "w d"iw Froc"wo
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300 /
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66

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W 2
r
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6
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.
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24

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10 -15
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44
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DUIMAU OF KSLC ROADS JM. PM
I
HEAD FOR
CONCRETE PIPE CULVERTS
FLOWING FULL
n = 0.012
VI-15

Stormwater Channel Calculations
Calculations follow this page.

athAmmicen Germ-ECNDS Version 43 2/15/M 151AM WUTED OY: JFTZ
PROJECT MWE: Btanthmlrte CT N0: 1S.25
DM STA IONMEACH: UA475;Z 0 STATION/REACH: FWNAGE AREA 1.966 ESIGN FREQUENCY. 10v
Omiepe Fbdc Fbw F221 I1 ydmic Nam DS75 (nPmod Drs) R D t
7.1 0.1 249 0.32 037
S - 0.0500
1 20 •WdU«i-?600N• 201
Not to Scale

Reerh Malf rg Type
labbtY Vegdetion f]+eterleristrs
F'errtusble
CaInlMed
Safety Fecta
Remarks
Staple Palle. Place Qau Type Derr Sheen Streu
IPA SFr Sheu
4w)
StraiD4 DS75 Urwepdeted 1.55 1.15 1.35 STABLE
Stapb D
t4ft S150
Bedcto rpRSaeen

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
UER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: Brandywine PROJECT NO.: 1986.25
MPUTED BY: JRZ DATE: 12/15/2005
FROM STATION/REACH: Lot47Swale TO STATION/REACH:
DRAINAGE AREA: 1.956 DESIGN FREQUENCY: 10 yr
INPUT PARAMETERS
Channel Discharge : 7.1 cfs (.20 MA 3/s)
ak Flow Period : 0.1 hours
tannel Slope :0.05 ft/ft (0.05 m/m)
Channel Bottom Width : 6.0 ft (1.83 m)
ft Side Slope :2:1
fight Side Slope :2:1
hannel Lining : S150 Staple D
ermi. Shear(Tp) :1.75 psf (83.8 Pa)
Phase = 0
CALCULATIONS
itial Depth Estimate = 0.16 * (7.1 /(0.050^0.5))"0.375 = 0.59 ft (.18 m)
inal Channel Depth (after 8 iterations) = .37 ft (0.11 m)
low Area = (6.0 * 0.4)+(0.5 *0.37^2 * (2.0+2.0)) = 2.5 sq.ft (0.2 m^2)
et Per. =6.0 +(0.4*(((2.0"2)+1)^.5 +((2.0^2)+1)^.5)) = 7.7 ft (2.3 m)
ydraulic Radius = (2.5 / 7.7) = 0.3 ft (0.1 m)
hannel Velocity =(1.486/0.055)*(0.3^0.667)*(0.050^.5) = 2.9 fps (0.9 m/s)
hannel Effective Manning's Roughness = 0.055
lalculated Shear (Td) = 62.4 * 0.37 * 0.050 = 1.15 psf (55.1 Pa)
afety Factor = (Tp/Td) = (1.75 /1.15) = 1.52

alhAmaicanGrem-ECMDS VemnnU Y1WM 1-9AM TEDDY: JRZ
t PROJECT NAME: Bmn*.m PROJECT NQ: 190625
OM STATION)REACH: LaM79welo 0 STATION/REACH: RAINAGE AREA 1.956 ESION FREQUENCY: 10w
UmviocedVegeldim
D'srhspe Peak Flaw e6dly (fps Arm (sglt) Hydaic Nand
ds Peiod R D
7.1 011 258 275 0135 a10
' s -amDg
lI ?1
' wx°=°?oon zo
Not to Scale

L

Reach Mar&V Type
tdilly Vegddim D-cf-b.
penissble
CabAMed
Sdely Fad.
Remaks
Stapb PatEem Phase Claw Type V&,* Shea Stress
IwQ Shea Sbou
6rd1
StraigM Umeirgmed Vegetation D Ma 7S95X 3.33 1.26 261 STABLE
Sol Cl ey 01070 0.019 377 STABLE
Begk m Itput Screen

t***************************************************************************
NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
?SER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
*****************************************************************************

PROJECT NAME: Brandywine PROJECT NO.: 1986.25
LOOM MPUTED BY: JRZ DATE: 12/15/2005
STATION/REACH: Lot47Swale TO STATION/REACH:
DRAINAGE AREA: 1.956 DESIGN FREQUENCY: 10 yr
INPUT PARAMETERS
***************************************************************************
Channel Discharge : 7.1 cfs (.20 MA 3/s)
eak Flow Period
k : 0.1 hours
hannel Slope :0.05 ft/ft (0.05 m/m)
.Channel Bottom Width : 6.0 ft (1.83 m)
eft Side Slope :2:1
fight Side Slope :2:1
hannel Lining : Unreinforced Vegetation Mix 75-95%
ermi. Shear(Tp) :3.33 psf (159.4 Pa)
Phase = 1
Class = D Vegetation
Soil =Clay
Allowable Soil Shear(Ta):0.07 psf (3.35160001426935 Pa)
CALCULATIONS
****************************************************************************
Initial Depth Estimate = 0.16 * (7.1 /(0.050^0.5))^0.375 = 0.59 ft (.18 m)
Final Channel Depth (after 8 iterations) =.4 ft (0.12 m)
Flow Area = (6.0 * 0.4)+(0.5 *0.40^2 * (2.0+2.0)) = 2.8 sq.ft (0.3 m^2)
Wet Per. =6.0 +(0.4*(((2.OA2)+1)".5 +((2.0^2)+1)^.5)) = 7.8 ft (2.4 m)
,Hydraulic Radius = (2.8 / 7.8) = 0.4 ft (0.1 m)
Channel Velocity =(1.486/0.064)*(0.4^0.667)*(0.050^.5) = 2.6 fps (0.8 m/s)
'Channel Effective Manning's Roughness = 0.064
Calculated Shear (Td) = 62.4 * 0.40 * 0.050 = 1.26 psf (60.4 Pa)
vuI? Ly I "%OLWO - k I JJI I u1 - w-0%J i 1 L.VY
t ective Stress on Soil (Te)=1.3*(1-0.75)*(0.0156/0.064)^2 =0.02 psf (0.9 Pa)
fety Factor = (Ta/Te) = (0.07 /0.019) = 3.77

1

q 6-
0 `V 11c
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
April 13, 2006
DWQ Project # 06-0285
Wake County
Mr. Jerry Nowell
900 E. Chatham Street
Cary, NC 27511
and
Mr. Joseph Levinson
P.O. Box 117
Benson, NC 27504
Subject Property:
Brandywine Subdivision
Ut to Richlands Creek [030402, 27-33-11, C, NSW]
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (15A NCAC 2B.0233) with Additional Conditions
Gentlemen:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.008 acres of wetland, 389 linear feet of stream and 20,494 square feet of
Zone 1 protected Neuse River basin riparian buffer and 16,141 square feet of Zone 2 protected Neuse
River basin riparian buffer to construct the proposed residential subdivision at the subject property, as
described within your application dated February 14, 2006, and received by the N.C. Division of Water
Quality (DWQ) on February 21, 2006, with additional information received on March 28, 2006. After
reviewing your application, we have decided that the impacts are covered by General Water Quality
Certification Number(s) 3402 (GC3402). The Certification(s) allows you to use Nationwide Permit(s)
NW39 when issued by the US Army Corps of Engineers (USACE). This letter shall also act as your
approved Authorization Certificate for impacts to the protected riparian buffers per 15A NCAC 2B .0233.
In addition, you should obtain or otherwise comply with any other required federal, state or local permits
before you go ahead with your project including (but not limited to) Erosion and Sediment Control, and
Non-discharge regulations. Also, this approval to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application shall expire upon expiration of the 404 or CAMA
Permit.
This approval is for the purpose and design that you described in your application. 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 Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 2H.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
One
N Caro};na
401 Oversight/Express Review Permitting Unit
QtfurQ<[?
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http_//h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Jerry Nowell and Joseph Levinson
Page 2 of 5
April 13, 2006
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
Amount A roved Units) Plan Location or Reference
404/Wetland 0.008 acres PCN page 4 of 11
Stream 389 linear feet PCN page 4 of 11
Buffer -Zone 1 20,494 (square ft. PCN page 7 of 11
Buffer - Zone 2 16,141 (square ft. PCN page 7 of 11
2. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
3. Erosion and sediment control practices must be in full compliance with all specifications governing
the proper design, installation and operation and maintenance of such Best Management Practices in
order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
C. Sufficient materials required for stabilization and/or repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
4. Sediment and Erosion Control Measures
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within six months of the date that
the Division of Land Resources has released the project;
5. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning fencing
(or similar high visibility material) for the areas that have been approved to infringe within the
buffer, wetland or water prior to any land disturbing activities to ensure compliance with 15A
NCAC 213.0233 and GC 3404;
Jerry Nowell and Joseph Levinson
Page 3 of 5
April 13, 2006
6. Diffuse Flow (No Review)
All constructed stormwater conveyance, outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
7. Culvert Installation
Culverts required for this project shall be installed in such a manner that the original stream profiles
are not altered. Existing stream dimensions (including the cross section dimensions, pattern, and
longitudinal profile) must be maintained above and below locations of each culvert. Culverts shall
be designed and installed to allow for aquatic life movement as well as to prevent head cutting of
the streams. If any of the existing pipes are or become perched, the appropriate stream grade shall
be re-established or, if the pipes installed in a perched manner, the pipes shall be removed and re-
installed correctly.
Culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of the
stream up or down stream of the culvert(s). Existing stream dimensions (including the cross section
dimensions, pattern and longitudinal profile) shall be maintained above and below locations of each
culvert.
Placement of culverts and other structures in waters, streams, and wetlands must be placed below
the,elevation of the streambed by one foot for all culverts with a diameter greater than 48 inches,
and 20 percent of the culvert diameter for culverts having a diameter less than 48 inches, to allow
low flow passage of water and aquatic life. Design and placement of culverts and other structures
including temporary erosion control measures shall not be conducted in a manner that may result in
dis-equilibrium of wetlands or streambeds or banks, adjacent to or upstream and down stream of the
above structures. The applicant is required to provide evidence that the equilibrium shall be
maintained if requested in writing by DWQ.
The establishment of native, woody vegetation and other soft stream bank stabilization techniques
must be used where practicable instead of rip rap or other bank hardening methods. If rip-rap is
necessary, it shall not be placed in the stream bed, unless specifically approved by the Division of
Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed
to adequately accommodate high water or flood conditions.
Upon completion of the project, the Applicant shall complete and return the enclosed "Certificate of
Completion" form to notify NCDWQ when all work included in the §401 Certification has been
completed. The responsible party shall complete the attached form and return it to the
401 /Wetlands Unit of the NC Division of Water Quality upon completion of the project. Please
send photographs upstream and downstream of each culvert site to document correct installation
along with the Certificate of Completion form.
8. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained jurisdictional wetlands,
waters and protective buffers in order to assure compliance for future wetland, water and buffer
Jerry Nowell and Joseph Levinson
Page 4 of 5
April 13, 2006
impact. These mechanisms shall be put in place prior to impacting any wetlands, waters and/or
buffers approved for impact under this Certification Approval and Authorization Certificate. A
sample deed notification can be downloaded from the 401 /Wetlands Unit web site at
http://h2o.enr. state. nc. us/ncwetlands. The text of the sample deed notification may be modified
as appropriate to suit to this project;
9. Construction Stormwater Permit NCG010000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division of Land
Resources (DLR) or a DLR delegated local erosion and sedimentation control program, an
NPDES General stormwater permit (NCGO10000) administered by DWQ is automatically issued
to the project. This General Permit allows stormwater to be discharged during land disturbing
construction activities as stipulated by conditions in the permit. If your project is covered by this
permit [applicable to construction projects that disturb one (1) or more acres], full compliance
with permit conditions including the sedimentation control plan, self-monitoring, record keeping
and reporting requirements are required. A copy of this permit and monitoring report forms may
be found at htW. //h2o. enr. state. nc. us/su/Forms_Documents. htm. ;
Miti g tom:
10. Compensatory Mitigation Using the Ecosystem Enhancement Program (EEP)
Mitigation must be provided for the proposed impacts as specified in the table below. We
understand that you wish to make a payment to the Wetlands Restoration Fund administered by
the NC Ecosystem Enhancement Program (EEP) to meet this mitigation requirement. This has
been determined by the DWQ to be a suitable method to meet the mitigation requirement. Until
the EEP receives and clears your check (made payable to: DENR - Ecosystem Enhancement
Program Office), no impacts specified in this Authorization Certificate shall occur. The EEP
should be contacted at [phone] if you have any questions concerning payment into a
restoration fund. You have one month from the date of this approval to make this payment. For
accounting purposes, this Authorization Certificate authorizes payment into the Wetlands
Restoration Fund to meet the following compensatory mitigation requirement:
Compensatory Mitigation
Required River and Sub-basin Number
Stream - perennial 258 linear feet Neuse/03020201
Buffers - Zone 1 15,786 (square feet Neuse/03020201
11. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401 Oversight/Express Review Permitting Unit, North Carolina
Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification, shall expire upon
expiration of the 404 or CAMA Permit.
Jerry Nowell and Joseph Levinson
Page 5 of 5
April 13, 2006
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), 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, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act and the Neuse riparian buffer protection rule as described within 15A NCAC 2B .0233. If you have
any questions, please telephone Cyndi Karoly or Ian McMillan at 919-733-1786.
Sincerely,
Alan W. Klimek, P.E.
AWK/ijm
Enclosures: GC 3402
Certificate of Completion
cc: Aaron Cooper, Soil & Environmental Consultants, P.A., 11010 Raven Ridge Road, Raleigh, NC 27614
USACE Raleigh Regulatory Field Office
Mike Horan, DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Filename: 060285BrandywineSD(Wake)101_NBR
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
--z March 28, 2006
S&EC Project # 9236.W1
DWQ No. 06-0285
Division of Water Quality
Attn: Cyndi Karoly u) t,
NI-p
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
Re: Reply to the Division of Water Quality's March 1 request for additional information
Brandywine Subdivision
Cary, Wake County, North Carolina
Dear Ms. Karoly:
This letter is in response to your letter dated March 1, 2006 (copy attached), which
requested additional information for the proposed Creekside Subdivision. Please find
three copies of the requested changes.
Additional Information - Stormwater Management Plan
1. Please provide a level spreader worksheet for level spreader No. 1.
We did not have a level spreader # 1 because the elevation of the pond is below the
elevation of the edge of the riparian buffer. The outlet pipe discharges into the
channel and outlet protection is provided.
2. Please provide worksheets and an Operations and Maintenance Agreement and a
construction replanting schedule for each proposed stormwater wetland.
This project is in the Town of Cary and the town requires Operations and Maintenance
Agreements to be completed prior to the recordation of lots. I have attached sample
agreements which will be completed at that time. I have also attached sheet L-2 and L-3
that show the planting schedule.
3. Level spreaders should not be placed in the buffer zones. Please submit revised
plans showing all level spreaders removed from the buffers.
Charlotte Office:
236 LePhillip Court, Suite C
Concord, NC 28025
Phone: [phone]
Fax: [phone]
Greensboro Office:
3817-E L?awndale Drive
Greensboro, NC 27455
Phone: [phone]
Fax: [phone]
I have attached sheet C-12 to C-16 that show that the level spreaders have been
removed from the buffer.
4. Please provide an inventory of the percent project imperviousness area based on
the estimated built-out condition (please include buildingfootprints, roads,
driveways, sidewalks, decks, swimming pools, gravel-covered surfaces, etc.).
I have attached the nitrogen control plan computation form. This should adequately
detail the proposed impervious area. The project has a total percent impervious area
of 23.7%. This is based on an assumed 2650 SF house footprint and a total lot
impervious area (house, drive, deck, etc) of 3400 SF.
Please call if you have any questions or require further explanation.
Sincerely,

Aaron Cooper
Attachments: 1) DWQ letter dated March 1, 2006
2) Nitrogen Control Plan
3) Plant List Details (Sheet L-3)
4) Landscape Plan (Sheet L-2)
5) Revised Grading, Drainage, and Erosion Control Plans (Sheets C12-
C16
2
O'O? W A r?9?G
co
r
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
March 1, 2006
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Jerry Nowell
900 E. Chatham Street
Cary, NC 27511
and
Mr. Joseph Levinson
P.O. Box 117
Benson, NC 27504
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 06-0285
Wake County
EGEIVE
MAR 10 2006
By: Sal S Enwm0mental Cttnstdtanls. PA
Subject Property: Brandywine Subdivision
Ut to Richlands Creek [030402, 27-33-11, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Nowell and Mr. Levinson:
On February 21, 2006, the Division of Water Quality (DWQ) received your application dated
February 14, 2006, to impact 0.008 acres of wetland, 389 linear feet of stream and 20,494 square
feet of Zone 1 protected Neuse River basin riparian buffer and 16,141 square feet of Zone 2
protected Neuse River basin riparian buffer to construct the proposed residential subdivision.
The DWQ has determined that your application is incomplete and/or provided inaccurate
information as discussed below. The DWQ will require additional information in order to
process your application to impact protected wetlands and/or streams on the subject property.
Therefore, unless we receive the additional information requested below, we will have to move
toward denial of your application as required by 15A NCAC 2H.0506 and will place this project
on hold as incomplete until we receive this additional information. Please provide the following
information so that we may continue to review your project.
Additional Information Requested:
1. Please provide a level spreader worksheet for level spreader No. 1.
2. Please provide worksheets and an Operations and Maintenance Agreement and a
construction replanting schedule for each proposed stormwater wetland.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: hgp://h2o.enr.state.nc.us/ncwetlands
One
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Caro ina
AA uraily
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Jerry Nowell/Joseph Levinson
Page 2 of 2
March 1, 2006
3. Level spreaders should not be placed in the buffer zones. Please submit revised plans
showing all level spreaders removed from the buffers.
4. Please provide an inventory of the percent project imperviousness area based on the
estimated built-out conditions (please include building footprints, roads, driveways,
sidewalks, decks, swimming pools, gravel-covered surfaces, etc.).
Please contact the DWQ within three weeks of the date of this letter to verify that you have
received this letter and that you remain interested in continuing to pursue permitting of your
project and will be providing the DWQ the requested information at a later date. Please contact
me in writing and Eric Kulz of the DWQ Raleigh Regional Office. If we do not hear from you
within three weeks, we will assume that you no longer want to pursue this project and we will
consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands,
waters or protected buffers. Please be aware that any impacts requested within your application
are not authorized (at this time) by the DWQ. Please call Ms. Cyndi Karoly or Mr. Ian
McMillan at 919-7334786 if you have any questions regarding or would like to set up a meeting
to discuss this matter.
Sincerely,
0-14
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/ijm
cc: Eric Kulz, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Aaron Cooper, Soil & Environmental Consultants, P.A., 11010 Raven Ridge Road, Raleigh, NC
27614
Filename: 060285BrandywineSD(Wake)0n_Ho1d
Nitrogen Control Plan
Residential Subdivisions with no known building footprints.
Project Title: Brandywine
Part I Riparian Buffers:
Area includes riparian buffers?
If yes, [] 50 foot
River Basin? [X] Neuse
Basis for exemption: _
Show buffers on site plan.
Part H. Nitrogen Calculations (Method 1, Appendix C):
a. Subdivision information:
Number of lots 89 Average house size 2650 SF
Number of lots/acre 4.05 Amount of Right-of-Way 5,73
Total area of lots (excluding Percent of Right-of-Way
R/W and open space) 22.00 AC that is impervious area 64
Average lot size 10,768 SF Total estimated impervious area 480,147 SF
b. Pre-development Loading:
Type of Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
Impervious Area
Nitrogen Loading Rate (lbs/ac/yr) =
c. Post-development Loading:
TOTAL
0.60
Type or Land Cover
Permanently protected undisturbed open space (forest,
unmown meadow)
Permanently protected managed open space (grass,
landscaping, etc.)
Right-of-Way (read TN export from Graph 1)
Lots (read TN export from Graph 2)
Nitrogen Loading Rate (Ibs/ac/yr) =
Nitrogen Load after BMPs =
Nitrogen Load Offset by Payments =
Net change in on-site N Load =
Part III. Control of Peak Storm Water Flow
Calculated Pre-development Peak Flow:
Calculated Post-development Peak Flow:
D No [X] Yes [] Exempt
[X].100 foot
[] Cape Fear
TOTAL
4.04
2.42 ?aRo ?.
0.00 S/p ..
q'?
1.82 •
0
4 SEAL.
!
8922 t

43.25
38.49 '.y0??? ••......•• a0 ?: 41
%.,,??CNOI.AS0..`''1? j, 13/9

TN Export
Area TN Export Coeff. From Use
(acres) (lbs/ac/yr) (lbs/yr)

46.54
0.60 27.92
0 1.20 0
0 21.20 0
46.54 27,92
TN Export TN Export
Area Coeff. From Use
(acres) (Ibs/ne/vr) (Ihs/vrl
14.82 0.60 8.89
3.99 1.20 4.79
5.73 12.0 68.76
22.00 4.8 105.60
46.54 188.04
1, the undersigned, certi to the bes f my knowledge that the above information is correct (affix seal).
?J i
Supply notes and d ails show g' ntr of Nitrogen and peak stormwater runoff.
SINGLE FAMILY RESIDENTIAL PLANTING STANDARDS
Required Landscaping
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Town of Cary Community Appearance Manual
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LA-2S PLANTING DETAILS
Shrub. Groudcover, and Perennial Planting
BUFFER PLANTING STANDARDS
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Town of Cary Commurlty Appearance Manual
19
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TYPICAL ENTRY COLUMN
NEIGHBORHOOD STREETS - LANDSCAPE STANDARDS
BOTANICAL NAME COMMON NAME MAT. SIZE MIN. CAL.
Are -Co-Glmr' HPm C- Day J31M' A'
P<c rWnn TLLd wa.. rope RCd Sam, as 1'
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CAP Am wegmnu.. ropamdme ls' 4-
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PLAQUE INSET
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WITERTABIE Wad: r.d.x. Ylmd wenr.w MWkClAA, W.....w 3O'.0• II-111.
MA,-r.d-,DUONrNnd Mw.4 Uptid.4 30'x60• IldTht
S111 I" BED-wN 11 OW,
TTAUPONHOLUES•,SyrHT. Quernynu pak0- 10•,0• A-
Qartu Or/du OakUwd 040' 4•
Qarc. bran AthM., Oak HObae 0-P S040• 35-
Q- D.k N I 0110' V
Qamm phda O,xwA 30450' 4-
Qw•cv.Phia'H0a.N O.k Hymr.rw3 ]0'sSS 3S'
Q.rcm dmmra thk bb.mrtl a' 1'
BUFFER PLANTING STANDARDS
Type B Semwpaque
120' LANDSCAPE STRIP AID
a _
i, __ .... -wawaRra
sEenDa
cat
B ! /
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6LI}

NOTE:
PROVIDE AT LEAST 112 OF ME REWIRED
SHRUBS QN EACH SIDE OF THE PROPOSED
i. FENCE LE 20 SHRUBS REWIRED PER 100
?l UHEAF FEET; 10 PER EAC4 DOE CG FENCE.
it
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PLAN
Town of Cary Community Appearance Manual
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LA-24 PLANTING DETAILS
Tree Planong
COMMENTS
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arc, owe wr6 rrdd agar ban germ rd
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EACH NEIGHBORHOOD STREET SHALL HAVE A MINIMUM OF ONE NEWLY PLANTED SHADE TREE FOR EACH 40' LINEAR FEET
(CURBSIDE); THIS REQUIREMENT MAY BE WAIVED IF SIGNIFICANT VEGETATION IS RETAINED BETWEEN THE STREET AND
PROPOSED HOUSE.
'CALIPER SIZES MAY BE REDUCED DUE TO AVAILABILITY; HOWEVER SIZES MUST BE UNIFORM FOR EACH STREET OR SECTION
OF STREET AND IN NO CASE SHALL STREET TREES BE LESS THAN 2' CALIPER BY V TALL.
PLANTS FOR ENHANCING OR SCREENING
STORMWATER MANAGEMENT DEVICES
PLANT TYPE BOTANICAL NAME COMMON NAME MAT. SIZE MIN. CAL. COMMENTS
ALG. MAT TRH Ace, nerve rape Rd:Obxa name 0'•60• I. wn red nwk N mtkn cult n rw,M,,-d hll color
,'I Ili
Pj Il
JEF 30 8 ARM, WC, ll
Landscape Architecture
Land Planning
Environmental Design
905 Jones Franklin Road
Raleigh XDrfh Carolina 27606
[phone] lax. [phone]
277 SE 5e Avenue
Delray Beach Florida 33483
(561) Z76-0439 lax. [phone]
. PavAnrr I
Brandywine
Subdivision
Cary, North Carolina
1

ALG Iiwi.TRH
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-
ALG. MAT TREE Uqi -, fgnriRm S.ae G-Mlydmn 601-7S' I. con t-AA WI cola, ro Pau. peen »y loom lawn

ALG. MATTREE Ugdco Ew fgnaflm Sneetpuk Frudaf 5Ted- I.sa Spam fat tda, man coi-fh:n aidrd. led .(A :.

ALG MAT,TRH
Qurws bimld
O.k Swap White
50'40'
I. fa msdea, bvdm
good mbnlha h bacon luld,.od ml
A.I.S. MAT TRH Sall. b.bplo0o WIIaaWaplfe 30'-0' I. Pu wpx r.tlxd
ALG. MATTREE T°0dlum dNcllvm C}prea kw 50'-60' I.wn dxidoWN O0alr, lnlhery A.D.P. red m hll
CSHRUB ryaxN-1,b AdayNAee' Splr-Mb ry M- 2'-1' Lair AaN Ida dev amdnepirk Owen In ba rpnrz
EGWS Wrn/ea inYO Hupl.evra' Red W-G-ur 3.4' I. nn W b-* m.-I h-rcl lace Plw w wrirq
EGRASS Mbrnrh-a uwa'Gnd'mi K Maiden Gruf 5-11' I..n 0¢avardMmsriaga0dwnircv,{6xafpM1r

ALG. MAT.IAH
Mitaa oranelglh
Syonlan Fuarn
60'-75'
Lfun,uMxw
rAJOflr b.N.onnrAnk°, ad}P.drs.ase Wablean . u man's
CSHRUB Mr---d- Wu Mr-ae 101-I2' 2fa,0mron auk mea, n1low a.a Inn fpl ml- 11am per TOC Cn1a11M6
C:s6mu0 wranam opda'Rme,m' 11ir6m,ra; Evrapan SU.mu e-IZ' LwnwNVn w+va aosr munMP,ymwNf. mfpn a:. wr
02/1493
per TOC corranents
CSHRUB ha Wrpnlo Swee°pre 0' 2. an,umdnn elk red I- ht,,- fl-, Mry.Jane. nom
da°ip,-.lad w .k r
B:SM MAT TREE WI nmim Slluxbdl,Gmli,. 3.-hvk Udraon um, Wt beg fluxed fl-I. W 5.0-60
ALG. MAT.TREE mg 1'u rirginw. mgndiR Sneer Bag 25'60' 4ShAde rdaao -11-dind faL dpr.owpbm.Mxr•AoAVrs
ewgrea
8'. SM. MAT TRH Gpna°mhdaa'Ful4uo Hombean"f Vi8ua" 3S-40' 1. Suds.- k-ol• rood look a d,- 1,•-,l-Sue
pbnu
OSM. MAT TREE NredMNr avdaa'u 5rrkaberry V-20' b. 5h.d tolefn, dale- dog: rural aa. . DR,1 C-KED
B;SM MAT TRH CM1naxhus naprdkw Fmg.Trer 12'.20' b. puce r-I- r.B dr.Md Lod soil,pllw hl abr Rr JT
. SYALE DATE

,TILE 11/1"s
PLANTS FOR CONSTRUCTED WETLANDS AREAS (PARTIAL LIST)
BOTANICAL NAME COMMONNAME SPACING
Cephalanthus ocoendentalis Butlonbush G
Viburnum deldatun Anowwood 4'
Comus dNida Flowering Dogwood 6'
QueT0lA michauxi Swamp Chestnut Oak S.
Iris Shrevei Blue Flag Iris 7
Pontederia cordata Pickerel weed z
Junkua elfess Soft Rush 2'
Sagittaria Latifoka Bmad•ieaved Arrowhead
Saipus valdus Sbgstem Bulrush r
Ardmpogon gerardg Big BluesESm 36.00 or/ac;
Paniwm vergatum SwiNllgrass 6.00 oz/ac
05SB-026
APPROVED
TOWN OF CARY
Appr-d by Date_
Planning Date-
Engineeri g-- Date
PLANT LIST
& DETAILS
.TLC No rob, No
sLAL SxaEi No. r.?
336?a
s*o >?t
C,2 _ L=3
's ?
° w?mr
J??r'Tit v?a k ..
6 ; d ?- .
c
rc
2
1 N' RIPARIAN 811'(FFER
TREES TO RE N I
F o
T A '?
_ 66
A / 87
C
- 85
88
(I J
84 ` O a
MW
TOO' 50' 0 100'
ZII
JI
T
i IS
o
-f
I
d
w
h
GENERAL LANDSCAPE NOTES:
1N7ERSTA7E 40
(VARIABLE R/W)
RIPARIAN BUFFER
TREES TO REMAIN
1 I
a Where existing vegetation fops to function adequately as
required, (i.e. buffer type A, B, C, and 100 Thoroughfare
Carrida Buffer) the Cary Site Inspector reseres the right to
require supplemental plantings in addition to buffer
requirements.
b. All tree protection fencing shall be maintained until oil site
work h cornpteted. The fencing shall be removed prior to the
final site inspection for the certificate of occupancy (CO).
C. No tree shall be located within a roadway right-of-way or
within 5' al a sidewalk.
57
1 1 smucrzo?
i I ? TLAVOS p
RIPARIAN BUFF
TREES TO REMAIN
PLANTING SCHEDULE FOR
CONSTRUCTED WETLANDS
'HIGH MARSH:
PANICUM VERGATUM - SWITCHORASS - 2' OC
IRIS SHREVAI - BLUE FLAG IRIS - 2' OC
*LOW MARSH:
SAGGITARIA LATIFOLIA - ARROWHEAD - 2' OC
SCRIPUS VAUDUS - SOFTSTEM BULLRUSH - 2' OC
JUNCUS EFFESUS - SOFT RUSH - 2' OC
SHRUBS:(FROM UST; SHEET L-3)
PLANT 1 SHRUB/100 SF (15-18 HEIGHT)
TREES: (FROM UST; SHEET L-3)
PLANT 1 TREE/500 SF (1-2w CALIPER)
SCREENING PLANTS:
FOR SCREENING OF STORMWATER DEVICES SUCH
AS FES, RIP-RAP, LEVEL SPREADERS, ETC. USE
WAX MYRTLE 0 5' OC
v OTHER WETLAND PLANTS FROM LIST ON SHEET L-3 MAY
BE SUBSTITUTED BASED ON AVAILABILITY BUT ONLY AFTER
APPROVAL OF LANDSCAPE ARCHITECT.
TYPICAL STREET TREES
(10 OC - 2-2.5 GAL, 14' HT. MIN.)
ROAD A: OAKS (WERCUS RUBRA OR
ROAD B / BRANDYWINE. OAKS (OUERCUS RUBRA OR
ROAD C: RED MAPLE (AC£R RUBRUM 'OCTOBER GLORY)
ROAD 0: SUGAR MAPLE (ACER SACCHARUM)
ROAD E: WILLOW OAK (WERCUS PHELLOS)
IN7ERSTATE 40
(VARIABLE R/W)
TYPICAL HIGH MARSH L
(SEE PLANTING SCHEDULE
E
m TYPICAL LOW MARSH -}
i (SEE PUNTING SCHEDULE
n 0
o2 =
Z
? s
m i? fr`'I
To 9.
?\ Jn
LOW M
? B TO B? m .
HIGH MAf
0' TO B'
CONSTRUCTED WETLAND #1 CONSTRUCTED WETLAND #2
SCALE: 1 -40' SCALE: 1"40'
i roc IYPIGAL HIGH MARSH 1
(SEE PUNTING SCHEDULE)
m I TYPICAL LOW MARSH
(SEE PLANTING SCHEDULE)
c:
CONSTRUCTED WETLAND #3
SCALE 1"40'
20' LANDSCAPE STRIP
SEE DETAIL FOR TYPE
'B' SEMI-OPAQUE BUFFER
TREES TO REMAIN-SHRUBS 1D ? ADDED
IF NEEDED FOR OPAQUE BUFFER (SEE
TYPE 'A' DETAIL)
CONSTRUCTED WETLAND #4
SCALE: 1'40'
A
0
?o
R.r
?om
JEF OVER 81,900ATES, K
Landscape Architecture
Land Planning
Environmental Design
905 Jones Franklin Road
Raleigh North Carolina 27606
[phone] fax [phone]
277 S E 5- Avenue
Defray Reach, Florida 57469
[phone] lax [phone]
a FWJECT
Brandywine
Subdivision
Cary, North Carolina
1
u4!
I-I C t,
12*"$ per TOC comments
0210N0 per TOC comments
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APPROVED
TOWN OF CARY
Appmved by Date
Planning Date
Eiginaering_ Date I00' S0' 0 100' 200'
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O. B. 2616, PG. 77 0- TO 9
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NOTE,
1
1 /
I r ,/ INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 396 FEET. GRADE BOTTOM OF POND TO THE EPTH INATED
3: T
SLOPES SHOULD NOT
E
D
N
.
.
PUCE VELOCITY REDUCTION PADS
AT ES OUTLETS. USE DIMENSIONS NDICATED
SCHEDULE ON SHEET C1.
/47,
OA RAI /ll '?0 ! ¢'
NB y /
/ /
GRAPHIC SCALE
/ ?f / / I? IOU ? 07 , , 1
i ,?,/'9lgA. l/ l ?ISU/ / 1 I?f.4PL% i /l .,
IN FEET
?rF"P0 r1AR / 1 loan . a a
JAMES EUGENE RICE JR / i ' / 1 \ I \ 17 // _ , ,
O.B. 1659, PG. 728 AO
PIN NO. 0774.15-54-7901 l V.
UM1Ir
AIfOP W
31/ 3 03/23/2006
z 02/10/2006
lE 3!,LP u01?111 WN OF y?}tl`-1I / 1 12/29/2005
WAG'?PUMP 1 No .t DATE
noN
78 RCF
0
INV IN aoa,ve 05-98-026
?/,, acs 0° / ? 2: / ?e vv? J/\ APPROVED
aP VA1 I f(/ PINE, ?? v\ \ v
TOWN of CARY
P \ ? ? • : rr ;OP V j ? sy t? " fr171ND \l \ \ M14k Approved by_Dale_
?LAN C HI 1 v . q my o As?A T 3. `E Ploming DoL_
(60' R/W) ! QD I , + \ l / v no vI ?, E.ghming_Dme_
BRANDYWINE Hugh J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] PF.SedwdSi
DWO COMMENTS JED/PNG
TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNG
TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
REVSSON j DWN/CND
GRADING, DRAINAGE AND
EROSION CONTROL PLAN - AREA 1
FOR
BRANDYWINE
STRIATED AT
CARY
CARY TOWNSHIP, WAKE COUNTY, NORTH CAROLINA
JOB it 1986.25 SHEET-
DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
DWN BY: JED DATE: 11/18/20051 C12
VRT SCALE: NONE HRZ SCALE: AS SHOWN
HARRY E. DRucx IPF
D.B. 60Ba PG 675 ' ?I V r 1 -?
LOT19 ----' -MAT L EISHEEd14 /
aaa? 4? a. ?I¦Im i? ?, aaaa? r.+'¦1? 1 ij?
TRINITY N9Q05, EXIST. 12' NORTH AMERICAN GREEN
y am 1984, PG. /aiJ I l "( ' GRADE 5150 STAPLE PATTERN D
I
PIN NO, 0774.11-56-7417 po / / r / 6 --
EXIST.
PIN 11-L ,6 GRADE
/MAY HfLE? / -_ -`
I - -
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NV TUT 44'.3?
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O.B. 7612 PG 781 • I / I ' -
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N.T.S.
BM 1984, PG. 1a7J Q^
PIN NO 0774.11-56-7716 SB/ it '
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iEASEMENT
LV, i
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8 093. PG. J07 LOT 17 - - /' ? ?? '53i' 'PCKGk
TRINITY WOODS
_ a
6.M. 1964. >'c. Tau aa0_ _67
PIN No. 0774.11-56-6186
4EP
PTH:
-- ' i' /14'P(J*pLA17 /
TMOMAS J MAHER ?4-------- - -- ' Djk Acre a 'P P R?
O.B. 5571, PG. 771 -EASEMENT
L01 15 5 G i I o / 1 '^OR / i
7RWI T 1 .. \-4?6 ,?8 d 0 / eD?GNlA?t'
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PINB.N0. 077411-56-6157 ??(CASEy45-? Cn ,' / 9 OaK / i
ON THIS T) , -T TO 9' 12
r ?yo
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DEPTH: 7 "P/
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C* ?SEMENT _ .YT ,A ?ify lP ?ARi / / ?
0' TO 9' LEYEL bP
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GRAPHIC SCALE xN X0415 50 ,2- POPLAR
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Mnu]>`EASEuEei INTERSTATE 40
(IN I V RInBLF M-_ (VARIABLE R/a)
-®
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I Imh • 40 R J MARK HOLLOWELL 1'4"P
LISA G OVER -' ' ?• i?® ti'/?YL/, h / / /' 9a'Er 13 R 1.
D.B. 7632• PO 851 PRAECT x4 8 14 7570.1
--- B.M. 1985. PG. 1670 as 260a 4PC, A7
II}}.'?..? PHyI'SW 177.4."=55=7947 p.Q
2592 a 56
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p .:..t `.' 2) ¦ Top sass --- SILT DITCH -- n - ly/ETLAND 4 117"RM? I / l
/ SCALE: 1"=30'
EoP I Pc s- ! .!M rN NOS Cr a6 2 Q R" , 1 I„ I
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pyq???
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M, _ 1p N! i a0 - - - - --_ OVER "r GRADE BOTTOM OF POND TO THE DEPT INDICATED SLOPES SHOULD NOT EXCEED 3:1.
_ ??. D?p? (? O,NJ rN _ _ _ GEOTL / e??M I I I ?. I }F T SC
PLACE HEDULE VELOCITY SHEET PADS AT FES OUTLETS. USE DIMENSIONS INDICATED IN
.;
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A , 7 03/27/2006 j OWO COMMENTS JE0/PING
GLd, ! V! 1?? ?o OS LF
EL 2 02/10/2006 TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNG
Fl I i- l a\ _ / lL
I 12/29/2005 TOWN OF CRAY COMMENTS DATED 12/12/2005 JEO/PNJ
?? <a - .. L TI ?L t opr yB;pOP?R' --- ? APPROVEE) %C_ A, ?REViSION DWN/CHK
LITY EASEMENT VARIABLE NI TH I-p1 2P J.Z' T./BI-FQP(AR I<_ P?? ^%r
ytiEiaNO' ToMMOFCAAY WADWG, DRAINAGE AND
70P PIPE 405.4 CLASS, I RIPRAP 5 Fi EACH DE \ o /I 1 LE U WINARFA "?'°"? ^F-D01e- EROSION CONTROL PLAN ' AREA 2
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SrrUATED AT
? ASSE E 1
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1S n - 0 7 PQP i ASE 3 CARY TOWTISFR. WAKE COUNTY, NORTH CAAOLNA
JOB "
DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
BRANDYWINE Hugh J. Gilleece and Associates '98 SHEET
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] FIE Sea and Soa T SCALE: OWN BY: J : DATE: tl/t8/2005 C13
: NONE NRZ SCALE: AS SHOYM
MACH UNE SEE SH T C15 00
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D.B. 1061$ PC. 994 li -. _-- - - v -* I /
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avv
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WETLAND 2 -\ e
? \\ 1r e Cwc7 .. I oVERFLOw 20' LONG DEPTHi \ g?4? AREA
f 0.\ ??. \\ - \ti0?rR1CnpA, \ ' _ 'FEIR ELEV.- 41B.4S _ / _ _ 0' TO 9•
s G ,. --z '15 \ f - _ .11 USE 13" STONE 24' ?k .. _ - a
!nti 7:.7 451 59 - - -? - THICK OVER
>} ?1 _. /?f ¦?,s??f? ?eANW \ \ IDO YR \ 1 CEOTEXTILE FABRIC ,2/ a -.
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?l?
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HARVEY R. STOVE \\. \ \ I i q? ___ 4?
D.B. 359, PG. 527 `>,? ? •??? \+ . `=' LI FSS 17 - ! ?o INTERSTATE 40 -DEPTH: ? `\•
TRiwri *VODS rVxcmrv/?ir.R?A,RI Tyo1p0 ?.
B.N. 1984, PG 1JJJ =zY ? -
?- Pvoccrnro ar4azos UGHFgR
b' -' - 5[E71] A 14 y ,.. B FF
PIN N0. O?7f.71-56-7748 - SILT DITCH
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(SEE TYPICAL DEPTH: os3
oa asst Pc rut g' TO 48• )1.
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11 PROPOSED - ON SHEET C13) t.
*rc sv TEMPORARY D11£RSION DITCH- 40 LF$0 ?+50
SLR x B v 11 <6 /.'.. _ PARK eesEME T sEe SHEET c ,I5
0• TO 9•
44 tab D?. 1}i: AC 1 RA
" k ? _- - - - - --- yuN?e . WETLAND 3
a+ I?
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a a °I ?z?° 47 D Access _ ????•m ???? _ EXTENDED DETENTION DETAIL
,y? ry sTO CONSTR. *"ti_ ???`? ; `S FOR WETLANDS Nos. 2 AND 3
wf ENTRANCE DRAINAGE L I Q A?CEZS ? \ / A
rf M^V 60' N q EASEMENT 11'? A iDRAINACE EASEMEM7 4 ?1? y v SCALE: 1•=30'
P X59 `l, I _ _ 6 / T:
),? SE
_ R '
l -p - j ??? ?P ?„ INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 416 FEET FO
4$ OWC'? ` WETLAND 3 \ ?- WETLAND 2 AND 418 FEET FOR WETLAND 3. GRADE BOTTOM OF POND TO THE DEPTH
I i T '>y -'.I A - ' R '-q__- 1 LYO X50 - ? INDICATED. SLOPES SHOULD NOT IXCEED 3;1. PLACE VELOCITY REDUCTION PADS AT
/I a -c[--_ 1 OW -A1. I 1?A FES OUTLETS. USE DIMENSIONS INDICATED M SCHEDULE ON SHEET CI.
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DATE
BRANDYWINE
Hugh J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NO Phone; [phone] Fax: [phone] PF•$Q?
05"813-m
APPROVED
TOWN OF CARY
AyWoved by- Ocle-
Plonnng Dule_
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OWO COMMENTS JED/PNG
TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNG
TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
REVISION i DWN/CFK
GRADING, DRAINAGE AND
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FOR
BRANDYWINE
SITUATED AT
CARY TOWNSHP, WAKEACOUJTY, NORTH CAROLINA
JOB N 1986.25 SHEET
DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
OWN BY: JED DATE: 11/18/2005 C16
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?0F WA'14 9 Michael F. Easley, Governor
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
co IDU G
--i
O Alan W. Klimek, P.E. Director
Division of Water Quality
March 1, 2006
DWQ Project # 06-0285
Wake County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Jerry Nowell
900 E. Chatham Street
Cary, NC 27511
and
Mr. Joseph Levinson
P.O. Box 117
Benson, NC 27504
Subject Property: 'Brandywine Subdivision
Ut to Richlands Creek [030402, 27-33-11, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Nowell and Mr. Levinson:
On February 21, 2006, the Division of Water Quality (DWQ) received your application dated
February 14, 2006, to impact 0.008 acres of wetland, 389 linear feet of stream and 20,494 square
feet of Zone 1 protected Neuse River basin riparian buffer and 16,141 square feet of Zone 2
protected Neuse River basin riparian buffer to construct the proposed residential subdivision.
The DWQ has determined that your application is incomplete and/or provided inaccurate
information as discussed below. The DWQ will require additional information in order to
process your application to impact protected wetlands and/or streams on the subject property.
Therefore, unless we receive the additional information requested below, we will have to move
toward denial of your application as required by 15A NCAC 2H .0506 and will place this project
on hold as incomplete until we receive this additional information. Please provide the following
information so that we may continue to review your project.
Additional Information Requested:
1. Please provide a level spreader worksheet for level spreader No. 1.
2. Please provide worksheets and an Operations and Maintenance Agreement and a
construction replanting schedule for each proposed stormwater wetland.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httro://h2o.enr.state.nc,us/ncwetlands
NOne Caro na
a, ura,
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Jerry Nowell/Joseph Levinson
Page 2 of 2
March 1, 2006
3. Level spreaders should not be placed in the buffer zones. Please submit revised plans
showing all level spreaders removed from the buffers.
4. Please provide an inventory of the percent project imperviousness area based on the
estimated built-out conditions (please include building footprints, roads, driveways,
sidewalks, decks, swimming pools, gravel-covered surfaces, etc.).
Please contact the DWQ within three weeks of the date of this letter to verify that you have
received this letter and that you remain interested in continuing to pursue permitting of your
project and will be providing the DWQ the requested information at a later date. Please contact
me in writing and Eric Kulz of the DWQ Raleigh Regional Office. If we do not hear from you
within three weeks, we will assume that you no longer want to pursue this project and we will
consider the project as withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands,
waters or protected buffers. Please be aware that any impacts requested within your application
are not authorized (at this time) by the DWQ. Please call Ms. Cyndi Karoly or Mr. Ian
McMillan at 919-733-4-786 if you have any questions regarding or would like to set up a meeting
to discuss this matter.
Sincerely,
0 1 J/
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/Ym
cc: Eric Kulz, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Aaron Cooper, Soil & Environmental Consultants, P.A., 11010 Raven Ridge Road, Raleigh, NC
27614
Filename: 060285BrandywineSD(W ake)On_Hold
DWQ # 06.0285 Brandywine Subdivision
Subject: DWQ # 06-0285 Brandywine Subdivision
From: Laurie Dennison <[e-mail]>
Date: Thu, 02 Mar 2006 10:21:12 -0500
To: [e-mail]
Please see attached the Division of Water Quality's request for more information
related to your recent application. Please note that this message is being forwarded
to you electronically so that you may expedite preparation of your response. Please
do not send your response as a reply to this e-mail or via fax. The hard copy is
being sent via US Mail. All response correspondence is to be mailed via hard copy to
the 401 Oversight and Express Permits Unit, 2321 Crabtree Blvd., Raleigh, NC, 27604
unless otherwise noted.
060285BrandywineSD(Wake)On_Hold.doc Content-Type: application/msword
Content-Encoding: base64
1 of 1 3/2/2006 10:22 AM
DWQ# Date Who Reviewed:
Plan Detail Incomplete
? Please provide a location map for the project.
? Please show all stream impacts including all fill slopes, dissipaters, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes on the site plan.
S 5
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan. s ?? ?" \- \ t1, l
? Please indicate the location of the protected buffers as overlays on the site plan.
0'J" 3J"
? Please locate all isolated or non-isolated wetlands, streams and other waters of the State as overlays on the site plan.
Please provide cross section details showing the provisions for aquatic life passage.
In
V

? This Office believes that the labeled on the plans as
. Please revise the plans to avoid the impacts.
Please locate any planned sewer lines on the site plan.

Please provide the location of any proposed stormwater management practices as required by GC
211
Please provide detail for the stormwater management practices as required by GC ? 0a. rc ? r? 5 ?? UA, oz
Please specify the percent of project imperviousness area based on the estimated built-out conditions. S t t eP c °?? tc
Please indicate all stormwater outfalls on the site plan. L r- A ,
Please indicate the diffuse flow provision measures on the site plan. V??\?J , _?pJ?4-?! J hkSlnJ?
? Please indicate whether or not the proposed impacts already been conducted. yo V x3? 5 ('?
Avoidance and/or Minimization Not Provided r e ?J , -5 'Z?J " 5
t?1rJ '
? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide additional _fC.11
information as to why it is necessary for this project. -0cl
bts ,
? This Office believes that the labeled on the plans as
. Please revise the plans to minimize the impacts.
can be moved or reconfigured to avoid the impacts to the
can be moved or reconfigured to minimize the impacts to the
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because
. Please revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If it
is not possible to achieve diffuse flow through the entire buffer then it may be necessary to provide stormwater management
practices that remove nutrients before the stormwater can be discharged through the buffer.
Other
? The application fee was insufficient because over 150 feet of stream and/or over 1 acre of wetland impacts were requested. Please
provide $ . This additional fee must be received before your application can be reviewed.
? Please complete Section(s) on the application. ?S'aAr ., A--S)- ca (corn
? Please provide a signed copy of the application. F^ v' n S J 4 "C
4- 54 S-a" t'roZ t" W ( S'.
? Please provide copies of the application, copies of the site plans and other supporting information.
? Please submit electronic CAD files showing , via email to [e-mail] and CD.
Mitigation
? of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. The
plan must conform to the requirements in 15 A NCAC 2H .0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
DQU
??P1i ?OV?? L SfP (?GcvAJ ??SJ?J . Vu cS? r?cQ S.C?'t?i ?2 w?
? V G
n
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, Nor th Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com February 13, 2006
S&EC Project # 9236.W 1
To: US Army Corps of Engineers NC Division of Water Quality
Raleigh Regulatory Field Office 401 Oversight and Express Permits Unit
Attn: Monte Mathews Attn: Cyndi Karoly
6508 Falls of the Neuse Rd 2321 Crabtree Boulevard, Suite 250
Suite 120 :1 7-, Raleigh, NC 27604-2260
Raleigh, N.C. 27615:

From: Aaron Cooper
Soil & Environmental Consultants, P.A. 1
11010 Raven Ridge Road t_ . a
?'
Raleigh, NC 27614
Re: Brandywine Subdivision V ,ilr.i+.
Cary, N.C.
On behalf of the owners, Jerry Nowell and Joseph Levinson, please find attached a complete
application and supplemental information requesting written concurrence from the U.S. Army
Corps of Engineers (USACE) and the North Carolina Division of Water Quality (NC-DWQ) that
the activities proposed below may precede utilizing Nationwide Permit 39 and Water Quality
Certification 3402. In addition, Riparian Buffer Authorization is requested from the DWQ. Please
contact me at [phone] if you have any questions or require additional information.
PROJFCT SUMMARY
Project Name Brandywine Subdivision
Project Type Residential Subdivision
Owner / Applicant Jerry Nowell, Joseph Levinson
Count Wake
Nearest Town Car
Waterbod Name UT to Richlands Creek
Basin / Sub-basin 03-04-02
Index Number 27-33-11
Class C, NSW
IMPACT Rt IMMARY
Stream Impact (acres): .0365
Wetland Impact acres : .008
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) .0445
Total Stream Impact (linear feet): 389
Attachments:
Pre-construction Notification (PCN) Application Form
Agent Authorizations
Cary USGS Map
Wake County Soil Survey Map
Level Spreader Worksheets
Impact Maps
Grading, Drainage, and Erosion Control Plans
Letter with Impervious Surface Calculations
Wetland Data Forms
$475 Water Certification Fee
Charlotte Office:
236 LePhillip Court, Suite C
Concord, NC 28025
Phone: [phone]
Fax: [phone]
Greensboro Office:
3817-E Lawndale Drive
Greensboro, NC 27455
Phone: [phone]
Fax: [phone]
t 6"
i !
a,i-Office Use Only:
Form Version March 05
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here:
If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: Jerry Nowell / Joseph Levinson
Mailing Address: 900 E. Chatham St. / PO Box 117
Cary, N.C. 27511 / Benson, N.C. 27504
Telephone Number: N/A Fax Number: N/A
E-mail Address: N/A
Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Aaron Cooper
Company Affiliation: Soil & Environmental Consultants
Mailing Address: 11010 Raven Ridge Road
Raleigh, N.C. 27614
Telephone Number: 919-846-5900 Fax Number: 919-846-9467
E-mail Address: [e-mail]
Page I of I I
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Brandywine Subdivision _
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 0774672360, 0774661893 0774651911
4. Location
County: Wake Nearest Town: Cary
Subdivision name (include phase/lot number): Brandywine Subdivision
Directions to site (include road numbers/names, landmarks, etc.): The site is located at the
eastern end of Brandywine Drive approximately 1000 feet east of its intersection with Trinity
Road (SR 1655).
Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.8048 ON 78.7415 °W
6. Property size (acres): 48.87 acres
7. Name of nearest receiving body of water: Richland Creek (C•NSW)
8. River Basin: Neuse River (HUC 03020201)
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application:_ The site is currently undeveloped and wooded The general
land use surrounding the site is residential
10. Describe the overall project in detail, including the type of equipment to be used: The
Page 2 of 11
proposed project consists of the construction of a residential subdivision with typical utilities (i.e.
sewer, water). Typical construction and grading equipment will be utilized for this project
11. Explain the purpose of the proposed work: The purpose of the proposed project is to
develop a residential subdivision.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. S&EC conducted a detailed wetland delineation in November of
2004. Mr. Eric Kulz of the NC-DWQ conducted a site visit to determine features subject to the
Neuse Buffer Rules (NBRRO#06-012• letter is attached) No previous permits have been issued
for the project.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permit requests are anticipated for this project at this time
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
Provide a written description of the proposed impacts: Permanent impacts associated with
the proposed project include 0.008 acres of jurisdictional wetlands 258 linear feet of
perennial stream channel and 131 linear feet of intermittent stream Permanent impacts to
Neuse Buffers include 0.702 acres Temporary impacts to Neuse Buffers due to sewerline
installation and BMP's include 0.142 acres
Page 3 of 1 1
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
senarately list imnacts due to both stnicture. and flnnrlinn
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year Nearest Impact
(indicate on map) herbaceous, bog, etc.) Floodplain Stream (acres)
es/no linear feet
Area 1 (Impact U-
1) Fill/Level Spreader Forested No 70 .001
Area 3 (Impact U-

2) Fill Forested No 15 .007
Total Wetland Impact (acres) .008
3. List the total acreage (estimated) of all existing wetlands on the property: +\- .213 acres
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acrenue mrnltinly lencth X width then d;vith- l,v Al ';AO
Stream Impact Perennial or Average Impact Area of
Number Stream Name Type of Impact
` Stream Width Length Impact
indicate on ma ittent
Intermittent?
? Before Impact linear feet acres
Area 1 UT to Richland Rip Rap/Utility 5-6'

(Impact D)
Creek
Line Perennial 21 0.002
Area 1 UT to Richland Culvert Perennial 5-6' 75 0
011
(Impact C) Creek .
Area 2 UT to Richland 2

(Impact S)
Creek Culvert Intermittent 131 0.007
Area 3 UT to Richland Culvert Perennial 4-5' 140 0
015
(Impact X) Creek .
Area 3 UT to Richland Rip-Rap Perennial 4-5' 22 0
0015
(Impact 9) Creek .
Total Stream Impact (by length and acreage) 389 0.0365
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Page 4 of 1 I
Open Water Impact Name Waterbody Type of Waterbody Area of
Site Number (if applicable) e) Type of Impact (lake, pond, estuary, sound, bay, Impact
indicate on ma ocean, etc. acres
NA NA NA NA NA
Total Open Water Impact (acres) NA
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): .0365
Wetland Impact (acres): .008
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) .0445
Total Stream Impact (linear feet): 389
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
NA
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Current land use in the vicinity of the pond: N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The proposed road crossings for Road A are necessary to access the property. The road was
aligned to cross the streams at a nearly perpendicular angle The road crossing placement is also
recommended by the Deputy Fire Marshall to improve access for emergency response see
attached letter). The client requested a detailed wetland delineation prior to site plan
Page 5 of 1 I
development in order to avoid jurisdictional areas to the maximum extent practical.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/stnngide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The client proposes payment to EEP for perennial stream impacts
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): 258
Amount of buffer mitigation requested (square feet): 0
Page 6 of 11
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No E]
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify Neuse)? Yes ® No ?
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Deerwood Place Cul-de-sac (Impacts A_ B_ F-1)
Zone* Cul-de-sac
(square feet Multiplier Required
Mitigation
1 5,262 3 (2 for Catawba) 15,786
2 3,173 1.5 4,760
Page 7 of 11
Total 8,435 20,546
* Zone I extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Utility Crossing Temporary (Impacts F-2, E, J, and K)
Zone* Temporary Utility
(square feet Multiplier Required
Miti ation
1 1,305 3 (2 for Catawba) N/A
2 1,506 1.5 N/A
Total 2,811 N/A
Gone I extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Grassed Level Spreader Impact R)
Zone* Level Spreader
(square feet Multiplier Required
Mitigation
1 3 (2 for Catawba) N/A
2 27 1.5 N/A
Total 27 N/A
Gone I extends out 30 teet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Grassed Level Spreader (Impact 6)
Zone* Level Spreader
(square feet Multiplier Required
Mitigation
1 3 (2 for Catawba) N/A
2 648 1.5 N/A
Total 648 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Road A (Area 2: Impacts N. P-1. R, and T-1)
Zone* Road Crossing
(square feet Multiplier Required
Mitigation
I 6,629 3 (2 for Catawba) N/A
Page 8ofII
2 3,939 1.5 N/A
Total 10,568 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Utility (Temporary Area 2; Impact P-2)
Zone* Temporary Utility
s uare feet Multiplier Required
Mitigation
1 0 3 (2 for Catawba) N/A
2 856 1.5 N/A
Total 856 N/A
f Zone I extends out 30 teet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Utility (Level Spreader Area 2; Impact T-2)
Zone* Level Spreader
(square feet Multiplier Required
Miti ation
1 0 3 (2 for Catawba) N/A
2 201 1.5 N/A
Total 201 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Road A (Area 3: Impacts V, W, Y, and Z)
Zone* Road Crossing
s uare feet Multiplier Required
Mitigation
1 6,350 3 (2 for Catawba) N/A
2 4,204 1.5 N/A
Total 10,554 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Stormwater Wetland I (Temporary Impacts; Impacts 0-I. (D. Y)
Storrnwater
Zone* Wetland 1 Multiplier Required
Temporary Mitigation
(square feet
Page 9 of I 1
1 948 3 (2 for Catawba) N/A
2 1,587 1.5 N/A
Total 2,535 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. Deerwood Place Cul-de-sac should require
buffer mitigation and thus payment to EEP is proposed.
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. Calculated percent impervious is 24.9%. Please
see attached letter from the engineer.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
A sanitary sewer system will be utilized for the proposed subdivision.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No ?
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description: We
have reviewed the "DRAFT Internal Policy, Cumulative impacts and the 401 Water Quality
Page 10 of 11
Certification and Isolated Wetland Programs" document prepared by the NC Division of Water
Quality on October 3, 2002, version 1.6. The draft states that most residential subdivisions are
unlikely to cause cumulative impacts. Brandywine Subdivision does not meet any of the three
criteria of private projects that can clearly result in cumulative impacts. We anticipate that you
will advise us if a qualitative or quantitative impact analysis is required.
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 11 of 11
DMichael F Easley, Governor
of`"AT?
\o?f?,,... . 9 pG
William G. Ross Jr . Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P E Director
Colleen H Sullins, Deputy Director
Division of Water Quality
January 17, 2006
Mr. Aaron Cooper
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
RECEIVE
JAN 2 3 2006
By: Sad 6 EnOv iniWal Cansuhants. PA
NBRRO 06-012
County: Wake
BASIN:
Neuse River X Tar-Pamlico
(15A NCAC 213 .0233) (15A NCAC 2B .0259)
Complaint NOV Buffer Determination X
Incident # Appeal Call
Project Name: Trinity Road Site - Wake Con
Location/Directions: Site is located to the east of the Medfield subdivision, at the east end of Branch wine Road. and
to the west of interstate Highway 40, in Wake County (Cary ETJ).
Subiect Stream: UT to Richland Creek
Date of Determination: 1/10/06
Feature Start Buffer End Buffer Stream Appeal Located Located on
GPS Points (if provided) Form Call on Soil USGS
Survey Topographic
A Subject Throughout (Not X
Contested
B Subject at S&EC Flag 01 X
C Subject Throughout (Not x X
Contested
D Subject Throughout (Not x X
Contested
E Subject Throughout (Not X
Contested
77hi.v on-site determination dial/ e.vpire tine (5).re«rv %rom the dale ojthis letter. Llnduwnerv ur «fJectcd parties
that dispute a determination made by the DWQ or Delegated Local AulhoritV that a sutJuce water e i.sts and that
it is subject to the buffer rule may request a determination by the Director. A request for a determination by the
Director shall be referred to the Director in writing c% Cyndi Karoly, D PVQ Wetlands/401 Unit, 2321 Crabtree
Blvd., Raleigh, NC 27604-2260. Individuals that dispute a determination by the DPVQ or Delegated Local
r?
?LLL?i
Raleigh Regional Office 1628 Mail Service Center L71 LP0. phone [phone] Customer Service
Water Quality Section Raleigh, NC 27699-1628 facsimile [phone] 1-877-623-6748
1/17/2006
Page 2 of 2
Authority that "exempts" a surface waterfront the buffer rule may ask for an ad judicatory hearing. You must
act within 60 clays of the date that you receive this letter. Applicants are hereby notified that the 60-day statutory
appeal time does not start until the affected party (including downstream and adjacent landowners) is notified of
this decision. DWQ recommends that the applicant conduct this notification in order to be certain that third
party appeals are made in a timely manner. To ask for a !rearing, send a written petition, which conforms to
Chapter 1508 of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail
Service Center, Raleigh, N. C. 27699-6714. This determination is final and binding unless you ask for a hearing
within 60 clays.
The (owner/future owners) should notify the Division of Water Quality (including tiny other Local, State, and
Federal Agencies) of this decision concerning any future correspondences regarding the subject property (staled
above). This project may require a Section 4041401 Permit for the proposed activity. Arty inquiries should he
directed to the Division o/'Water Qualih, (Central 0/ice) at (919)-733-1786, and the U S A rim, Corp ojF_1r,ineSr
(Raleigh Regulatory Field Office) at (919)-876-8441. /
Respect Ily-/
C
tic W. Kulz
Environmental
CC: File Copy
Central Files
DWQ Wetlands and Stormwater Branch
DWQ NPS Compliance and Assistance Branch
Tom Horstman - Town of Cary
Raleigh Regional Office
Water Quality Section
1628 Mail Service Center
Raleigh, NC 27699-1628
Tv V
phone [phone] Customer Service
facsimile [phone] 1-877-623-6748
? - 1
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Project No. Figure 1 - USGS Map
9236M I
Project Mgr.: Trinty Rd. Site
T Wake County, NC
Scale:
1" = 2,000'
12/16/04 Raleigh W. & Cary Quadrangle
Dated 1993
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Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] • [phone]
Web Page: www.SandEC.com
i
U
W
roj ctNo. Figure 2 - Soil Survey Map
P
9236,
j Soil & Environmental Consultants, PA
Project Mgr.: Trinity Rd. Site 11010 Raven Ridge Rd.- Raleigh, NC 27614
TP
Wake County, NC RAM [phone] • [phone]
Scale: Web Page. www.SandEC.com
1" = 2,000'
12/16/04 "Jake County Soil Survey
October, 1984
Soil. & Environmental Consultants, P,A.
110 to Rhven W ac Rood • R.leigh Nodh C1 illns 27614 • Ptw ; (9 ? 9) W-5900 ? Frc: (9191 846.9467
' www.S.?dE.C,con?
,--GENT A13THORIZATION FORM
Name: > ? ??/ /?U a /we yx .. -
Addreas: ?? GO C ?lG h?. ?"' S' f
C?? L 2
Phone:
Project Name/Description: ?Ih l?
Date: az' a 0- _
The Department of the Army
U.5. Army Corps of Engineers, Wilmington District
P.O. Box 1890
w tt drxgtor? NC 28402
Attn: A Jr=-.
Field (:;fEice
Re: Wetlands Related Cortsultiteg and Permitting
To Whom It May Concern:
1, the Carrent 2Z92ertx owner, hereby designate and authorize Soil & Environmental Consultants, PA to
act in my behalf as my agent in flea processing of permit applications, to furnish upon request day 'Of
supplemowtal information 0 support of appUcations, etc. from this day froward. The -29- Y o
This notification supersedes any previous Correspondenm conceming the agent for this project.
NOTICE This authaxizatrion, for fisbibity and professional courtesy reasons, is valid othly for
government officials to enter the propertywhen accompanied by S&EC staff. You should call pC
to arrange a site meeting prior to visiting the site. A ?
print property C)mmer's dame
cr. Mc. Cyndi Karoly cc Mr. Aaroe Cooper
NCUENR - DWQ Soil & Environmental Consultants, PA
2321 Crabtree Boulevard
Raleigh. NC 27604
r+..wnrnnr??cc:
CAStlott Qt?s? 3$113L Lw+ndt%k tMra
2361rvtuft Coon, Suila C rAtensbaro. KC 77455
Cowcord. NC 18=5 Phwre: [phone]
1'tu, (rod) 720.9403 r .• nor., ?ansnea
.?,.,. nnd, 77n OAn.<
TUN-16-2003 Ai :,;>? PM LIML 919 40z 646
Gi l leeae 6 Assoc (9191 46C1-7637
06/10/2003 10;01 FAX l a001/102
P.01
p-2
Soil & Environmental Consultants, PA
11010 Savo "t Rod - Ash4 • NWM 00066, 27614 ^ Moe 01? 44 5900 • Far (919) 146--4/67
AGENT AUTHORIZATION FORM
AUAD ws To Be EMeedd btlLy The-CurrentLndowner
Nunn' Q.r e? (V r l VV 5 -x
Addmu- Py 0 C/ x l l-? --
D e tso-i L
Q 2 7SO
phom.
ProleCt Naane/ t7dcriptton: I r,n i f.? 2 r ?qe..
The Department of the Army
U.S. Army Corps of Engineers, Wilmington D(etrict
P'0' box 1890
Wilmtn&m NC 2MM
Attn: _- AAcca- Vj-
AeM Offke: (Ce ie+yi?
M Wedandl Related Consulting and Peruutt tg
To Whom It May Concern-
b the current C owner, herby des4rWte and autimirk Soil do Environrr?mud Coasuitatan, PA to
act m tuty b6twlf Of z.ry agent in the processinS of permit applicrdioru, to furnish upon mquan
supplemental inforvl lam in wipiert of appiicatbru, etc. ftm this day forward. The jc?_ clay of
This nottheation supersedes any previm co nespoMence concerning the agent for tltia project
N077CE This su d mlt:adon, for tfabMW and rWesdanal cunt my mumps, b vdld way fv:
Vve.au. M' affidds to enter the property whm acC60Paale4 by edcEC OWN. X00 dMid eau SMC
to M"fty a mice MWO1 9 prior to Visiltisg the Ike. ,
Print Pro x Owner's Nam
Pe tY Property Owner's Slip?stwre ?
cc: Ma. Cyndi Kandy cc: Mr. Aaron Copper 2?
NCDENR - DWO Soil do Environa?a 1lal Co tents, PA
2321 Crabtree boulemd
Rala&h, NC 27604
tai t•rFW16p Genre. Wto a 1117-1 LW'n"M Drive
resod. NC alms CklR AMO, Ne "eS$
arm na> no 9+os "mic h361 SWO34
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Project No. Figure 1 - USGS Map

Soil & Environmental Consultants, PA
Project Mgr.: Tflnty Rd. Site 11010 Raven Ridge Rd.- Raleigh, NC 27614
TP .? 919) 846-5900 • [phone]
Wake County
NC
,
Web Page: www.SandEC.com
Scale:
1" = 2,000'

12/16/04 Raleigh W. & Cary Quadrangle
Dated 1993 ?,

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_.-

Hugh I Gilleece,111 & .Associates, P.A.
ConsWring Engineers
Fax Transmittal
Date: 02/13/06
To: S&EC
,Attn: Aaron Cooper
Pax: (919) 8469467
Pages (incl. coversheet): 9
From: JefZweber
Attached is a level spreader report for Brandywine.
Also, the percent impervious is: 24.9%
Impervious area: 11.57
875 Walnut Street. Suite 360
Cary, North Carolina 27511
[phone]
Fax [phone]
GILLEECE@,Bcllsouth.net
Gross project area: 46.538
Level Spreader Supplement
to
Drainage Report
for
Brandywine
Brandywine Drive
Cagy, North Carolina
Prepared For
Drees Homes
7701 Six Forks Road, Suite 132
Raleigh, North Carolina 27615-5050
)~ebruary 13, 2006
Brandywine
Note: See the project drainage report for additional information.
General
This project is located in Cary, North Carolina on the west side of Interstate 40 just south of Trinity
Road. It drains to Richland Creek which is a tributary of Crabtree Creek in the Neuse River basin.
The purpose of the project is to provide for single family homes. It is bounded by Interstate 40 on
the east side and an existing subdivision on the west side. The existing subdivision meets Interstate
40 on the north and south sides of this project. The size of the project is 46.538 acres.
Retention Pond Calculations
There will be five extended detention stomwater wetlands on this project. Each stormwater wetland
is to be the BW reducing nitrogen runoff from its area of the project. They will also be used as
retention to reduce the peak flow from the project.
A pond worksheet for each stormwater wetland (see Appendix) is used to calculate several factors
for the post-development condition. These are Rational Formula "C" factors, SCS method curve
numbers and time to peak, and flows for various storms. It also calculates the one inch rainfall
storage and required surface areas, etc. for bio-retention areas, retention ponds and sand filters. We
will use those portions of the calculated results that are pertinent to our design.
Some areas west of the project drain into the pipes leading to the wetlands. The flow for these areas
are calculated separately and is subtracted from the pond outlet flow to adjust the flow to that
contributed by this project.
Some portions of the improved areas of the project drain directly into the riparian buffers and then
off.--site without passing through the wetlands. These flows are calculated separately and accounted
for in the final summary of post-development flows.
Storrnwater Wetland # I
Total Drainage area ^ 252343 s. f = 5.793 ac.
Impervious area (to pond) - 97,091 s. f (direct to off site) - 1700 s. f.
Attenuated flow rates:
Qio = 20.25 cfs
Retention pond 1 must be placed ,low enough to allow storm water to drain from the roadway where
it crosses the stream. buffer. To drain the pond into the stream, storm drainage pipe must be
2
extended all the way to the stream cb.annel. This placement of storm drainage pipe precludes the use
of a level spreader for this wetland.
Stormwater Wetland # 2
Total Drainage area = 445,924 s. f = 10.24 ac.
Impervious area = 133,882 s. f.
Attenuated flow rates:
Qio ;-- 29.12 cfs
During a storm event, some discharge will bypass the level spreader.
Attenuated flow rate to the level spreader:
Q,o = 6.55 cfs
(LF of level spreader required) = (Q10) (13 If/cfs)
(6.55efs)(13 lf/cfs) = 85 If
95 if of level spreader provided > 851f OK
Stormwater Wetland # 3
Total Drainage area = 1] 3,144 s. f. = 2.60 ac.
Impervious area = 35432 s. f
Attenuated flow rates:
Q10 =8.05 cfs
During a storm event, some discharge will bypass the level spreader.
Attenuated flow rate to the level spreader:
Q1o=2.79efs
(LF of level spreader required) _ (Qjo) (13 lf/ofs)
(2.79cfs)(13 lf/cfs) = 361f
40 If of level spreader provided > 36 if OK
Stormwater Wetland # 4
Total Drainage area = 324,928 s. f. = 7.44 ac.
Impervious area = 126,171 s. f.
Attenuated flow rates:
3
Qio = 26.30 cfs
During a storm event, some discharge will bypass the level spreader.
Attenuated flow rate to the level spreader:
Qio = 4.19 cfs
(LF of level spreader required) _ (Qio) (13 lf/cfs)
(4.19c;fs)(13 1f/cfs) = 54 if
105 if of level spreader provided > 541f OK
Stormwater Wetland ## 5
Total Drainage area = 141,825 s. f. = 3.26 ac.
Impervious area = 41,413 s. £
Attenuated flow rates:
Qio = 9.60 cfs
During a storm event, some discharge will bypass the level spreader.
Attenuated flow rate to the level spreader:
Qio=3.27 cfs
(LF of level spreader required) _ (Qjo) (13 lfcfs)
(3.27cfs)(13 lVcfs) = 43 if
50 if of level spreader provided > 43 If OK
4
DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information);
Project Name : .4..d ?.;,.?
Contact Person: .Y Phone Number: (9/9 - ici
Level Spreader ID: 2-
Level Spreader Length ft, `TS (perpendicular to flow)
Drainage Area ac. ?r?2y (on-site and oft-site drainage to the level spreader)
Impervious Area ac. 7 (on-site and off-site drainage to the level spreader)
Grass Maximum Filter Strip/Buffer Slope 8 % (6% for forested, leaf littler cover, 8% for thick ground cover)"
Max. Discharge from a 10 Year Stone 24.12.. cfs
Max Discharge to Level Spreader 6,55 cfs
Filter Strip/Buffer vegetation _4zlc.la,,,? (thjCk g i,n mypr or grass, canopied forest with leaf litter
Pre-treatment or Bypass Method groundcover)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been feet and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package Will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Level spreader Is at least 13 ft, per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter,
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers"
If bypass method specified in the Draft Level Spreader Design Option Document:
T Z _ Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
rfiomem^
No structures are located in protected buffers.
- Plan details for the bypass and outlets are provided.
T? The operation and maintenance agreement Includes annual erosion and vegetation repair.
J The operation and maintenance agreement signed and notarized by the responsible party is provided.
" Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25"x6 in areas
with thick, ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
DWQ Project
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person: Phone Number: I 1 9
Level Spreader ID: 3 5e zu'e6eri'
Level Spreader Length ft.
Drainage Area ac.
Impervious Area ac.
Maximum Filter Strip/Suffer Slope
Grass
40
2.6 a
O.?
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
Max. Discharge from a 10 Year Storm
Max, Discharge to Level Spreader
Filter Stdp/Butfer Vegetation
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
$-05 cfs
Z-77 cfs
c iar,.f ?r/e•r

(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stonnwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Ap icants ni i
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per al's In canopied forest with leaf
litter.
A IIA Pre-Form Scour Holes are on flat slopes only
J'!?_ No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specked (if applicable) and plan details and calculations are provided
_ Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
_ Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area-
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following Information);
Project Name:
Contact Person: ire Phone Number: (711 6 - idr
Level Spreader ID: U ??r
Level Spreader Length ft. (perpendicular to flow)
Drainage Area ac. 7, qty (on-site and off site drainage to the level spreader)
Impervious Area ac. 2. o (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope _ Y % (6% for forested, leaf littler cover, 8% for thick ground cover)"
Grass
Max. Discharge from a 10 Year Storm cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Vnv_? C,4".r, (thick ground cover or grass, canopied forest with leaf litter
Pre-treatment or Bypass Method groundcover)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants I
Level spreader is at least 13 ft. per Cfs for thick ground cover or grass or 100 ft per cfs In Canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
Ir No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
7 No structures are located in protected buffers.
7 Plan details for the bypass and outlets are provided.
T _ The operation and maintenance agreement includes annual erosion and vegetation repair,
S_ The operation and maintenance agreement signed and notarized by the responsible party is provided,
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person: Ble^ min, T
.? Phone Number. LL?
Level Spreader ID: s- ' Z?l?r
Level Spreader Length ft. SO
Drainage Area as 3. Z.e
Impervious Area ac. o. 45
Maximum Filter Strip/Buffer Slope^ %
Grass
Max. Discharge from a 10 Year Storm 4.60 cfs
Max. Discharge to Level Spreader 3-27 cfs
Filter Strip/Suffer Vegetation { r,._1 caMoe?
Pre-treatment or Bypass Method
r"-e- f ?cti.f 4 o'-'re-W,
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package Oil result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Level spreader is at least 13% per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
titter.
?At14-? Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
T? discharge.
No structures are located In protected buffers.
._? Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
__ I I BUFFER ZONE 2 PERMANENT ?t1`
IMPACT A: 45 SF ?: Q
z BUFFER ZONE 1 PERMANENT L ?VV N
?s IMPACT B: 5,262 SF
m STREAM CHANNEL PERMANENT WQ _sa
v a A ?s ?? II IMPACT C: 473 SF (75 LF) a Q
A o I?? ?/? I ! /
a ' ?1 II` K STREAM CHANNO. PERMANENT
IMPACT D: 81 (21 LF) ! BUFFER ZONE 2
PERMANENT IMPACT J
BUFFER ZONE 1 TEMPORARY F-1: 3,128 SF pN
C? ?I r11 g?? , IV j IMPACT E: 682 j ?I I ! ?.O.C. BUFFER I
E
PERMAN
ENT IMPA
T
- - T.O.C BUFFER
G-{ 6.130 SF
TEMPORARY
----_NMPACT H: 1,02 SF
i?+l
s, I?
L A l ?? J
<y ,e 1 ?F q 1?? I r
?" `V??? ?`?` _?'?`' i ,? ?? /I'? III II 1• z?il ???>'I °i3?1 1??1 ???,
? 1 oa ?: ? ?? /III I ?I ^? I - AI °oo ? 1 ?°?I
? \.•
1a-. z ? ?? .p ?? _ Il ill ?I/I m ti I 1`43 l 1 1 1 ?i II
??? ` `` ? ?• ? `??. '? ? e; , _ o \,e?. ? ` ? _ ? ?I I,II I I c ? V ? 1 I g I Iml lbi i I'
I P?; rO.C.I ? i t I I 1 1
????.??? `. ?`?`?`?. h? 1•? ? o a r: I?I'I 1 e; ! _/ Y SAC
4 SF '`,
.001,
??? \?? ? \ \ 1 1i ,?? ( ?F a?4W ••\. / I / ,? /1 ?^v 1 "1_ / ?? 1 I I I I
? ?? ? ?`?? V ?Q ?p _ _ l / l?l Io0 I pP"1' ? I 1 I
?Z I 1 1
A
r i ql I2? 11, I I' I
11-- R
ml- K
! va •? _ _ ?_ ?? 1 R
R%Ai?l 1 ? 1111 ? ?, ? I r
GAh Q1? A l l I /
NE W C?
` oS? ??? 1 W' Ino R 1 ` ;? 1 1
I 1 1 \ 1?1 1 1 11111 1
aP .ry 1 1 ' 00CAll
T.O.C. ? I T(1 s I 1 a + V` 1 1 1?, 1 1 ?1
TO. ( V a? r 4se rr 1 1 1 1 1??111 t 1 II 1
s , 1,5 SF
Ea1T 1 1 ??? \ER? 1131 os1RE I ??'f .`? ?1,?gFR "'1 0l 1 1 ?11?` 1 1 A 1 1 I 1
1
BUFFER
1YCTLAND,L??l?NA 11v X11
1-10
`1MP - .1 e r 1 Ta0.C.1 11 11N1
? J Q?4r / ? ?1 I I 1?- 1 1 1 ` VAV AVA1 L.p??
T.O.C. BUFFER PEfdtANENT \c; 04? 1 STORMWATER pA H aE `
I1
IMPACT a-1: 28 SF WETLAND4-\?
T.O.C. BUFFER PERMAI?IT ?q?'`? ,? - 11,
IMPACT a-2: 106 SF- f
NETLAND PERM ANENT\???:
IMPACT U-1 : 36 SF
9
`
T.O.C. BUFFER PERM AT J.6G -BUFFER
IMPACT a-3: 154 SF /\11 I ?renANDs, IM 2-' 1 1 11 0 1 ` \
I -
RIPARIAN CROSSING PLAN FOR AREA 1 BUFFER ZONE 2 PERMANENT i27 sF-,
IMPACT R: 27 SF - - ---- \\
BUFFER ZONE 2 PERMANENT
IMPACT 8: 648 SF
BUFFER CHANNEL IMPACT SUMMARY:

IMPACT: AR A: GRAPHIC SCALE
TOTAL STREAM CHANNEL IMPACT (IMPACTS C k 0)
554 SF (96 LF)
:
TOTAL WETLAND IMPACT (IMPACT U-1): 36 SF 100 0 50 100 200
No. DATE
REVISION
DWNCHK
TOTAL T.O.C. BUFFER IMPACT
(IMPACTS G-1, G-2. H. L-1, L-2, M-1. M-2, a-1, a-2 & a-3): 12,294 SF WETLANDS IMPACTS
TOTAL RIPARIAN BUFFER ZONE 1 (IMPACTS B. E & K): 6,567 SF

( IN FEET)
FOR
BRANDYWINE
TOTAL RPARIAN BUFFER ZONE 2 (IMPACTS A, F-1, F-2, J. S k b): 5,354 SF
TOTAL RIPARIAN BUFFER IMPACT (BOTH ZONES): 11,921 SF 1 inch = 100 ft. SIRMTMAT
CARY
CANT TOWWW WAKE COUNTY, NOM CAAOLNA
JOB 369050
M SHEE T.
BRANDYWINE Hugh J. Gilleece and Associates DSN/CHK BY. JRZ/PNJ DATE: 01/03/2006
OWN BY: JED 875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] PF SeW U1d ?ITe T SCCA ALE- DATE: 01/03/2006 C-W2
VR: - HRZ SCALE: 1' = 100'
,
5-
? IPF
43G
42
PF - 2oE t ?', !? / ' /? BUFFER ZONE 1 W,
?'A vt
?'I III -.? ---- --- --?? ?3/l II? 05
s?
I I I y -- ? -------- o_ ,? ?' r q TEMPORARY
?I II ?i __'t? •' - ??' ?ti5 ?' I IMPACT r: 269 SF
ngA??r _jt____:'-< ' e;CRAHtt STREAM CHANNEL 1PF1 I ` ' t
VA AV ,T(?\6? \\ A
PERMANENT
\ \ -?? - i tiro IMPACT TI:
\\ ??\ E2
P?ERMANENTIPS ,' ur ?' z
?v v •v `? r MG T v,--- 66 SF (22 LF)
vv vv ?v Aw ?? -1t 1, SfiORAIW TER - PIMPACT U-2:
.o e E A oo BUFFER _ -? , r ?s a aca.?F
Q --- pr
AN 318 SF aRCR
ZONE 1 Zv, my our l?y-5
\ - \ \ o \ t > ACCf s _
v v ?.r?••' a b AYf?p 6R TEMPORARY ?WA4F
IMPACT (p.
679 SF Exlsr. _ _ ' BUFFER ZONE 2
I \\? ?\ ?? \\ ?\ p^?\r1\ S »!- - CHANNEL ANENT
\ .\ \ \ ---- _ em -- -- --- U T K 2,210 SF
so `, \ \?\ \ / _ ---- ZONE 2 - - 8
ARY
J \ 5 IMPACT
0-1:
:?, ss , \ \ ws\ \ , ACTP-2 855
\ \ \ \ \ \ E) ST. STRE CHANNEt, 1,587 S
ov, F
1566, v&`:?? v Pv T vvv PERM ..,?a PF oa Bl1FFER ZONE 1
II ?o?F:iai` \ \ \\\ ?\ \\ ? ? \ `???` ? \ \ ? \ ? \\\ ` ?\? ?? ? ?-?' \ ` nom \ \ ? PERM T \
31 -
?AMPACL S^ 2" IMPACT .
Ez1S?• BIRFERZONE 2 ,,? v =?q w 3,197 W
SF 3,197 ?? 1 1 \\ v VA V r v ??y PoN4A NESS \? ?? •?-__ ? PACT T.2 (2) 30 RCP
ID wn V A I t A t V A V -- 9i
?e P?
9 ?? m \ \ \ \ \ \ \ \ \? \ ti t.w ?? `\\\ 201-$F, ,FEE T6RMWATIE Pe2
wo AA t 1 1 1 AA \ ?? 8? _ os-/i Q
\ V ?
`iw? '•t l`{ ` I \ \ \ ? ? R? 9p',Ppip ? ? ? ?\ ?\ ? \?, ? ? ?03 \\ TLM1D Q
T ?l o a°y?
V ? ?4$f,lsEwE?r TL,1N??? . ??? ????t v? \ \ a ?.
BENCH ?aK I I i >> % STREAM CHANNEL PERMANENT
rer .,rov4Nr l IP ,?? ?. v A\ V ` I i
rz4? eou DI TUk v ?,? ? lw ? ??+< ?e1?: ? wv` vv ?° ?? `? ? ? ? v? I I IMPACT X: 611 SF 140 LF)
IPA
DISTi??B REST i RWMF BUFFER ZONE 1 PERMANENT
, v ? ? ?' (?? v v vap. IMPACT Y: 3,153 SF
71
RESET I I I I I I ? v v 49\
\ \`
BUFFER ZONE 2 PERMANENT
I r I I I '? ? i l I i i ? ` v t I v \• ? ?? 1 `Z '?? T IMPACT Z. 1,994 SF
I I I
II I I I i I I I I I ,?, v v v v v vow ? ?? ,? ?
I? I?. ' r ?? i i , v I t I lPSvvvv' v?'=
RIPARIAN CROSSING PLAN FOR AREA 2 RIPARIAN CROSSING PLAN FOR AREA 3
BUFFER CHANNEL IMPACT SUMMARY: BUFFER CHANNEL IMPACT SUMMARY:
F IMPACT: AREA: IMPACT: AREA:
' TOTAL STREAM CHANNEL IMPACTS: 284 SF (131 LF) TOTAL STREAM CHANNEL IMPACT (IMPACTS X & Tj): 677 SF (162 LF)
TOTAL WETLANDS IMPACT U-2: 318 SF
TOTAL RIPARIAN BUFFER ZONE 1 (IMPACTS N & R): 6,629 SF
TOTAL RIPARIAN BUFFER ZONE 2 (IMPACTS P-1, P-2. T-1 & T-2): 4,996 SF TOTAL RIPARIAN BUFFER ZONE 1 (IMPACTS W. Y, y & q)): 7,298 SF
TOTAL RIPARIAN BUFFER IMPACT (BOTH ZONES): 11,625 SF TOTAL RIPARIAN BUFFER ZONE 2 (IMPACTS V, Z, 0-1 & 0-2): 5,951 SF
TOTAL RIPARIAN BUFFER IMPACT (BOTH ZONES): 13,249 SF
GRAPHIC SCALE
100 0 50 100 200 - -
No. DATE REVISION DWN CHK
WETLANDS IMPACTS
FOR
( IN FEET) BRANDYWINE
1 inch = 100 ft. s'UATED AT
CARY
CARY TOWNSHP, WAKE COUNTY, NORTH CAROLINA
JOB : 3690.50 SHEET:
BRANDYWINE Hugh J. Gilleece and Associates DSN/CHK BY. JRZ/PNJ DATE: 01/03/2006
°
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] PF, $eW Vd ?(?13(II8 ? BY: JED DATE: 01/03 2°06 C;-W3
VRT SCALE: - HRZ SCALE: I' = 100'

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FOR AREA 1
SEE SHEET C-W3
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FOR AREA 3 L_2
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SEE SHEET C-W3
FOR AREA 2
AN I r-,
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GRAPHIC SCALE
200 0 100 200 400
( IN FEET )
I inch = 200 ft.
BRANDYWINE Hugh .J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] W sed rd
ilk
A w
A
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\
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1 Q
WETLANDS IMPACTS KEY MAP
FOR
BRANDYWINE
SnATED AT
CARY
CARY TOMRr%V WAKE COUNTY. NORTH CAROLINA
JOB f: 3690.50 SHEET:
DSN/CHK BY. RZ/PNJ DATE: 01/03/2006
DWN BY: JED DATE: 01/03/2006 C-W1
VRT SCALE: - HRZ SCALE: 1' = 200'

LINE TABLE
LINE/ BEARING DISTANCE
LI 5 36J7'00" W D51'
L2 N 15537" E 4728'
L3 N 685234" W 7959'
CURVE TABLE
CURVE/ DEL TA RADIUS ARC CHORD TANGENT BEARING
CI 079572" 11,159.16' 1.39374' 1.39285' 69776' S 1750'45' W
EXISTING CONDITIONS LEGEND
(WF)-WOOD PRIVACY FENCE
(MW)-META( WRE FENCE
(BWF)-&1RBWiRE FENCE
(CLF wMN (INK FENCC
(E COLE a PAVEMENT
A-F ER POLE
(OHPU-OVERHEAp PoWER LINE
(RCP)-REINFORCED CONCRETE PIPE
(BC)-BAC'K OF CURB
(4GPoCM)-UNDERcR0uNp FIBER OPT,C CABLE METER
(PB)-PHONE Box
(FES)-FLARED END SECTION
CLEAN our
406--WATER METER
(CB)-CATCH BASIN
HYDRANT
METAL PIPE
O
gi ee
o ?°o %
s-- 5
w°
r 7
igm f
o c?
f
4
Y6? fig,
1..c ,

1v v // / 1 v 111 v
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g?? vvv`v?v` v:; - `v vvv • -///' " - 1 I „1 11111i1n I ?? ?J `s'
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: ?? fix.vvv`?v0\\?v• vvvv „/// ,??.,,?v v_, 111 I 111 v S`4
\'jw\ \ \\ \\\\ \ \ \\_____ // ' - 1l 111
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,w':
`=•r. 1.r `?" \\\S+ ?6p, ? -____'- ?/,\ \ s
v \ ?' \vvv -o
1

oo' 00 SURVEY NOTES:

-
W' 1. WETLANDS WERE DELINEATED BY SOIL & ENNROIIMENTAL
/ pA 1t CONSULTANTS, INC.

- / .. ,/ 2. MISCLOSURE WAS DISTRIBUTED BY THE COMPASS METHOD.
/ •f pf THE DISTANCES ON THE MAP ARE ADJJSTED HORIZONTAL

L
° GROUND 015TANCES UNLESS NOTED OTHERWISE. All AREA

? My \
i
'c
?
f CALCULATED BY COORDINATE COMPUTATION.
114,
1 q?
,
r
5Q\---j
'A° ecq
s
GRAPHIC SCALE 05-w-m
APPROVED
TOWN OF CAW
Approved by_ Dote_
( IN FLEA') Planning Dote_
I ncb = 120 n Engs-ng Dote-
DATE
BRANDYWINE I Hugh J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone-. [phone] Fax: [phone] PF Seal and
?P d- I. yn\
a ?? 'A 1
\
?1kv ,1
??l r
s?
TOWN OF CARY COMMENTS DATED 01/25/2006 - NO CHANGES JED/PNG
TOWN OF CARY COMMENTS DATED 12/12/2005 - NO CHANCES JED/PNJ
?REEVVII,S?IOONN /y,? ?y I DWN//?CHII
?y?M
CAIS COl?fil /TREE t7l/NEy f-A
FOfl
BRANDYWINE
SITUATED AT
CARY
CATTY TOWNSHIP, WAKE COUNTY. NORTH CAROLNA
JOB p 198625 SHEET:
DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
?yrr? DWN BY: JED DATE: 11/18/2005 C2
Hr OF WAY MONUMENT FOUNO
PIPE FOUND
PRE SET
T OF WAY
LINE OF RIGHT OF WAY

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DRAINAGE SCHEDULE-RATIONAL METHOD
INTENSITY:
DATE 12116r2005, Rev 2072006 2Y, . = 5.76 M.Hr.
PROJECT: B-h-ne 10Y, c 722111 1
25 YI.- 8.19 WM.
FROM TO D.A
WAIT OT. ID
IACI C
(DIM area) POST
C 02
HOPS, 010
(CFS) 026
(P; S) UPP
NVER OW
INVER TOP
ELEV. LENG
(FT) SLOPE
(FTIFT) NPE
MATERIAL DIAM.
QN)

1 2 1.26 1.26 0,526 0.525 3,85 4.82 547 404.05 4037E 409.07 26 O.N12 RCP' 15
2 3 1.41 266 0446 0.484 3,64 938 10.64 403.01 102,25 409.07 148 0.00151 RCP' 24

SA 9 0.19 0.19 0.523 0.523 057 072 0.82 431.50 423090 436.4$ 126 0. RCP 15
9 8A D.IS 0.44 0587 0.551 0.51 I. 36 1.55 423.70 416.70 428.62 87 0.0805 RCP 15
BA 8 D.76 1.10 0.578 0.570 254 4. 5.17 416.50 413.40 421.50 41 0.0756 RCP is
a 3 1.16 2.56 0.151 0.502 383
9.35
10.61
413.20
102.25
41825
IDS
0.0003
RCP
15
3 4 0.18 5.40 0723 0.500 07 1968 1 22.32 102.05 401.7C 412.64 36 0.0097 RCP' 24

5 6 27.43 27.43 0470 0470 74.67 93,85 10040 398.34 396.50 93 060196 RCP (2)-30

7 7A 0.37 0.37 0.440 0640 0,96 1. 20 136 431.00 425600 125 00480 RCP 15

10 11 889 8.89 0.243 0243 157 1764 418001 3965C 361 0051 RCP N

12A 12 266 2.66 0.297 0293 4.53 5.68 644 440.46 435,00 445.13 156 0. 0350 RCP 15-
12 13 1.92 4.58 0.372 0.326 4.1 10.87 1233 434,75 21.75 139.80 202 00495 RCP 18
13 16 000 4659 0.326 1087 12.33 4.55 419.77 429.25 150 0.031 RCP 18

16A 169 1.22 1.22 0.455 0.485 3.44 4,31 4.69 421.00 25.0 43225 141 00163 RCP 15
16B 16 1.07 2.29 0.456 0477 2.83 7.86 8.92 424.80 2D.02 429,96 181 00264 RCP if

14 15 0 0. 0647 00647 22
- 3,05 3.46 20.56 20.43 25.48 26 0. ODSO RCP 15
15 16 D.11 76
Or 0.567 0.638 0 37 3.51 3.96 420.23 420.02 425.18 42 0.0050 RCP 15
16 17 0.35 7, 0.587 0.409 1.21 231 25.95 41817 41766 25.81 87 0001 RCP 30
17 18 D. 7. 90 - 0.409 23.76 25.95 417.48 4x96 421.00 41 0.0127 RCP 30
78 19 0.00 7.98 0.409 2.76 26.95 416.46 415.54 2100 1 & 0.0050 RCP' 36
19 20 0.00 7.98 0.409 23.7 26.95 415,34 41520 236 00 20 0.001
70

RCP'

36

24A 24 2.07 2.07 0363 0.383 46 5676 6.54 23.50 47275 59 0.0127 RCP 11

21 22 all 0.17 0.587 0.587 0.57 071 0.80 442.00 42B.D5 450634 257 0.052 RCP 15
22 23 0.23 040 09486 005A 09 1. 53 173 27.68 427661 432.80 27 00100 RCP 15
23 24 0.30 0.69 09723 0.611 124 3. 3.49 427.41 2100 433.13 102 0.0432 RCP 15
24 25 3.07 2.83 0.587 0.444 0.24 9.1 10.37 22.55 418.75 427 91 155 090245 RCP' 16
25 26 0.00 2983 DAM 91 10637 4186 418.00 422.00 16 00344 RCP' 18

27 31 1,27 1.27 0.509 0509 3.76 4671 5.34 21.94 418.00 426.86 231 0.0171 RCP' 15

28 31 070 0.70 06486 0.486 1.97 2.47 2,90 20.47 418.00 425639 26 009W RCP' 15

29 30 0.25 0.25 0.723 0723 19 1,30 147 21.39 419.37 426.31 41 00493 RCP' 15
30 31 D.85 1.09 0.537 0.579 2.64 461
- 523 4107 41800 2429 175 0.0067 RCP' 15
31 32 0.29 3.35 0.587 09534 0.99 13. 0
3 1179 417.60 40200 425.00 165 0.0958 RCP' 15
32 33 0.44 4920 0,440 0515 261 156 1785 40735 396.00 4075 40 0,0938 RCP. 18

34 35 15 1,57 0501 0.501 4.57 573 650 411,21 410 SO 41557 61 0,0116 RCP 1s
35 36 0.31 1.98 0.715 06535 1.30 7.35 834 410.30 398,00 41757 182 0. O"SN RCP' 15

37 38 75.14 25.14 0.342 09342 49.94 62.5 71.00 418690 41550 91 0.0374 RCP (2)30

39A 39 5411 5411 0400 0.400 97.40 126r62 14096 401.96 400.90 97 00099 RCP 48
40 41 0.25 0.25 00730 73D 1.
0
7 1,34 1,53 404.54 4@.00 407.30 30 00847 RCP 15

2 4i 040 0640 0382 4 11 1,25 TRW 4210 431 75 42 00214 RCP 15
43 44 023 032 1.99 2,26 2590 412.82 2100 157 O RCP 15
44 45 0.07 070 0.587 2.31 26'2 41262 40243 41787 175 0.058 RCP 15
45 40 103 173 0508 0
4 6912 6.94 40213 395.80 407.35 99 0.0619 RCP' 15
'ORn psis, M RCP O From routing Progam
Note'. TopWeY4tiom are at the back of:wb fW catch basim, WWr elevabon liar yard Inlets, and tap of access for IOU mboxes
.
VELOCITY REDUCTION PADS
Project BmlNywne
Date: 1111342005
OUTLET
NO. PIPE DIJI
(IN1 VELOCITY
(FPS) ZONE STONE
SIZE STONE
CLASS WIDTH
FT.) LENGTH
(FT) DEPTH
(IN I
4 24 7.20 2 G" B 6 12 16
6 (2)-30 11.75 2 6' B 10 19 16
11 24 15.56 3 13" 1 6 16 24
2D 30 6.61 2 S 8 9 18 16
33 18 1628 3 13' 1 5 12 24
25 18 1032 3 13" 1 5 12 24
36 15 13.35 3 13' 1 4 10 24
38 (2)-24 13.93 3 13' 1 7.5 20 24
39 48 1137 3 13' 1 12 32 24
41 15 15.32 3 13" 1 4 10 24
45 IS 13.41 3 17 1 4 10 24
OS1 24 238 2 6-
B
6

4
18
082 24 10.78 2 6' B 6 12 18
OS3 18 5.79 1 2 A 5 6 12
OS4 30 6.89 2 6' B 7.5 15 18
OSS IB 670 2 6' B 5 9 18
BRANDYWINE
05-16-M
APPROVED
TOWN OF CARP
Approved by-Dale-
Rmnng Date
-
Engineerng Dale-
LINETYPE LEGEND
EXISTING NAME PROPOSED
------ -- WATER LINE W-
--- - GAS LINE
- GE --- -- OVERHEAD ELECTRIC - OE
--- -- - OVERHEAD TELEPHONE
STORK DRAIN
-S SANITARY SEWER
FORCE MAIN - FM-
- CENTERLINE - -
MATCH LINE - -
PHASE LINE 9WW W WUO009
-- X - FENCE LINE
SILT FENCE LINE -----rte
- - - STREAM LINE
TREE LINE
- CURB & GUTTER LINE
CONTOUR LINE
-320- - INDEX CONTOUR LINE -320 -
- - - - PROPERTY LINE
SWALE/DITCH LINE -
TREE FENCE -TT-
- - - - EASEMENT LINE - - - -
- - - - ROW LINE - - - -
FLOW LINE -
TEMP DIVERSION LINE - <-
CLEARING LIMITS -cL-
BUFFER ZONE LINE - - - - - -
RIPARIAN BUFFER
100 YR. FLOOD ELEV. - -- -
9OlDHC RESTRICTION FLOW LIE - -.-.-
SEEDING SCHEDULE
SHOULDERS, SIDE DITCHES. SLOPES
(IAr:vm 31)
0.1. TP, N-n g Rm.
Aug 15 - No. I im Fettue a Haa Feuue 300 m./rcre
Nov 1 - Ma I Tdl Fettu+ mO --i Rte a Amud Rye 3W III are
Ma, 1 - Apr 15 TALI F<uue a Had Feacue 300 111 rcre
Apr 15 - .4.< 30 uo<d cwnmm B«muap pass, 25 11
/are
Weep'i.q Loa Gau
July 15 - A., 15 ''I - py••'Bra W Id4t 21, 1,
Moor
'g +p $a(HUm-$Wpn MINUS
Cmwll Ernem Conva 011- w FRCS Ia aa6- dl«-- Ia aq.ta Ong
d- - Th+ abme aget- role W< Thaw -h d.. ell a.av 1110
-d-1. Ith« Aea:,9 role romb-- a< ppivbN
••• - Re pr..pranq tp DOTTREL. xwo. Ia d< p«mmml
a9Hd AT. Oo - a1. lempaay tor« 1o pa. oar 12 Uchn n h.,hl
b,f- -rng Ip lap lescut ham b<Hq shdfed art.
•BahU 43115 mall not be used ? Tan montaT<d ams.
SHOULDERS, SIDE DITCHES, SLOPES
Lopn (x1 and T.1) (not mhw«J)
D.I. I,- Po.I.hq Rate
Ma 1 - .kl.e I S«mea Lnp<- (-ir-) 50 Ib /aa<
229
Yb - Apr 15 .SAO idl fescue
e 120 b /acre
Ma 1 - ,Vne JO 800 Waplnq Loa Gass 10 Ib /aae
C
Ma 1 - June 30 A= Xuhad Common 8«muaa grass 25 Ib./acre
June I - Sept I ... T.1 1— 1-40 120 Ib /pae
:::B, Mpp.111tt 3516./arc
"'z Sagh„m-Soon HPrids 301b.Poa<
Sepl 1 - Ma S«i- Lesp<de[a (unnuRM/unuaihd) 10111, are
pay Tm rnme 1m W./rcre
marvel Rye a A.nud Rye 25 16 /rcre
C- it E- Co.trd Olt- « WCS to a d dl«.ati- la ag -mq
«weea - Th. eoe .gels oe those +hrh ao +111 wax Io<a
-dd.- tha 1-9 role <anb .s s ve pms61<.
••'T«.a
t11m D. B .m etted pcc -p-Y to o- 1.n 'trim Ia 12 Caved p 1
g. alo. c- I-9 h d 1 Vmn W h6,hl
],ef- moving to -p leuue from b being 0gn
6 shaded out.
•B... pass m.II - x used Io T.
SEEDBED PREPARATION
1. CHISEL CGNPACIED AREAS ANO SPREAD TKRSpL 3 INCHES DEEP OVER ADVERSE SOIL
CO DIRON6 F AYALABLE.
2. RID THE ENTIRE AREA TO 6-NOR DEPTH.
3. REYOSE ALL LOOSE ROC, ROOM. AND OTHER OBSTRUCTIONS IEAWNG SURFACE
REASONABLY SMOOTH AND UWORM.
4 APPLY ACNOATURAL TAE. FERTILIZER. AND SUPERHIDSPHATE UNFO I&Y AND MIX
WN SOL (SEE BELOW -).
5. CONTINUE TILLAGE UNIX A WELL-RA\ERIZED. FAA, REASONABLY LNFORM SEEDBED E
PREPARED 4 TO 6 INCHES DEEP,
6. SEED ON FRESHLY PREPARED SEEDBED AND GONER SEED LIGHTLY WIN SEEDING
EOIPAEMT OR CULTRAGK SLIER SEEDING.
7. NAON 1MMEOIAmr AFTER SEEDING AND ANONpR MULCH.
IL INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDNGS MOAN
THE PLANTING SEASON. F P0351BLE. W STAND SHOULD BE OIER 60% DAMAGED.
RE-ESTABLISHED FOLLOWING ORIGINAL WL FERTILIZER AND SEEDING RATES,
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTUZATION
AFTER PERMANENT 00K 5 ESTABLISHED
-APPLY: AOKLRYURA LIMESTONE - 2 TOMS/ACRE (3 TONS/ACRE IN MAY SOLS)
FERTILIZER - 1,000 LB/AOE - la-RO-1D
SUPERPHO9A4AE - 500 LB/ACRE - mx ANALYSIS
MIACH - 2 TONS/ACRE - SMALL GRAN 5MAW
MCNOR - ASPHALT EWLSON 0 300 GALS/ACRE
NOTES FOR CONSTRUCTION:
I. PLANS FOR INFRASTRUCTURE ONLY
2. ALL CONSTRUCTION MUST BE PERFORMED IN ACCORDANCE WITH CURRENT
TOWN OF CARY STANDARD SPECS AND DETAILS.
3, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF EXISTING
CONDITIONS. CONTRACTOR SHALL NOTIFY ENGINEER OF DISCREPANCIES
BETWEEN FIELD CONDITIONS AND THESE ORAWINGS.
4. THERE IS NO 100 YEAR FLOOD PLAIN PER FEMA FIRM PANELS FOR THE
AREA SHOWN.
5. VELOCITY REDUCTION PADS SHALL BE INSTALLED AFTER T.O.C. AUTHORIZES
REMOVAL OF SEDIMENT BASINS.
6. AREA OF DISTURBANCE = 14.55 ACRES
7, CONTRACTOR WILL KEEP STREETS CLEAN AT ALL TIMES, OR A WASH STATION
WILL BE REWIRE[).
8. ALL CATCH BASINS SHALL HAVE INLET PROTECTION-
9 . ALL CUT AND FILL SLOPES MUST BE STABILIZED WITHIN 15 DAYS OF ANY
PHASE OF GRADING.
10. IMPERVIOUS AREA = 11.57 ACRES
II, TREE PROTECTION FENCING ON THIS PROJECT WILL BE INSTALLED AND
INSPECTED BEFORE THE GRADING PERMIT IS ISSUED.
12. A PRE-CONSTRUCTION CONFERENCE MAY BE REWIRED BEFORE GRADING
PERMIT IS ISSUED.
13. PERMANENT GROUND COVER WILL BE ESTABUSHED IN 15 WORKING DAYS OR
90 CALENDAR DAYS WHICHEVER IS SHORTER.
14. THE AREA DESIGNATED SHALL BE USED FOR TOPSOIL STOCKPILE.
15. THIS PROJECT IS IN THE CRABTREE CREEK/NEUSE RIVER WATERSHED.
PROJECT AREA=4854 ACRES
I& THE DEVELOPER WILL BE RESPONSIBLE FOR ALL INSTALLATION COSTS
ASSOCIATED WITH STREET LIGHTING ALONG PROPOSED STREETS, ADJACENT
STREETS MITI THOROUGHFARES AS REOUNEO PER TOWN OF CARY POLICY
STATEMENT NO. 13. THE DEVELOPER SHALL CONTACT PROGRESS ENERGY
COMPANY AFTER PUN APPROVAL AND PRIOR TO CONSTRUCTION IN ORDER
TO DEVELOP A STREET LIGHTING PLAN FOR THE SITE/SUBDIVISION PLANS.
17. PRE-DEVELOPMENT: 010 - 0.200(7.22)(46.538) - 6720 ch.
POST-DEVELOPMENT: 010 = 0.382(7.22X46.538) = 128.35 cis.
18. THE RESERVOIR WATERSHED PROTECTION ORDINANCE IS BEING ADDRESSED
THROUGH THE USE OF RETENTION PONDS.
19. THE PROJECT WILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST
MANAGEMENT PRACTICES AND ENGINEERED STORM WATER CONTROL
STRUCTURES AS OUTLINED N THE TOWN OF CARY UNIFIED DEVELOPMENT
ORDNANCE (CHAPTER 4.4.6 LDO).
20. WETLANDS ON THIS PROJECT ARE AS SHOWN.
21, A GRADING PERMIT WILL NOT BE ISSUED UNTIL THE TOWN OF CARY HAS
RECEIVED NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT
THE NITROGEN BUY DOWN HAS BEEN COMPLETED.
22. ALL STORM DRAINAGE FRAMES, GRATES, AND HOODS SHALL BE STAMPED
WITH 'DRAINS TO RIVER- IN ACCORDANCE WITH TOWN OF CARY STANDARDS.
23. IF ORIGINAL CHANNEL IS DISTURBED IT WILL HAVE TO BE STABILIZED N AN
APPROVED MANNER.
NOTE;
INSTALL SEDIMENT BASINS AND DIVERSION DITCHES PRIOR TO CONSTRUCTION.
NOTE
WHERE SIGHT TRIANGLES ENCROACH ONTO PRIVATELY
MAINTENANCE LOTS, THE AREAS WILL BE DESIGNATED AS
MAINTENANCE EASEMENTS, AND MUST APPEAR ON THE
RECORDED PUTS.
GENERAL NOTES:
A. SIGNAGE IS A SEPARATE APPROVAL PROCESS AND HAS NOT 13EEN REVIEWED OR
APPROVED AS A PART OF THIS DEVELOPMENT PLAN. IF YOU ARE REWIRED TO
SUBMIT A UNIFORM SIGN PLAN, YOU MUST SUBMIT AND OBTAIN APPROVAL OF A
UNIFORM SIGN PLAN PRIOR TO THE RELEASE OF PLATS FOR THE RECORDING OF LOTS
(IF APPLICABLE). PLATS TO RECORD LOTS CANNOT BE APPROVED UNTIL THE UNIFORM
SION PLAN HAS BEEN APPROVED.
8_ WHERE EXISTING VEGETATION FAILS TO FUNCTION ADEQUATELY AS REQUIRED. (I.E.
BUFFER TYPE A. B. C. AND 100' THOROUGHFARE CORRIDOR BUFFER) THE CARY SITE
INSPECTOR RESERVES THE RIGHT TO REWIRE SUPPLEMENTAL PLANTINGS IN ADDITION
TO THOSE SHOWN ON THE PLANTING PLAN BASED ON ACTUAL FIELD CONDITIONS.
C. ALL TREE PROTECTION FENCING SHALL BE MAINTAINED UNTIL ALL SITE WORK IS
COMPLETED. THE FENCING SHALL BE REMOVED PRIOR TO THE FINAL SITE INSPECTION
FOR THE CERTIFICATE OF OCCUPANCY (CO).
D. ALL ABOVE GROUND UTILITY EQUIPMENT AND FACILITIES ASSOCIATED WITH ON-SITE
ELECTRIC, CABLE, TELEPHONE, GAS OR OTHER SIMILAR UTILITY SHALL BE LOCATED IN
THE SIDE OR REAR YARD AREA OF THE SITE AND SCREENED, TO THE EXTENT
POSSIBLE, WITH EVERGREEN PLANTINGS. PLANTINGS SHALL ALLOW FOR A MINIMUM OF
A 5' CLEARANCE AROUND THE STRUCTURE TO ALLOW FOR ACCESS. ADDITIONALLY,
ANY SIDE OF THE STRUCTURE HAVING A DOOR OR LOCK, THE PLANTINGS SHALL ALLOW
FOR A 10' CLEARANCE. THE AMOUNT OF CLEARANCE SHALL ACCOUNT FOR THE SIZE
O THE PLANT MATERIAL AT MATURITY.
E. ALL TREE PROTECTION FENCING SHALL BE MAINTAINED UNTIL ALL SITE WORK IS
COMPLETED. THE FENCING SHALL REMAIN UNTIL ISSUANCE OF CERTIFICATE OF
OCCUPANCY (CO).
F. LEVEL SPREADERS ON THE PROJECT MUST BE LOCATED ON COMMON OPEN SPACE,
HAVE AN ACCESS AND MAINTENANCE EASEMENTS LOCATED AROUND THEM AND
INCLUDE AN OPERATIONS AND MAINTENANCE MANUAL AND A MAINTENANCE
AGREEMENT,
2 j 02/10/2006 TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNG
I? 12/29 TOWN OF CARY COMMENTS DATED 12/12/2005 JJED/PNJ
Hugh J. Gilleece and Associates
875 Walnut Street Suite 360 Cary, NC Phone [phone] Fax: [phone] FIE Seal and
GENERAL NOTES
FOR
BRANDYWINE
SITUATED AT
CARY
CRAY TOWNSW, WAKE COUNTY, NORTH CAROLINA
JOB N 1986.25 SHEET:
rCHK BY.. JRZ/PNJ DATE: 11/18/2005
BY: JED DATE: 11/18/2005 Ci
J L)

UTILITY LEGEND SYMBOL
ABBREV. SYM. NAME
ARV 0 AIR RELEASE VALVE
PP tl UTILITY POLE
WVPR o2 PROPOSED WATER VALVE
WVEX EXISTING WATER VALVE
BOAPR N .o« PROPOSED BLOW OFF ASSEMBLY
BOA EX o+ EXISTING BLOW OFF ASSEMBLY
W.CROSS •E WATERLINE CROSS
WLTEE I• WATERLINE TEE
FHPR Y? PROPOSED FIRE HYDRANT
FHEX EXISTING FIRE HYDRANT
MHPR PROPOSED MAN HOLE
MHEX 0 EXISTING MAN MOLE
FESPR I PROPOSED FLARED ENO SECTION
FESEX 0 EXISTING FLARED END SECTION
REDPR 4 PROPOSED REDUCER
REOEX Q EXISTING REDUCER
SANSERV o 4' SAN SEWER SERV
WSPR IN 3/4• WATER SERVICE
CONSTRUCTION SEQUENCE FOR THIS PROJECT
SHALL BE AS FOLLOWS:
1. TREE PROTECTION FENCING WILL BE INSTALLED AND INSPECTED BEFORE
ISSUANCE OF GRADING PERMIT.
2. OBTAIN GRADING PERMIT.
3. STREAM CROSSINGS SHALL BE INSTALLED IN THE DRY IF FEASIBLE IN A 2
DAY PERIOD. IF STREAM FLOW MAY OCCUR DURING INSTALLATION. A
DIVERSION DITCH SHALL BE CONSTRUCTED AS SHOWN ON THE PLANS AND
UNED WITH FABRIC.
4. INSTALL STANDARD TEMPORARY STREAM CROSSING OPTION 04000.11 ON
SHEET 2 OF 2 AT BOTH STREAM CROSSINGS. INSTALL SILT FENCE ALONG
TOP OF BANK UNTIL CROSSING PIPES ARE INSTALLED AND FILL IS TO BE
PLACED IN CROSSING. DO NOT INSTALL SILT FENCE ACROSS STREAM
CHANNEL.
5. INSTALL ALL EROSION CONTROL MEASURES AS SHOWN. INSTALL WETLAND
AREAS AS SHOWN WITH THE OUTLET STRUCTURES. THESE WETLANDS WILL
FUNCTION TEMPORARILY AS SEDIMENT BASINS CONNECT A SKIMMER TO THE
OUTLET DRAIN OF EACH WETLAND TO DRAIN THE WATER GRADUALLY WHILE
RETAINING THE SEDIMENT.
6. OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON-SITE INSPECTION BY
EROSION CONTROL OFFICER.
7. PROCEED WITH GRADING.
B. INSTALL CROSSING PIPES AS SHOWN. PROVIDE ENOUGH COVER OVER PIPES
TO DIRECT BANK FULL FLOW INTO CROSSING PIPES. INSTALL SILT FENCE
OVER TOP OF CROSSING PIPES.
9. IF DIVERSION DITCHES WERE NECESSARY, DIVERT STREAM FLOW THROUGH
THE PIPE AND FILL THE DIVERSION DITCH.
10. PRIOR TO GRADING THE SECTION OF ROAD "A THAT IS NORTH OF STATION
34+70, INSTALL CATCH-BASINS 1,2, AND 3 AND FLARED-END SECTION 4 TO
DIVERT ADDITIONAL WATER TO TEMPORARY SEDIMENT BASIN LABELED
"WETLAND I."
11. CLEAN SEDIMENT BASINS WHEN ONE-HALF FULL.
12. SEED AND MULCH DENUDED AREA WITHIN THIRTY (30) DAYS AFTER FINISHED
GRADES ARE ESTABLISHED.
13, MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND IS
ESTABLISHED.
14. WHEN ALL CONTRIBUTORY AREAS ARE STABILIZED, OBTAIN APPROVAL FROM
THE EROSION CONTROL OFFICER TO CONVERT THE BASINS INTO WETLANDS.
15. CLEAN SEDIMENT FROM THE PONDS AND REMOVE THE SKIMMERS. CLOSE
THE DRAIN VALVES.
16. REQUEST FINAL APPROVAL BY TOWN ENVIRONMENTAL INSPECTOR.
17. REMOVE SOIL EROSION MEASURES AND STABILIZE THESE AREAS.
18. ALL CUT/FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE
OF GRADING.
19. EACH LOT IS TO BE CLEARED INDIVIDUALLY. IF MULTIPLE LOTS ARE
CLEARED SIMULTANEOUSLY AND THE COMBINER DENUDED AREA IS OVER
12,000 S. F., AN EROSION CONTROL PLAN WILL HAVE TO BE SUBMITTED
BEFORE THIS CLEARING BEGINS.
SEDIMENT BASINS
PmjecR: Brandywine
Date: Nw 18, 2005, rev. 2IM006
BASIN DRAINAGE DENUDED VOLUME SURFACE SUE WEIR
AREA AREA REGD. AREA REOD MN' A V x D) LENGTH
C) (ACI (CF) (SFr (FT.)
WL 1 3.17 154 4572 2988 5293 SF 10
WL2 3.15 1.94 348 2973 7669 SF 10
WL3 3.1 0.99 1780 2308 230 SF 10
WL4 4.64 2.00 3546 4378 8796 SF 12
WLS 210 2.1 378 1961 2624 SF 10
SB 1 1.40 1.26 2268 1321 25 x 52 x 3 10
SB 2 1.9 0.11 100 1411 26 x 55 x 3 10
000 0. 0 x 3 10
0.00 0. 0 x 3 10
B 00 0. 0 X 3 10
0.00 0. 0 X x 3 10
0. 0. 0 x x 3 10
000 O. 0 X x 3 10
000 0. X X 3 10
TR N EDIMENTA TION AND E ROSION C ONTROL MAN UAL
? ? gi oTRp
A 'Z OBF?„ kJe ?1
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x° ff, ??i 'TT / I \ l uU?\ p
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1 4 !ie`? 4xm ,* z ° a I ? ? v Av ` - -' ?`'- - 1l 11111 III 111 I I'1 i ??o
c?9kta . .?° vv vv - I 1 II III I ?$??
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t?s^'O ?? ? I'I I I 1 \ vv ,-__- ? - I I I I IIIIN IIII/II
9 gq III 'I II l
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''t;?`E'r I . I IIII Illl V?K ?: A` ? -- ? 1l l allrl'I I
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?q e. ?. ? {9!If 11111 v vY vR v ? 4
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???a m ,? ? v ? IIII IIII l?'? ?v vvvv vvv vv R ,?? ?
?4
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"16?,oJ^rY, ?Av? ? ?vvA v ????v __ __/ ?vv i! I Illl 111 ??vv
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0
1 o-1
q efS i l ?; _
O °o?E„x 1 ,l'a
LEGEND
Qty ?%e'?Cf
rY °jB / ` f? fS
MATCH LINE
¦mmmmo.. NN . PHASE LINE
RIPARIAN BUFFER LINE
5 I? i? 11 P Y
BRANDYWINE
GRAPHIC SCALE 05-SB-026
APPROVED
TOWN OF CARY
Approved by_ Dale_
( IN FEET 1 P4,-ng Dole_
I inch • 120 n Engnexng Dole_
Hugh J_ Gilleece and Associates
875 Walnut Street Suite 360 Cary, NO Phone [phone] Fax: [phone] PE Seal and

TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNG
TOWN OF CARY COMMENTS DATED 12/12/2005 JEO/PNJ
REVISION DWN CHK
OVERALL GRADNGIDRANAGE PLAN
FOR
BRANDYWINE
SrTUATED AT
CARY
CARY TOWNSHIP, WAKE COUNTY, NORTH CAROLINA
JOB # 1986.25 SHEET
DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
DWN BY: JED DATE: 11/18/2005 C5
VRT SCALE: NONE HRZ SCALE: 1"=120'
?_pWND 071411-55-AfM •_ /
? _ _ _ _ SAW 10=TCF OF DyiK. _
_ PHASE 1 ?r- n? sEe sREU cis PHASE 1
Imseee
iPOPLA2 _ 12 P •5 HASE 3
L+rz EASEdENr
\ \- 'YA 'MBT&"- ?? ?? A A v 20 _ 7
• •\ KILLIAM GLEN EDWAROS. ?°ryE
D.B. 104J9, PG. 1816 - _ 40$ \ \? t10 /
1995, PG. 96D _ ? ay R OWl Vv 3 9 50 ? f h o /
PINN?D 0774.11-55-7606 ?? O12 IQ.
_ fit' Sr0 E \ yrc v°4 I
\
ENV Foy 7,5 ?;er? Nvc'\, \ \R"t176>t?L ?fA?D prcm Win 8"7,14 PL E/
X90
4" ? v v v y??? v?vla 11 ?I ? U 1 ? i o0, // l i /
;'. IN 1 1 /A 7o / f l
? 1 A Oh III ? I I 1, I/ OSS "'2 // /
VERSION 1 ; I V I (lll % A(?.GQ yd 2p'0 3/N 9h
TEMPORARY
DIVERSION
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EASEMENT: ..GQ / •,\ / l / / 0.9 2749. a 155
TEYPp2ARY
DIVERSION
DITCH
SILT DITCH LA ¢A? DEPTH:
JAMES EUGENE RICE. F /EA ENf/ 0" TO 9"
D.B. 2614, PG 71
11/0 P R p
PIN NO. 0771.11-55-7111 I / DID I l
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2"GUM SCALE: 1._30'
7 =? NOTE.
l INDICATED INOICAIED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 396 FEET.
GRADE BOTTOM OF POND TO THE DEPTH INDICATED. SLOPES SHOULD NOT EXCEED
12 PQPLX ,l 1 I PLACE VELOCITY REDUCTION PADS AT TES OUTLETS. USE DIMENSIONS INDICATED IN
/ / / / / • r3 / / / / / SCHEDULE ON SHEET Cl.
/rnGN M bf l
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Y.IO N6?//'• 10`I?APLE
v ?u'7i'. y 50, v / - ' / ? l (¦ EtEr )
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EngFUCong Date_
CARY
" CARY TOWNSF>P, WAKE COUNTY, NORTH CAROLINA

JOB k 1986.25 SHEET.
BRANDYWINE Hugh J. Gilleece and Aoaociatea DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
875 Walnut Street Suite 360 Car
NC Ph
[phone] F
[phone] PE S
al
k 6Y: JED DATE: 1t/18/2005
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HARRY E. DRUrx (PF 7U i ?? ?v I ?1 1 a° iv"6UM
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PIN NO 077!11-56-7J78 _ i 17? ^? }I SBA J '--
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7,2 1, W-
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INV OUT 111:_68 TRINITY KOODS /
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\s PIN NO. 0774.11-56-60;"5 / l 1p _ f0
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s _EASEMENT 2 }' /
-------------- '
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EK rEEr I V KIAB E rH- _ -4 (VARIABLE R/W)
inc b. w It 3 MARK HOLLOWEL( xaOr R/r N.w
I
LISA C. DYER -" , / ReOL[1M aumoe
D.B. 7611, PC 854 9.LETAA 14
PR6LC/ ma a 1475JU5
?- 8M. 1985. PG 1670
INvIN 'f7 RN NO. 0774 H-55--764 A? DO25OOZ Pa 641
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EXIST. 12' NORTH AMERICAN GREEN
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CRADE
? 1 f 1XIST
Qo- I h - -
TYPICAL DRAINAGE DITCH CROSS-SECTION
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12/29/2005
DATE
PHASE 1- .? ___e=== L===== -=__ --- _ y
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'PHASE 3 C -- - ¦ATCHQXINE, SEE, SINEET Cl POPiA? _ 12 ¦ Po ASE 3
BRANDYWINE Hugh J. Gilleece and Aaaociatea
875 Walnut Street Suite 360 Cary, NC Phone [phone] Fax: [phone] PE Seal 20d
TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNC
TOWN OF CARY COMMENTS DA7ED 72/12/2005 JED/PNJ
REVISION DWN CH
GRADING, DRAINAGE AND
EROSION CONTROL PLAN - AREA 2
FOR
BRANDYWINE
SITUATED AT
CARY
CARY TOWNSHIP, WAKE COUNTY, NORTH CAROLINA
JOB # 1986.25 SHEET:
DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
DWN BY: JED DATE: 11/18/2005 C13
VRT SCALE: NONE HRZ SCALE AS SHOWN
t7,ItNUtU QtItNIIL)N WtILANU No. 4 UtHAIL
SCALE: 1"=30'
NOTE
INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 398 FEET.
GRADE 607701! OF PONO TO THE DEPTH INDICATED. SLOPES SHOULD NOT EXCEED 3:1.
RACE VELOCITY REDUCTION PADS AT FES OUTLETS. USE DIMENSIONS INDICATED IN
SCHEDULE ON SHEET C1.
1 J
.c '
7 ' MATCH LINE SEE' SHEETxC15
25 d / J ] - 12 "PINE _
uTILNr
TEMRSION EASEMENT - /
DI?RaoN -'- 39 / •? ' '
30 ,"_______.______
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D.8 10611PG 994 / 1"12 rlNE__. i /
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,
1 No. DATE REVISION DWN/CHK

HARRY E DRucK
IPF ?Q

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A EROSION CONTROL PLAN - AREA 3
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MINIFY 5 MINIFY WOODS
BY
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PG ISJ3 MTT l U BRANDYWINE
.
.
PIN NO. 0774.17-56-7417
276•
SITUATED AT

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--- --- -
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CARY
CARY TOWNSW WAKE COUNTY, NORTH CAROLNA

13RANDYWINE
Hugh J_ Gilleece and Associates JOB M 1986.25
DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005 SHEET:
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax- [phone] PE Seal and Siotlfe JED DATE: 11/16/2005 C14
VRT RT C
SCALE: NONE HRZ SCALE: AS SHDwN
/
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B.Y 1996. PC. 526
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N ® v v h STD) CONSTRI v v v. vv v v vv v v `? v _ v v? ° v` ` v ?` -"rFES
FOR WETLANDS Nos. 2 AND 3
? ?aF ?, ?p N ?' \ NTR NC? '\ 1 \ 1 `I \ \\ \ '\ \\ \\ \\\ \ MNAc?vv lNV IN 4G
r0 a59 y R C \ \ l \ \ \ \ \ \ ?A N)(N \"'^ -• \??\?? ` \` SCALE: 1'=30•
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a"ui2 ce ?JE?"\ c W Rw CL A A 1\ v v v v vv ?- ? ? v? ?? ? v
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/ I r1 \.. ?I?-q I \ \ \ \ \ \ `?LI'??o'1'?- ANQ 'Q? ` ?? ` \ \ \1 R?% WETLAND 2 AND 418 FEET FOR WETLAND 3. GRADE BOTTOM OF POND i0 THE DEPTN
7 1 + clt?-ct I I \ ?I? ??-1,\ O d? P? `\ ?` • \? I/? INDICATED. SLOPES SHOULD NOT EXCEED 3:1. PLACE VELOCITY REDUCTION PADS AT
BUILDING RESTRICTION ZOyF Z '?\? _ - ` hL-r11' g 'FI
FLOOD LINE EL 404.59 r J o°!
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DIANE STONE BA LARD D.B. 4738. P0. 720
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EXTENDED DETENTION WETLAND No. 1 DETAIL
\ _ _ 1 6.. 26x4 PG 703
SCALE: L-3U D a Jp ;; ` v vA v v? ¢e. 2"2. P 6n
NOTE 17 -14??E \\\ \\\ DO 2.9. PL 155
INDICATED DEPTHS ARE MEASURED FROM A NORMAL POOL ELEVATION OF 402 FEET. - \ \ \ \?
GRADE BOTTOM OF POND TO THE DEPTH INDICATED. SLOPES SHOULD NOT EXCEED 3I. _ _ \\ L \ L1?1 \ ?? - D4'/w
PLACE VELOCITY REDUCTION PADS AT FES OUTLETS. USE DIMENSIONS INDICATED IN
SCHEDULE ON SHEET Cl. ? tr 4 0 ?_ MAINTENANCE ????
?,r' U yRN00D v v v v
DOUOLa?YWYNE JONES \ 1 ;. ?? 18 \ \ EASEMENT -- by PINE \ \\ \
APAR7WtL OF \ 'T \\ 6 I n Ij \\ \\ ~ \
B.M. 1948. P0. 3 4 2 v V A\
- %N NO. 0774.07-57-8758 I II /% / + \ --__---_- \ \ \ 1
I?. \
A / \ 2 ?UAk \ 1
\ 1 \ 1
28+n1i18-, v ° Al 1 V 1
19 _
LAN I OSC `- . Y2 DD't GRAPHIC SCALE
t / x ?REA -- A \v Ngq I
II r
G4PARE
_ / ! vv 11 10'ROPCA > j0 PINE IPA I I N rt,T
20,1 I ?? ' ??^ 7 \ I I I lnce - a n
' 1 -36 '72"?iNEI
r70PINE
,21
i
/ TEMP ARY / /
35 )l o'F!N!E ?, 11
/
a
6 ?? l / Nd5 l #12P1E
'22
41 I cAk
b7 fi & ,34 / LANDSCAPE ,I 12 PINE
yo i i ARCH 9 ?4 r 'vrNE
CHARLES DAVID RAPER, J2. / 23 9LT ITCH 9"PINE APFFKYVM D.B JJ92. PC.. 42 9 SOUR V?OOG I TOWN OF CARY
A PART OF _ Approved 6y_ DoteBM. 7948, 57 J 33 / DITCH ______-_ I RW Oate
PIN N0. 0774.71-57-8305 9
SPINE 12 P?NE E %naningineerngDote_
4 G•o 37,
f -
Z4 G_ SPINE/
i
2 02/7012006 TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNO
/ - 25.0 1 ]2 29 2005 TOWN OF CARY COMMENTS DATED 12/12/2005
i 38 Z o 10 PINE , l / JFD/PNJ
_ No. DATE REVISION DWN CHK
A? k AE) DRAIN
--- f?5 ! AA5SHF C14 7 12 "PINE GR1ACE AND
8 EROSION CONTROL PLAN - AREA 4
a „
{
M AO
2 PmE ^ R
6 !,? - -------------- FOR
BRANDYWINE
SITUATED AT
CARY
CARY TOWNSHIP WAKE COIAITY, NORTH CAROLINA
JOB N 1986.25 SHEET
BRANDYWINE Hugh J. Gilleece and Associates DSN/CHK BY: JRZ/PNJ DATE: 11/18/2005
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] PE. Seal and Sipture IT BY. SCALEJED: NONE HRT DATE: CALE: 11/18/2005 C15
IT S AS SHOWN
m°
o`' 2X
t
?? QO ey
(1
I
-'--DE--.OF OHPL ?'??"CM ?_ Ok?A NL[r
418.82
INV TOP
- ? Fui 4?S.J7
21- F,
o ?°r
HP[
I TRTR TY' ROAP - EcP
E?MANCE - --" cc 1
- - FF
0
is' Rcp 8.
rNV OUT 47225'§ /W?
7 oF
fE5 ' 1?V P - __ ??? 24" RCP V° AREA INLET
NV IN 424 49 TOP 42E 7 \ \
\? \ \v? /r I\\/ ;VV IN 42345
1 \ INV Our 42J26
?? PROPOSED 70'
mANSMISS10N ?'S{
\? 1 V Our+42?L.95 E
V ?? I 1 POSER LINE RpC
EASEMENT F
FES i/ l to
NV OUT 41272 1- 1 1 711.1 II `< DRAINAGE DITCH
\ E TYPICAL
CRSE S SECTION
ffII I YV V ON SHEET CIS)
14 1,f 41
q.?? '11 11 1
IBS P- I I
INV W K41y_ 19 1 1 1 1
j
1PF QIa,/ / " t v
',j? 7cTa / \
ARROW A. HAr COCK K T 1 ° \ \
08 3194, PG 70
PIN NO 077[07-6B-A27
OVERLAP BY,'
D- B. 4049, PG5
i
I
1PF / i
BOUNDARY LINE BY
D.B. 8671, PG. 789
D.B. 1967, PG. 464
B.M. 1967, PG. 384
PROPERTY LINE BY
D.B. 4049, PG. 25
B.M. 1948, PG. 3-
HALEY FANNY, L.LC-
i
D.B. 8671, PC 789 ,
PIN NO 0774.07-68-1165 ?iLA IPS i l
P r
v P ?? a'??oR
0(D FENCEL"L
AID .0005 1I1E- 281
_ y
BUILDING REsmlcnohl _ zO& s tt„- 2 P1 9 Pl
FLOOD LINE EL 404.59
CIS
<_ P \\ BARE
,?)v 20 ZE 2
DIANE STONE BALLARD
0-8 4738, PG 720
Lori
B.M. 0989, PG 756
PIN NO. 0774.07-67-1911 \ \
I
Q -7
?,?ZaN °l7. p
f
1-1
02/10/2006
BRANDYWINE
Hugh J. Gilleece anci Associates
875 Walnut Street Suite 360 Cary, NO Phone [phone] Fax: [phone] PE. Seal aid
05-58-026
- T=-.:: d _
PI Z'
_
Engneamg_Date-
TOWN OF CARY COMMENTS DATED 01/23/2006 .ED/PNG
TOWN OF CARY COMMENTS DATED 12/12/2005 JED/PNJ
/?R?EVIDrySION REVISION DWN/C.Ii
CAI v? M DRAINAGE AND
EROSION CONTROL PLAN - AREA 5
FOR
BRANDYWINE
SRUATED AT
CARY
CARY TOWNSHIP, WAKE COUNTY, NORTH CAROLINA
JOB k 1986.25 SHEET.
DSN CHK BY: JRZ/PNJ DATE: 11/18/2005
DWN BY: JED DATE: 11/18/2005 C16
VRT SCALE: NONE HRZ SCALE: 1"=40'
3 u56J INTERSTATE 40
`I 1 (VARIABLE R/W)
IMDO(Y/Y YAV
I \\ MJLC(M QJO.SJ04

v PRa,UCr.o. a. 1175"
scr 4
s

v .
, &6
as 260 zuZ 707
1 259Z a 641
\ Q, 7149. P4 .13

I \
\
EMOVE EXIST. PIPE
?/NV IN 409 96
-,SIB" RCP
'-7NV OUT 409.56

-STORAGE FOR IST I' OF RUNOFF -
---------------------------------------
NORMAL POOL
NOTE:
10' AROUND INLET AND OUTLET STRUCTURES, MAKE POND 18' DEEP.
STORMWATER WETLAND CROSS-SECTION
N. TS
10'
IST 1' STORAGE T
NORMAL POOL "EAERCFNCY
SPILLWAY
PLANT WITH T STRUCTURE.
SPECIES FROM POND ETAIL TOMS
/S.HEET
gg LANDSCAPE PLAN ORAJN 11?
?I ue
CONC.
ANTI-SEEP
COLLAR
CROSS-SECTION THROUGH DAM
N TS.
BRANDYWINE
TREATMENT OUTLET,
SIZE PER •C•
GATE VALVE
AND POND
DRAIN, gZE
PER 'A'
WEIR OPENING -
HAND WHEEL
BRACKET
TREATMENT OUTLET
PER SIZE -C"-
ELEV. SHAFT------T
GATE VALVE AND
POND DRAM.
SZE PER -A--
POND BOTTOM
7-1
.III-7-_,
_ i I I-I I'=
3'-4' (MIN. FOR ANTI-FLOATATION)
OUTLET PIPE, SIZE
SDE C AND MATERIAL
PER
PER 'H'
4'-0
o 4?'ANT?I-S-EIEP SIDE A COLLAR, POMP
SIZE PER 'N'
PLAN VIEW (SHOULD BE PLACED
APPROX. IN THE -
MIDDLE OF EARTH
DAM)
?Qml
WALL THICKNESS AND
REINFORCEMENT DESIGN TO BE
DETERMINED BY PRECAST
CONCRETE MANUFACTURER
OUTLET LENGTH PER 'K'
TOP ELEV
PER 'L
4'-0-

L
O?

¢
9
m
?
I
Z?DT OPENMG?
ELEV. PER -E'

SLOT WDTH
PER -G-
-

_, I 1 -------------- _
---------------
-1 I= _
li,-
ELEVATION A
N.TS
r TOP ELEV.
_ PER 'L
ULEV? OUTLET PIPE,
SIZE PER _H'
ELEV. 'I'
INV OUT
PER _K' I
CONCRETE BOTTOM `ANTI-SEEP - -- -
COLLAR. SIZE
PER 'I'
CROSS SECTION
9m
SIDE B IS SC 3D EXCEPT OUTLET PIPE
SIDE D IS SOLD EXCEPT TREATMENT OUTLET AND POND DRAIN
CONCRETE RISER OUTLET STRUCTURE
N.T.S.
Colrcreee Riser Outlet Schedule of Dimensions
Project: Bran,4 e
Date: 111IMN5, REV. 02101/2006
119e0&andTr-'irt_15Yb:urtMlSrlmEJeriS?OUI?b

Outlet

No. Pond
Oran

Size Pand
DL d

Inv. Treatment

Size

Treatment
Elev.

et Invert

Set
Height

Slot
WidN

outlet
Pipe Size Outlet

krAd
(In)

outlet
Length

Outlet
Nord (Out)

Slope
08114

Structure
Top Elev Structure

Bottom
Elev.

An"*ep
cder
A 8 C D E F G H I J K L M N
OS1 6' /00.5 I' 402.00 402.82 6" 1'-6' 24' 4-.30 100 399.25 1.05% 405.00 399.80 5X51118'
OSZ 411.5 I' 416.00 416.68 2-P 24- 414 .30 58 413.00 2.24% 419.- 413.30 5X51118'
OS3
OS4 6'
E
' 116.5 114' 418.00
398.00 418.81
396.64 10'
T'•2' 18'
N' 416.30
396.30 42
N 415.00
396.00 0.95%
0.68% 420.84
401.14 415.30
395.80 '.54.18'
66.66.18'
OSS 6 394.5 114• 396.00 12' IS_ 394.30 A 397.36 1.27X 398.70 793.80 54'.54.18'

Notes:
1. 1' nmotst_ge eea8ml same as Elev. 'D"
POND BOTTOM
I II-I_
O5-SB-M
TOWN OF CARY
Approud by_Dole
PI-ing Engineering-Date-
2006 ! 02/IO/2006 TOWN OF CARY COMMENTS DATED 01/23/2006 JED/PNG
1 12/29/2005 TOWN OF CARY COMMENTS DATED 12/12/2005 - NO CHANCES JE./F>NJ
No. DATE REVISION DW.N CHK
POND DETAILS
FOR
BRANDYWINE
SITUAT® AT
CARY
CARY TOWNSHF, WAKE COUNTY, NORTH CAPOOLW1
JOB k 1986.25 SHEET:
Hugh J. Gilieece and Associates ESN/CHK BY: JRZ/PNJ DATE: 11/18/2005 1
875 Walnut Street Suite 360 Cary, NC Phone: [phone] Fax: [phone] PE- Se8l and Sgrtal fe OWN BY: JEDDNE HRZ DATE: TSCAALE LE005 C17
VRT S CALE: N: 00 NONE
TOP DAN
'-EMERGENCY SPILLWAY
-100 YR.
-1ST. 1'
ELEVATION C
N TS
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Trinity Ridge / S&EC# 9236.W1 (up) Date: December 23, 2004
Applicant/Owner: J. Gileece County: Wake
Investigator: DG State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Pine/ Hardwood
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: 40' N of flag 01
If needed, explain on reverse.
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Vitis rotundifolia Vine FAC 9.
2. Ligustrum sinense Shrub FAC 10.
3. Nyssa sy/vatica Tree FAC 11.
4. Carpinus caroliniana Tree FAC 12.
5. Quercus alba Tree FACU 13.
6. Pinus taeda Tree FAC 14.
7. 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 83%
Remarks:
HYDROLOGY
Recorded Data (Describe in Remarks):
Stream, Lake or Tide Gauge
Aerial Photographs
Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
Saturated in Upper 12 Inches
Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: _
Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: - (in.) Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: - (in.) FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: - (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
Project/Site: Trinity Ridge / S&EC# 9236.W1 (up) Plot ID: 40' N of flag 01
SOILS
Map Unit Name Drainage Class: Poor) drained
(Series and Phase): Worsham sandy loam Field Observations
Taxonomy (Subgroup): thermic Typic Ochraquults Confirm Mapped Type? _ Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) ( Munsell Moist) Abundance/Contrast Structure, etc.
0-12+ 10 yr 3/4 Clay loam
Hydric Soil Indicators:
Histosol Concretions
_ Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
L
WETLANDS DETERMINATION
Hydrophytic Vegetation Present? X Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? Yes X No Yes X No
Hydric Soils Present? Yes X No
Remarks:
L
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Trinity Ridge / S&EC# 9236.W l (Wet) Date: December 23, 2004
Applicant/Owner: J. Gileece County: Wake
Investigator: DG State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Emergent
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: 2'W of flag 03A
If needed, explain on reverse.
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Ligustrum sinense Shrub FAC 9.
2. Nyssa sy/vatica Sapling FAC 10.
3. Liquidambar styraciflua Sapling FAC+ 11.
4. Smilax rotundifolia Vine FAC 12.
5. Arundinaria _gi_gantea Grass FACW 13.
6. Microstegium vimineum Grass FAC+ 14.
7. Athyrium felix-femina Herb FAC 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 100%
Remarks:
HYDROLOGY
Recorded Data (Describe in Remarks):
Stream, Lake or Tide Gauge
Aerial Photographs
Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
Saturated in Upper 12 Inches
Sediment Deposits
X Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
X Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0 (in.) X Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: 12+ (in.) FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: 12+ (in.)
Remarks:
11
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, North Carolina 27614
[phone]
Project/Site: Trinity Ridge / S&EC# 9236.W1 (Wet) Plot ID: 2'W of flag 03A
SOILS
Map Unit Name Drainage Class: Poorly drained
(Series and Phase): Worsham sandy loam Field Observations
Taxonomy (Subgroup): thermic Typic Ochraquults Confirm Mapped Type? _ Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) ( Munsell Moist) Abundance/Contrast Structure, etc.
0-6 10yr 3/2 Sand clay
6-12+ 10yr 4/1 Sand cla
Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
_ Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
_ Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
IL
WETLANDS DETERMINATION
Hydrophytic Vegetation Present? X Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? X Yes No X Yes No
Hydric Soils Present? X Yes No
Remarks:
L
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWO of any problems with the system or prior to any changes to
the system or responsible party.
Print name: Z?\//G7 ,4.
Title: U ".- /j ':' -/ /-,,f
Address:
Phone:
Signature:
Date:

2-11 /0 c
Z26/_
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, a Notary Public for the State of 1 T-s-`1 t c ?-')
County of do hereby certify th t I ?(! fcj?
personally appeared before me this _Lday of CC¢/t-G2?(u and acknowledge the due
execution of the forgping wet [watland] detention basin maintenance requirements. Witness my hand and
official seal,
.e• l: w
"c04u
SEAL My commission expires S =9 1? 61to
I'll k?j_

Page I of 1

¦ Complete items 1, 2, and 3. Also complete
item 4 If Restricted Delivery is desired.
¦ Print your name and address on the reverse
so that we can return the card to you.
¦ Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to:
N ,.Jerry Nowell
900 E. Chatham Street
C*,NC 27511
DWQ# 06-0285-Wake
A.J vlgn2l:UfV
? Agent ?
X ? Addressee
B. R by (Printed Name) C. Date Delivery
D. Is delivery address different from item 1? ? Yes
If YES, enter delivery address below: ? No
3. Service Type
Certified Mail ? Express Mail
Registered Return Receipt for Merchandise
? Insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee) ? Yes
2. Article Number
(Transfer from seroke 7005 1160 0000 9954 5644
Ps Form 3811, February 2004 Domestic Return Receipt 102595-W4,1e40
UNITED STATES POSTAL SERVICE
LISPS
• Sender: Please print your name, address, and ZIP+4 in this box •
NC DENR Division of Water Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
First-Class Mail
Postage & Fees Paid
Permit No. G-10
SOIL & ENVIRONMENTAL CONSULTANTS, PA
I1,: Div+sion of Water Quality
a*e Defer
10027 021306 Invoice 02/13/06 Permit app for #9236.W1
000890
-cc.. .._ Aber: 890
=ate: 2/13/2006 aec4:.t: 5475.00
Balar..__
$475.00 $0.00 $475.00