20031002 Ver 1_Complete File_20070501

r '
OF W A TF9 Michael F. Easley, Governor
William G. Ross Jr., Secretary
OC? QG North Carolina Department of Environment and Natural Resources
Cj\ j Alan W. Klimek, P.E., Director
> Dua? Division of Water Quality
Colcen 11. Sullins, Deputy Director
Division of Water Quality
May 1, 2007
Project Name: Glenwood North Subdivision
Wake County
DWQ #03-1002
Glenwood Avenue Associates, LC
CIO Garrett Development LLC
Post Office Box 2648-2721
Jeff Davis Highway, Suite 110
Stafford, VA 22554
Subject Property: Glenwood North Subdivision, Lot 4
Turkey Creek [030402, 27-33-9-2, B NSW]
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Sir or Madame:
On February 27, 2007, the Division of Water Quality (DWQ) received the stormwater management plan prepared by your
engineer, Mr. Ben Williams of Priest, Craven & Associates, Inc. for the above named project. This Plan has been
reviewed and satisfies the stormwater management conditions of the 401 Water Quality Certification issued on September
14, 2001 and the Neuse Buffer Authorization Certificate issued on September 15, 2003.
The structural stormwater practices as approved by DWQ as well as drainage patterns must be maintained in perpetuity.
No changes to the structural stormwater practices shall be made without written authorization from the DWQ.
Stormwater easements shall be recorded for a distance of at least 10 feet on each side of all stormwater conveyances on all
lots containing these structures including future access for maintenance. The stormwater easements shall allow for the
ability to maintain the structures, perform corrective actions as described above and shall provide protection of the
structures from potential alternations by future property owners.
This letter completes the review of the DWQ under Section 401 of the Clean Water Act. If you have any questions,
please contact me at 919-715-3425.
Sincerely,

Annette Lucas, Environmental Engineer III
401 Oversight/Express Review Permitting Unit
AMLIaml
*7--'
44-
- tXDEN.1
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (httn:%r2o.enr.state.nc.us nc«ctlands)
Customer Service #- 1-R77-623-6749
03-1002 Glenwood North Subdivision
May 1, 2007
Page 2 of 2
cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
Ben Williams, Priest, Craven& Assoc., Inc., 3803 B Computer Drive, #104, Raleigh, NC 27609
Central Files
File Copy
031002G1cn woodNorth_S W_Approvc
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
PLANNERS/LANDSCAPE DESIGNERS/ENGINEERS/SURVEYORS
LETTER OF TRANSMITTAL
Attention:
Annette Lucas Date:
February 26, 2007
To: NC Div of Water Quality Regarding:
401 / Permitting Unit Glenwood North
2321 Crabtree Blvd., suite 250 DWQ Proj No 03-1002
Raleigh 27604
Sending Attached By: ( )Mail ( )Fax (X )PC&A ( )Overnight ( )Pickup ( )Other
( )Specifications ( )Computer Disk (See Note) ( )Contracts
( )Plans/Prints ( )Letters ( )Other
Number of
Copies Number of
Sets Project
Number Description
1 2002-007.003 Cover Letter
1 2002-007.003 Stonnwater Management Plan
1 2002-007.003 Extended Detention Wetland Worksheet
1 2002-007.003 Storinwater Analysis with Calcs and Maintenance Manual

u
These Are Being Sent:
(X )For Your Approval ( )For Review/Comment
( )For Your Use/Information ( )For Your Signature
i LD Z I LU01
or hK l ATE;J au;1L17y
)As Requested By:
)Other
Notes:

tNote:llriest,Craoen & Associates, Inc. accepts no liability, expressed or implied ,
cy or the currentness of my information%data transmitted by computer
. Signature:
Ben Williams
3803 B Computer Drive, Suite 104, Raleigh, NC 27609 Phone [phone] Fax [phone] Email: PRIESTCRAVENCNC.RR.COM
Alpha: Numeric:
PRIEST, CRAVEN, & ASSOCIATES, INC.
LAND USE CONSULTANTS
February 26, 2007
Ms. Atmette Lucas
North Carolina Division of Water Quality
401 / Wetlands Unit
2321 Crabtree Blvd., Suite 250
Raleigh NC 27604
Re: Glenwood North (alca Glenwood Forest) Subdivision - DWQ Project # 03-1002, Wake Co.
Dear Ms. Lucas,
I am submitting this letter and the accompanying stormwater documentation for your review and
requesting final approval for the Extended Detention Wetland located in the Glenwood North
Subdivision. This basin is known as Stormwater Management Area #8 in previous documents submitted
to you from our office. Previous documents noted that this device would be a Bioretention Pond but
during the design process for this phase of construction the proposed device was converted to an
Extended Detention Wetland. This pond is located on the opposite side of the creek from the Extended
Detention Wetland you reviewed last month in Lot 3 at Glenwood North. The sites are very similar in
topography and create the same design challenges we discussed during that review in regards to multiple
pipe inlets. We have adjusted the pond grading in anticipation that we would receive the same
comments. We have also added the local nurseries and soils notes as discussed. This is the final BMP
to be reviewed in Glenwood North.
If you have any questions or require any additional information, please give the a call. Thank you in
advance for your time and consideration.
Sincerely,
Ben Williams
Priest, Craven, & Associates, Inc.
Attachments
Cc: Gray Methven, Standard Pacific Homes, LLC
Kevin Martin, S&EC, PA
PLANNERS / LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609, Phone: [phone] Fax [phone]
1 - ( i • I' " I.
DWQ Project No. 03-1002
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: GLENWOOD FOREST AKA GLENWOOD NORTH
Contact Person: BEN WILLIAMS Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:
Permanent Pool Elevation 341.1 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 342.5 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 6700 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 6.86 ac. (on-site and off-site drainage to the basin)
Impervious Area 3.80 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 850 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 2500 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 2500 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 850 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 11528.25 cu. ft. (volume detained on top of the permanent pool)
SAIDA used 2.54 (surface area to drainage area ratio)*
Diameter of Orifice 1.5 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
BW The temporary pool controls runoff from the 1 inch rain.
BW The basin side slopes are no steeper than 3:1.
BW A planting plan for the marsh areas with plant species and densities is provided.
BW Vegetation above the permanent pool elevation is specified.
BW An emergency drain is provided to drain the basin.
BW The temporary pool draws down in 2 to 5 days.
BW Sediment storage is provided in the permanent pool.
BW A sediment disposal area is provided.
BW Access is provided for maintenance.
BW A site specific, signed and notarized operation and maintenance agreement is provided.
BW The drainage area (including any offsite area) is delineated on a site plan.
BW Access is provided for maintenance.
BW Plan details for the wetland are provided.
BW Plan details for the inlet and outlet are provided.
BW A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://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.
[phone]
PRIEST, CRAVEN, & ASSOCIATES, INC.
d
LAND USE CONSULTANTS
EXHIBIT
FOR
GLENWOOD NORTH
SUBDIVIS1®K
LOT
S-66-2006
STORMWATER OPERATIONS AND
MAINTENANCE MANUAL AND BUDGET
Original Printed January 21, 2007
RALEIGH, WAKE COUNTY,
NORTH CAROLINA
?ACA RO
10
?- - 1x95&
PLANNERS r LANDSCAPE DESIGNERS/ E-NGINEERS I SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609, Phone: [phone] Fax [phone]

OPERATIONS AND MAINTENANCE MANUAL
January 21, 2007
GLENWOOD NORTH SUBDIVISION - LOT 4
OPERATIONS AND MAINTENANCE MANUAL AND BUDGET
Raleigh, Wake County, North Carolina
1.0 INTRODUCTION
Glenwood North Subdivision - Lot 4 is a single family attached residential townhome
development located near the intersection of Glenwood Avenue and Hilburn Road in Northwest
Raleigh, within Wake County, North Carolina. The City of Raleigh Subdivision Number for this
Development is S - 66 - 2006. The original subdivision approval the entire Glenwood North
development was S -118-2003.
The City of Raleigh Stormwater Control and Watercourse Buffer Regulations, Part 10, Chapter 9,
applies to this subdivision. Compliance with this ordinance will require the installation and
perpetual maintenance of a single Stormwater Control Measure.
The Stonnwater Control Measures shall be constructed by Standard Pacific Homes, LLC, the
developer and builder of Glenwood North Subdivision - Lot 4. Upon completion of the
Stonnwater Control Measures and other subdivision infrastructure, the measures will be
transferred to the Glenwood North Homeowners Association who will be responsible for the
operation and maintenance of the Stormwater Control Measures. All of these measures are shown
on construction drawings prepared by Priest, Craven & Associates, Inc., entitled "Glenwood North
- Lot 4" dated ?????? and approved by the City Stonnwater Engineer on ????????.
2.0 STORMWATER CONTROL DEVICES
2.1 General - The stormwater management plan for Glenwood North Subdivision - Lot 4
calls for the installation of the following Stonnwater Control Measures.
2.2 Extended Detention Wetland Ponds
There shall be one pond, Extended Detention Wetland Pond 1, to be located in an easement at the
the intersection of Glenwood Forest Drive and Springerly Lane.
Extended Detention Wetland Pond 1 shall have a minimum surface area of 6,664 square feet. The
pond shall provide a 3 foot deep forebay at the inlet for sediment storage. The level of
accumulated sediment shall be checked during the annual inspection of the devices. Accumulated
Page 2
sediment shall be removed from the pond before the level reaches the top of the sediment storage
j zone. It is estimated that accumulated sediment will have to be removed every five years. The
inlet to the Extended Detention Wetland Pond shall have a stone lined velocity dissipater pad
located at the forebay. A rip rap lined velocity dissipater pad shall be downstream of the riser
barrel structures. Design for velocity dissipater pads are indicated on the plans. The rip rap
dissipator pad shall be replenished every three years. The above mentioned Extended Detention
Wetland Pond shall have a single City of Raleigh standard Drop Inlet, Standard # 30.03 taken
from City of Raleigh Central Engineering Department Standard Details. The Pond shall have a rip-
rap lined emergency spillway. The anticipated draw down time of the volume of runoff stored in
the Extended Detention Wetland Pond is between 2 and 5 days. All outlet structures shall be
inspected as detailed under the "Maintenance and Inspection Requirements" section found below.
3.0 MAINTENANCE AND INSPECTION REQUIREMENTS
3.1 General - All maintenance and inspections shall be carried out in accordance with the
requirements and recommendations contained in the latest revision of NCDENR's Stormwater
Best Management Practices, the latest revision of the City of Raleigh Stonmwater DesiQji Manual,
and Part 10, Chapter 9 of the Code of Ordinances of the City of Raleigh. Persons and/or
organizations responsible for maintenance should obtain copies and thoroughly familiarize
themselves with this information. The majority of the following general maintenance guidelines
for each type of device are taken directly from the latest edition of NCDENR's Stormwater Best
Management Practices in place at the time of preparation of the Maintenance Plan for Glenwood
North Subdivision - Lot 4. Persons and/or organizations responsible for maintenance and
operation of the stornwater devices for Glenwood North Subdivision - Lot 4 should also obtain
the latest copies of the detailed construction plans and design information for the Glenwood North
Subdivision - Lot 4, including any revisions to the design details and/or construction plans
occurring after the latest revision date of this manual, and thoroughly familiarize themselves with
the plans and design of all of the devices.
3.2 Extended Detention Wetland Pond Maintenance Guidelines
Extended Detention Wetland Ponds require frequent mowing of slopes and unclogging of outlets.
Basins with steep side slopes may be hazardous to mow with power equipment creating difficult
and/or expensive maintenance. Trash, debris and sediment accumulation is rapid in most basins,
requiring frequent cleaning.
Extended Detention Wetland Ponds usually do not normally fail structurally; however, many
Extended Detention Wetland Ponds are not functioning as designed mainly because they do not
empty completely between storms. This reduces the effective storage volume and detention times
for incoming storm flow.
Page 3
Maintenance Requirements are as follows:
• All grassed areas of an Extended Detention Wetland Ponds should be mowed to a
maximum height of six inches.
• Reseeding of any areas not genninating with ground cover. Periodic reseeding may be
required to establish grass on areas where seed did not take or has been destroyed. Before
seeding, fertilizer (12-12-12) shall be applied at a minimum rate of 12 to 15 pounds per
1000 square feet. The seed should be covered with soil to a depth of approximately 1/4 of
an inch. Immediately following the planting, the area should be mulched with straw. At a
minimum, semi annual maintenance should include seeding and fertilizing of the Extended
Detention Wetland Ponds shall be perfonned by the grounds keeping contractor or
individual otherwise noted.
• Extended Detention Wetland Ponds will tend to collect debris. It should be removed
whenever it accumulates, or at least quarterly.
• The Ponds should be inspected annually and after a rain event of more than one inch to
ensure that it is operating as designed and that debris is removed from inlets and outlets
and the crest of the spillway.
• At a minimum, items that should be included in the annual inspection and addressed are:
1. clogging of the outlet or two rapid a release,
2. erosion on the banks,
3. erosion at the inlet and outlet,
4. sediment accumulation and the need for removal ,
5. condition of the emergency spillway,
6. woody vegetation in the embankment, and condition of embankment.
7. embankments shall be kept clear of any woody vegetation.
8. rip rap pads, channels, and slope protection shall be repaired or replaced as
needed.
Example Maintenance Schedule for Plantings in Extended Detention Wetland Ponds
Description Method Frequency Time of Year
Plants
Remove and
replacement of all
dead and diseased
vegetation considered
beyond treatment and
replant per landscape
plan See planting 3/15 to 4/30 and 10/1
specifications Twice a year to 11/30
Varies, but will
Treat all diseased Mechanical or by depend on insect or
plants hand N/A diseased infestation
Page 4

Watering plant
material shall take
place at the end of Immediately after
each day for fourteen completion of project
consecutive days and
after planting has as needed to
been completed as accommodate any
needed By hand replanting N/A
3.4 Inspections
During the first year period commencing when the devices are placed in operation, inspections of
all major components shall be conducted quarterly by the owner's representative. At the
conclusion of the initial year operating period, the devices should be inspected annually, and
reports filed with the Stormwater Division of the Public Works Department in accordance with
Section 10-9028 of the City of Raleigh Municipal Code by a qualified registered Professional
Engineer, Professional Land Surveyor, or Professional Landscape Architect. Any deficiencies
noted at that time should be corrected as soon as possible. A registered geoteclinical engineer
shall perform an inspection on the conditions of the embankment every five years. Inspect all Bio-
retention Areas after rainfall events of one inch or more in 24 hours.
3.5 Reports and Record keeping
Copies of all inspection reports and records of any remedial or corrective action taken shall be
maintained in the files of the Homeowners Association.
Regularly Scheduled and Preventive Maintenance - The owner shall establish and maintain a
schedule of regular maintenance as referenced above and as prescribed by the City requirements
and State guidelines contained in Stormwater Best Management Practices. A report detailed
scheduled and preventative maintenance activities undertaken shall be maintained by the
Homeowners Association.
3.6 Items of Special Concern
The owner's representative shall inspect the outlet structures and discharge channels after any
rainfall event in excess on one inch in 24 hours for any sign of erosion or deterioration of any
type. Should any instability become evident, the Homeowners Association should immediately
request an inspection by a registered Professional Engineer. Should erosion or deterioration of the
devices occur, eroded areas should be repaired by backfilling with earth and covering with sod or
planted in accordance with the original design of the device. If the area is a reoccurring problem,
an alternate remedial measure should be developed and submitted to the City for their review and
approval. All repairs must be carried out under the direction of a registered Professional Engineer.
Page 5
A

4.0 MAJOR REPAIRS
Major repairs for the Extended Detention Wetlands Pond include any repair whose cost exceeds
$12,498.75 which is one-third of the original cost to construct the Extended Detention Wetlands
Pond. Examples of major repairs include, but are not limited to, rehabilitation or replacement of
the embankment to correct seepage, slides, slumps, or piping; substantial replacement of
appurtenant structures listed in section 4.2, or replacement of dead or diseased plant material.
Major repairs are eligible to be funded by withdrawal from the Replacement Fund deposited with
the City of Raleigh, which must be replenished in accordance with the schedule of contributions
specified by the City of Raleigh prior to withdrawal of funds.
5.0 BUDGET
The following annual Budget was developed from information provided by Standard Pacific
Homes, LLC.
ANNUAL INSPECTION MANAGEMENT,1ND jlbIINTENf1NCE BUDGET
1. Liability Insurance and Property Insurance Premiums S 1,000.00
2. Admin., Management, and Annual Inspection Report S 3,000.00
3. Maintenance Cost for mowing, seeding, fertilizing, $ 8,000.00
trash removal, and replacing mulch.
4. Sediment removal (every 5 years) annualized cost S 2,000.00
5. Rip-rap replenislunent (every 3 years) annualized cost $ 1,000.00
6. Plant replacement, mulch replacement, soil removal S 1,000.00
And rep] acement.(every 5 years) annualized cost
Total Annual Budget
S 16,000.00
6.0 REPLACEMENT FUND PAYMENT TO CITY OF RALEIGH
Initial cost of Extended Detention Wetland Pond 1
Structures S 14,000.00
Earthwork $ 13,000.00
Page 6

J,

Planting
Total Construction Cost
$ 10,500.00
$ 37,500.00
SCHEDULE OF REPLACEMENT FUND PAYMENTS TO CITY OF RALEIGH DUE, JULY IT
These numbers are based on initial costs. For years 2-5, the annual replacement fund payment is
calculated as total construction cost multiplied by 0.85, multiplied by 0.67 divided by five, year 1
equals the 2°d year replacement payment plus 15% of the total construction cost. For years 6-10,
the amiual replacement fund is calculated as total construction cost multiplied by 0.85, multiplied
by 0.33 and divided by five.
Year 1 $ 9,896.25
Year 2 $ 4,271.25
Year 3 $ 4,271.25
Year 4 $ 4,271.25
Year 5 S 4,271.25
Year 6 $ 2,103.75
Year 7 $ 2,103.75
Year 8 $ 2,103.75
Year 9 $ 2,103.75
Year 10 $ 2,103.75
Total Replacement Fund of $ 37,500.00
Equals the Initial Construction Cost
Page 7

STORMWATER DEVICE INSPECTION REPORT FORM DATE
REASON FOR INSPECTION
[ ] FIRST YEAR QUARTERLY
[ ] I INCH RAINFALL
[ ] ANNUAL CERTIFICATION
[ ] REPORTED PROBLEM
[ ] OTHER
DEVICE INFORMATION
ID NUMBER
TYPE
LOCATION
OBSERVATIONS AND COMMENTS
ITEMS REQUIRING REMEDIAL ACTION
NAME (PRINTED)
TITLE
SIGNATURE
Page 8
PRIEST, CRAVEN, & ASSOCIATES, INC.
LAND USE CONSULTANTS
GLENlf!lOOD HOR1I°H
L 1 FOUR
A DEVELOPMENT OF ATTACHED TOWNHOMES
RALEIGH, NC
ST RMWATER ANALYSIS
AND
STO KIWATER CONTROL MEASURE
DESIGN CAL LA 'IO HS

'''?Sn rFi ?1 C???```
CONTRUCTION DRAWING SUBMITTAL
January 21, 2007
PLANNERS; LANDSCAPE DESIGNERS/ ENGINEERS r SURVE)"ORS
3803-13 Computer Drive, Suite 104, Ralcigh NC 27609, Phone: [phone] Fax [phone]

GLENWOOD NORTH - LOT 4
STORM WATER RUNOFF ANALYSIS
l
ABSTRACT
This analysis has been conducted in order to comply with the requirements of the City of Raleigh's
Neuse River Nutrient Management requirements.
Glenwood North is a townhome development of approximately 562 units proposed fora 75.7 acre
tract of land located off Glenwood Avenue in west Raleigh. The tract is zoned Office and
Institutional - I, Conservation Management, Thoroughfare District, and Neighborhood Business.
The overall density is proposed to be approximately 7.5 homes per acre.
Lot Four is to be comprised of 74 homes located on approximately 9.35 acres of the tract. It is to
contain an extended detention wetlands device with additional storage above the water quality
pool for Drainage Point 4. The balance of the Tract drains to a stormwater wet pond that was
designed and installed as part of a previously approved Tract.
This analysis was prepared using the following available sources of information :
1. Boundary data from Wake Co. Registry and City of Raleigh GIS data.
2. City of Raleigh 200 scale aerial topographic mapping.
4. USDA, SCS, Soil Survey for Durham County, NC.
5. FEMA Flood Insurance Rate Map for Raleigh, NC.
6. Preliminary subdivision plans for Harrington Point prepared by this office.
This analysis is based on the hydrologic and hydraulic principles and methodologies documented
in the following publications :
1. USDA, SCS, National Engineering Handbook, Section 4, Hydrology (NEH-4)
2. SCS Technical Release 55
3. SCS Technical Release 20
4. Elements of Urban Stormwater Design by H. Rooney Malcom, P.E.
Discharges for all stormwater management devices were calculated using Rational Formula
methodology.
Runoff volumes were calculated using rational formula methodology as outlined in Malcom's
Elements of Urban Stormwater Design.
Times of concentration were determined using the Kirpich method for rational formula
applications.
While the numbers and values generated in this analysis are not absolutely correct, the analysis
has been performed in a consistent fashion such that the results are sufficient for the comparison
of the before and after development conditions.
This analysis will be revised as part of the construction drawing preparation process.
i SUMMARY OF RESULTS
DRAINAGE STORM PREDEVELOPMENT POST DEVELOPMENT
POINT DISCHARGE DISCHARGE
WITH OUT WITH
DETENTION DETENTION
DP 4 2 YEAR 9.9 26.1 9.7
10 YEAR 12.4 32.7 31.1
100 YEAR 16.7 44.0 44.0
COMMENTARY
DRAINAGE POINT 3
Drainage Point 4 is located along the north side of the stream that divides Lots 3 and 4.
An extended detention wetland device is proposed for this location to provide water quality
benefits and peak discharge reduction in the two year storm as required by the City's nutrient
reduction ordinance. The drainage area of seven acres meets the minimum area recommended
by the City's standards for an extended detention wetlands, and it is our opinion that this device
will provide more reliable stormwater detention and better nutrient reduction than the alternative
of a bioretention basin.
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PROJECT TI TLC-.
GLENWOOD NORTH LOT 4
VF SOURCE: N/A SCALE: I' -200'
CLIENT: WESTFIELD HOMES DATE: SEPTEKBER 7, 2006 PRIEST,CRAVEN &ASSOCIATES,INC.
LAND USE CONSULTANTS PLANNERS/ LANDSCAPE DESIGNERS/SURVEYORS/ENGINEERS
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PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3808-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609.
HYDROLOGIC DATA
GLENWOOD NORTH - TRACT 4
GLENWOOD FOREST ROAD, RALEIGH FILE NAME : GLENWDN4DPR.123
DRAINAGE POINT 41 - PREDEVELOPMENT DATE : AUGUST 31 , 2006
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO. GROUP AC.

1 BUILDINGS AND STREETS - ------
B 98 ----------
0.95 ---------
0.00
2 CLEARED FIELDS B 69 0.35 0.00
3 UNDISTURBED WOODED AREAS B 60 0.25 6.86
TOTALS AND COMPOSITE NUMBERS 60.0 0.25 6.86
TIME OF CONCENTRATION
Hydraulic length 400 LF
Change in elevation 46 FT
Time of concentration ( by Kirpich) = 1.8 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
100 year, 5 minute rainfall intensity 9.72 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 9.9 cfs
10 year discharge Q10 = 12.4 cfs
100 year discharge Q10 = 16.7 cfs
R
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37 " Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
C N 60.0
Runoff = 0.575 inches
Runoff Volume = 14322 cf
Tp = 17.6 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 60.0
Runoff = 1.53 inches
Runoff Volume = 38063 cf
Tp = 37.4 min
100 year storm
24 hour, 100 year rainfall 8.00 inches
CN 60.0
Runoff = 3.33 inches
Runoff Volume = 83006 cf
Tp = 60.6 min
r
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3808-6 COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH - TRACT 4
GLENWOOD FOREST ROAD, RALEIGH FILE NAME : GLENWDN40PR.123
DRAINAGE POINT 41 - POST DEVELOPMENT DATE : AUGUST 31 , 2006
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO. GROUP AC.

1 BUILDINGS AND STREETS
B 98 ---------
0.95 ---------
3.80
2 LANDSCAPE AREAS B 66 0.30 3.06
3 UNDISTURBED WOODED AREAS B 60 0.25 0.00
TOTALS AND COMPOSITE NUMBERS 83.7 0.66 6.86
TIME OF CONCENTRATION
Hydraulic length 400 LF
Change in elevation 46 FT
Time of concentration ( by Kirpich) = 1.8 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
100 year, 5 minute rainfall intensity 9.72 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 26.1 cfs
10 year discharge Q10 = 32.7 cfs
100 year discharge Q10 = 44.0 cfs

TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37' Op
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
C N 83.7
Runoff = 2.000 inches
Runoff Volume = 49814 cf
Tp = 23.2 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 83.7
Runoff = 3.59 inches
Runoff Volume = 89455 cf
Tp = 33.3 min
100 year storm
24 hour, 100 year rainfall 8.00 inches
C N 83.7
Runoff = 6.06 inches
Runoff Volume = 150978 cf
Tp = 41.7 min
DETERMINE THE REQUIRED STORAGE VOLUME
Water Quality requirements mandate control of the runoff from the 1 inch storm
DESCRIPTION CN Q AREA
in ac
BUILDINGS AND STREETS
LANDSCAPE AREAS
UNDISTURBED WOODED AREAS
Required Storage Volume - Quality
City of Raleigh Neuse Protection Ordinances
mandate control of the 2 year storm
Maximum Required Storage Volume - Quantity
EXTENDED DETENTION WETLANDS SIZING CALCULATIONS
98 0.791 3.80
66 0.000 3.06
60 0.018 0.00
35493 cf
VOL.
cf
10910
2
0
10912
Size an extended detention wetlands to treat the runoff from the site.
Normal pool depth 3 feet
Impervious cover percentage of the drainage area 55%
Surface Area to Drainage Area Ratio 2.23
Required Surface Area 0.15 ac
6664 sf
Surface Area Provided 6700 sf
DEVICE INFORMATION
Riser Size 2 x 3 feet
Barrel Diameter 12"
Invert Elevation at Riser 338.00
Invert Elevation at Headwall/FES 335.00
Normal Pool Elevation 341.00
Top of Water Quality Pool Elevation 342.50
Low Flow Outlet 1.50 inch
Low Flow Outlet Elevation 341.00
Principal Spillway Elevation 342.50
2 Year Water Surface Elevation 341.10
10 Year Water Surface Elevation 344.37
Secondary Spillway Width 50 feet
Secondary Spillway Elevation 344.10
100 year Water Surface Elevation -Maximum 344.47
Top of Berm Elevation 345.00
Elevation Area
Feet Sq. Ft. Percentage
Forebay 338.00 850 13%
High Marsh 340.50 2500 37%
Low Marsh 339.50 2500 37%
Micro Pool 338.00 850 13%
Totals 6700.00 100%
Water quality pool drawdown orifice diameter 1.5 in
Drawdown time from falling head orifice equation 3.2 days
PRIEST, CRAVEN & ASSOCIATES, INC.
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
GLENWOOD NORTH - TRACT 4
STAGE STORAGE EQUATION
NO. PTS. 6
ELEV. STAGE AREA
FT FT SQ. FT.
341.00 0 7100
341.50 0.5 7770
342.00 1 8445
342.50 1.5 9145
343.00 2 9850
344.00 3 11255
B = 1.1130969
KS = 7892.576
DELTA CUMMULATIVE
STORAGE STORAGE
CU. FT. CU. FT. AC. FT.
0.0 0
3717.5
3717.5 0.0853
4053.8
7771.3 0.1784
4397.5
12168.8 0.2794
4748.8
16917.5 0.3884
10552.5
27470.0 0.6306
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
' 3803-B COMPUTER DRIVE
RALEIGH, NC 27609
STAGE DISCHARGE WORKSHEET
MADISON GLEN II - DP 42
CULVERTS/ORIFICES WEIRS TOTAL
1 2 3 1 2 3 LIMITING
DISCHARGE
DIAMETER 12 1.5 0 LENGTH 8 50 0
INVERT 338.0 341.0 0.0 ELEV. 342.5 344.1 0.0
CD 0.65 0.65 0 COEFF. 3.0 3.0 0.0
NUMBER 1 1 0
WS ELEV. CFS CFS CFS CFS CFS CFS CFS
341.00 6.5 0.0 0.0 0.0 0.0 0.0 0.0
342.50 8.2 0.1 0.0 0.0 0.0 0.0 0.1
342.60 8.3 0.1 0.0 0.8 0.0 0.0 0.8
342.70 8.4 0.1 0.0 2.1 0.0 0.0 2.2
342.80 8.5 0.1 0.0 3.9 0.0 0.0 4.0
342.90 8.6 0.1 0.0 6.1 0.0 0.0 6.2
343.00 8.7 0.1 0.0 8.5 0.0 0.0 8.6
343.10 8.8 0.1 0.0 11.2 0.0 0.0 8.8
343.20 8.9 0.1 0.0 14.1 0.0 0.0 8.9
343.30 9.0 0.1 0.0 17.2 0.0 0.0 9.0
343.40 9.1 0.1 0.0 20.5 0.0 0.0 9.1
343.50 9.2 0.1 0.0 24.0 0.0 0.0 9.2
343.60 9.2 0.1 0.0 27.7 0.0 0.0 9.2
343.70 9.3 0.1 0.0 31.5 0.0 0.0 9.3
343.80 9.4 0.1 0.0 35.6 0.0 0.0 9.4
343.90 9.5 0.1 0.0 39.8 0.0 0.0 9.5
344.00 9.6 0.1 0.0 44.1 0.0 0.0 9.6
344.10 9.7 0.1 0.0 48.6 0.0 0.0 9.7
344.15 9.7 0.1 0.0 50.9 1.7 0.0 11.4
344.20 9.8 0.1 0.0 53.2 4.7 0.0 14.5
344.30 9.9 0.1 0.0 58.0 13.4 0.0 23.3
344.40 9.9 0.1 0.0 62.9 24.6 0.0 34.6
344.50 10.0 0.1 0.0 67.9 37.9 0.0 48.0
344.60 10.1 0.1 0.0 73.0 53.0 0.0 63.1
344.70 10.2 0.1 0.0 78.3 69.7 0.0 79.9
344.80 10.3 0.1 0.0 83.7 87.8 0.0 98.1
344.90 10.4 0.1 0.0 89.2 107.3 0.0 117.7
345.00 10.4 0.1 0.0 94.9 128.1 0.0 138.5
'PRIEST, CRAVEN &ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-6 COMPUTER DRIVE
RALEIGH, N.C. 27609
GLENWOOD NORTH - TRACT 4
2 YEAR DESIGN STORM
DRAINAGE POINT 4
INFLOW HYDROGRAPH
Qp1 = 26.1 Qpt =
Tp1 = 23.0 Tp1 =
FILE NAME : GLENWDN4R100.123
DATE : AUGUST 31, 2006
NORMAL POOL ELEV.: 341.0
TIME INCREMENT= 1 min.
STAGE ELEV. cQ 0'= 300.0 341.0
STAGE STORAGE FUNCTION : S = 7892.576 B = 1.113
0.0 MAX. DISCHARGE = 9.7 cfs
0.0 MAX. ELEVATION = 344.10 ft.
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME ` INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (100000 (ft.) (cfs) (ft.)
0.0 ' 0.0 0.0 ' 0 0 0.0 0.000 0.00 0.0 341.00
dS = O.C00
1.0 0.1 1.0 ' 0 1.0 0.1 0.000 0.00 0.0 341.00
0.007
2.0 0.5 2.0 ' 0 2.0 0.5 0.007 0.00 0.0 341.00
0.029
3.0 ' 1.1 3.0 ' 0 3.0 1.1 0.036 0.01 0.0 341.01
0.065
4.0 ' 1.9 4.0 ' 0 4.0 1.9 0.101 0.02 0.0 341.02
0.114
5.0 ' 2.9 5.0 ' 0 5.0 2.9 0.215 0.04 0.0 341.04
0.175
6.0 ' 4.1 6.0 ' 0 6.0 4.1 0.391 0.07 0.0 341.07
0.248
7.0 ' 5.5 7.0 ' 0 7.0 5.5 0.639 0.10 0.0 341.10
0.331
8.0 ' 7.0 8.0 ' 0 8.0 7.0 0.969 0.15 0.0 341.15
0.422
9.0 ' 8.7 9.0 ' 0 9.0 8.7 1.391 0.21 0.0 341.21
0.519
10.0 ' 10.4 10.0 ' 0 10.0 10.4 1.910 0.28 0.0 341.28
0.622
11.0 ' 12.2 11.0 ' 0 11.0 12.2 2.532 0.36 0.0 341.36
0.727
12.0 ' 13.9 12.0 ' 0 12.0 13.9 3.260 0.45 0.0 341.45
0.834
13.0 ' 15.7 13.0 ' 0 13.0 15.7 4.094 0.55 0.0 341.55
0.940
14.0 ' 17.4 14.0 ' 0 14.0 17.4 5.033 0.67 0.0 341.67
1.042
15.0 ' 19.1 15.0 ' 0 15.0 19.1 6.076 0.79 0.1 341.79
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME ` INFLOW TIA1E ' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (10000 (ft.) (cfs) (ft.)
1.140
16.0 ' 20.6 16.0 ' 0 16.0 20.6 7.216 0.92 0.1 341.92
1.231
17.0 ' 22.0 17.0 ' 0 17.0 22.0 8.447 1.06 0.1 342.06
1.314
18.0 ' 23.2 18.0 0 18.0 23.2 9.760 1.21 0.1 342.21
1.386
19.0 ' 24.2 19.0 ' 0 19.0 24.2 11.146 1.36 0.1 342.36
1.448
20.0 ' 25.0 20.0 0 20.0 25.0 12.594 1.52 0.2 342.52
1.492
21.0 ' 25.6 21.0 0 21.0 25.6 14.086 1.68 2.0 342.68
1.420
22.0 ' 26.0 22.0 ' 0 22.0 26.0 15.506 1.83 4.7 342.83
1.275
23.0 ' 26.1 23.0 ' 0 23.0 26.1 16.781 1.97 7.8 342.97
1.098
24.0 ' 26.0 24.0 ' 0 24.0 26.0 17.878 2.08 8.8 343.08
1.033
25.0 ' 25.6 25.0 ' 0 25.0 25.6 18.911 2.19 8.9 343.19
1.005
26.0 25.0 26.0 ' 0 26.0 25.0 19.916 2.30 9.0 343.30
0.963
27.0 ' 24.2 27.0 ' 0 27.0 24.2 20.879 2.40 9.1 343.40
0.909
28.0 ' 23.2 28.0 ' 0 28.0 212 21.788 2.49 9.1 343.49
0.842
29.0 ' 22.0 29.0 ' 0 29.0 22.0 22.630 2.58 9.2 343.58
0.766
30.0 ' 20.8 30.0 ' 0 30.0 20.8 23.396 2.65 9.3 343.65
0.689
31.0 19.6 31.0 ' 0 31.0 19.6 24.085 2.72 9.4 343.72
0.617
32.0 ' 18.6 32.0 ' 0 32.0 18.6 24.703 2.79 9.4 343.79
0.549
33.0 ' 17.5 33.0 ' 0 33.0 17.5 25.252 2.84 9.5 343.84
0.485
34.0 16.6 34.0 ' 0 34.0 16.6 25.736 2.89 9.5 343.89
0.424
35.0 15.7 35.0 ' 0 35.0 15.7 26.161 2.93 9.5 343.93
0.367
36.0 14.8 36.0 ' 0 36.0 14.8 20.528 2.97 9.6 343.97
0.314
37.0 ' 14.0 37.0 ' 0 37.0 14.0 26.842 3.00 9.6 344.00
0.263
38.0 ' 13.2 38.0 ' 0 38.0 13.2 27.106 3.03 9.6 344.03
i
INFLOW ONE
TIME' INFLOW
(min.) ' (cfs)
39.0 12.5
40.0 ' 11.8
41.0 ' 11.2
42.0 ' 10.5
43.0 ' 10.0
44.0 ' 9.4
45.0 ' 8.9
46.0 ' 8.4
47.0 ' 8.0
48.0 7.5
49.0 ' 7.1
50.0 ' 6.7
51.0 ' 6.3
52.0 ' 6.0
53.0 ' 5.7
54.0 ' 5.4
55.0 ' 5.1
56.0 ' 4.8
57.0 ' 4.5
58.0 ' 4.3
59.0 4.0
60.0 ' 3.8
INFLOW TWO
TIME' INFLOW
(min. ' (cfs)
39.0 ' 0
40.0 ' 0
41.0 ' 0
42.0 ' 0
43.0 0
44.0 ' 0
45.0 ' 0
46.0 ' 0
47.0 0
48.0 ' 0
49.0 ' 0
50.0 ' 0
51.0 ' 0
52.0 ' 0
53.0 ' 0
54.0 ' 0
55.0 ' 0
56.0 ' 0
57.0 ' 0
58.0 ' 0
59.0 ' 0
60.0 ' 0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (1000 cf) (fL) (cfs) (R.)
0.216
39.0 12.5 27.322 3.05 9.6 344.05
0.171
40.0 11.8 27.493 3.07 9.7 344.07
0.129
41.0 11.2 27.622 3.08 9.7 344.08
0.089
42.0 10.5 27.711 3.09 9.7 344.09
0.052
43.0 10.0 27.763 3.10 9.7 344.10
0.017
44.0 9.4 27.781 3.10 9.7 344.10
-0.016
45.0 8.9 27.765 3.10 9.7 344.10
-0.047
46.0 8.4 27.718 3.09 9.7 344.09
-0.076
47.0 8.0 27.642 3.08 9.7 344.08
-0.103
48.0 7.5 27.539 3.07 9.7 344.07
-0.129
49.0 7.1 27.410 3.06 9.7 344.06
-0.153
50.0 6.7 27.257 3.05 9.6 344.05
-0.176
51.0 6.3 27.081 3.03 9.6 344.03
-0.197
52.0 6.0 26.884 3.01 9.6 344.01
-0.217
53.0 5.7 26.668 2.99 9.6 343.99
-0.235
54.0 5.4 26.432 2.96 9.6 343.96
-0.253
55.0 5.1 26.180 2.94 . 9.5 343.94
-0.269
56.0 4.8 25.910 2.91 9.5 343.91
-0.284
57.0 4.5 25.626 2.88 9.5 343.88
-0.299
58.0 4.3 25.328 2.85 9.5 343.85
-0.312
59.0 4.0 25.016 2.82 9.4 343.82
-0.324
60.0 3.8 24.691 2.79 9.4 343.79

INFLOW ONE
TIME ' INFLOW
(min.) ' (cfs)
61.0 ' 3.6
62.0 ' 3.4
63.0 ' 3.2
64.0 ' 3.0
65.0 ' 2.9
66.0 ' 2.7
67.0 ' 2.6
68.0 2.4
69.0 ' 2.3
70.0 ' 2.2
71.0 ' 2.0
72.0 ' 1.9
73.0 ' 1.8
74.0 ' 1.7
75.0 1.6
76.0 1.5
77.0 1.5
78.0 ' 1.4
79.0 ' 1.3
80.0 ' 1.2
81.0 1.2
82.0 ' 1.1
83.0 ' 1.0
84.0 ' 1.0
INFLOW TWO
TIME' INFLOW
(min.) ' (cfs)
61.0 0
62.0 ' 0
63.0 ' 0
64.0 ' 0
65.0 0
65.0 ' 0
67.0 ' 0
68.0 ' 0
69.0 ' 0
70.0 ' 0
71.0 ' 0
72.0 ' 0
73.0 ' 0
74.0 ' 0
75.0 ' 0
76.0 ' 0
77.0 ' 0
78.0 ' 0
79.0 ' 0
80.0 ' 0
81.0 ' 0
82.0 ' 0
83.0 ' 0
84.0 ' 0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (1000cf) (ft) (cfs) (ft.)
-0.336
61.0 3.6 24.356 2.75 9.4 343.75
0.347
62.0 3.4 24.009 2.72 9.3 343.72
-0.357
63.0 3.2 23.652 2.68 9.3 343.68
-0.366
64.0 3.0 23.287 2.64 9.3 343.64
-0.374
65.0 2.9 22.912 2.61 9.2 343.61
-0.382
65.0 2.7 22.530 2.57 9.2 343.57
-0.390
67.0 2.6 22.140 2.53 9.2 343.53
-0.397
68.0 2.4 21.743 2.49 9.1 343.49
-0.403
69.0 2.3 21.341 2.44 9.1 343.44
-0.408
70.0 2.2 20.932 2.40 9.1 343.40
-0.414
71.0 2.0 20.518 2.36 9.0 343.36
-0.418
72.0 1.9 20.100 2.32 9.0 343.32
-0.423
73.0 1.8 19.677 2.27 8.9 343.27
-0.427
74.0 1.7 19.250 2.23 8.9 343.23
-0.430
75.0 1.6 18.820 2.18 8.9 343.18
-0.433
76.0 1.5 18.387 2.14 8.8 343.14
-0.436
77.0 1.5 17.950 2.09 8.8 343.09
-0.439
78.0 1.4 17.512 2.05 8.7 343.05
-0.441
79.0 1.3 17.071 2.00 8.6 343.00
-0.436
80.0 1.2 16.635 1.95 7.4 342.95
-0.372
81.0 1.2 16.263 1.91 6.5 342.91
-0.320
82.0 1.1 15.943 1.68 5.7 342.88
-0.278
83.0 1.0 15.665 1.85 5.1 342.85
-0.243
84.0 1.0 15.422 1.83 4.5 342.83
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE
RALEIGH, N.C. 27609
i GLENWOOD NORTH - TRACT 4 FILE NAME : GLENWDN4 1110.123
10 YEAR DESIGN STORM DATE : AUGUST 31, 2006
DRAINAGE POINT 4
INFLOW HYDROGRAPH NORMAL POOL ELEV.= 341.0
TIME INCREMENT= 1 min.
STAGE ELEV. Q 0'= 300.0 341.0
STAGE STORAGE FUNCTION : S = 7892.576 B = 1.113
Opt 32.7 Opt = 0.0 MAX. DISCHARGE = 31.1 cfs
Tp1 = 33.0 Tp1 = 0.0 MAX ELEVATION = 344.37 ft.
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (R) (cfs) (ft.)
0.0 ' 0.0 0.0 ' 0 0 0.0 0.000 0.00 0.0 341.00
dS = 0.000
1.0 0.1 1.0 ' 0 1.0 0.1 0.000 0.00 0.0 341.00
0.004
2.0 ' 0.3 2.0 ' 0 2.0 0.3 0.004 0.00 0.0 341.00
0.018
3.0 ' 0.7 3.0 ' 0 3.0 0.7 0.022 0.01 0.0 341.01
0.040
4.0 1.2 4.0 ' 0 4.0 1.2 0.062 0.01 0.0 341.01
0.070
5.0 ' 1.8 5.0 ' 0 5.0 1.8 0.132 0.03 0.0 341.03
0.109
6.0 ' 2.6 6.0 ' 0 6.0 2.6 0.241 0.04 0.0 341.04
0.156
7.0 ' 3.5 7.0 0 7.0 3.5 0.397 0.07 0.0 341.07
0.209
8.0 ' 4.5 8.0 ' 0 8.0 4.5 0.606 0.10 0.0 341.10
0.270
9.0 ' 5.6 9.0 ' 0 9.0 5.6 0.876 0.14 0.0 341.14
0.338
10.0 6.9 10.0 0 10.0 6.9 1.214 0.19 0.0 341.19
0.411
11.0 ' 8.2 11.0 0 11.0 8.2 1.625 0.24 0.0 341.24
0.489
12.0 9.6 12.0 0 12.0 9.6 2.113 0.31 0.0 341.31
0.572
13.0 ' 11.0 13.0 ' 0 13.0 11.0 2.685 0.38 0.0 341.38
0.658
14.0 ' 12.5 14.0 ' 0 14.0 12.5 3.343 0.46 0.0 341.46
0.747
15.0 ' 14.0 15.0 ' 0 15.0 14.0 4.090 0.55 0.0 341.55
INFLOW ONE
TIME' INFLOW
(min.) ' (cfs)

85.0 '
86.0 '
87.0 '
88.0
89.0 '
90.0 '
91.0 '
92.0 '
93.0 '
94.0
95.0
96.0
97.0 '
98.0 '
99.0
100.0
101.0 '
102.0
103.0
104.0
105.0 '
106.0 '
107.0
108.0
0.9
0.9
0.8
0.8
0.7
0.7
0.7
0.6
0.6
0.5
0.5
0.5
0.5
0.4
0.4
0.4
0.4
0.4
0.3
0.3
0.3
0.3
0.3
0.3
INFLOW TWO
TIME' INFLOW
(min.) ' (cfs)
85.0 ' 0
86.0 ' 0
87.0 ' 0
88.0 ' 0
89.0 ' 0
90.0 ' 0
91.0 ' 0
92.0 ' 0
93.0 ' 0
94.0 0
95.0 ' 0
96.0 ' 0
97.0 ' 0
98.0 ' 0
99.0 0
100.0 ' 0
101.0 ' 0
102.0 ' 0
103.0 ' 0
104.0 ' 0
105.0 ' 0
106.0 ' 0
107.0 ' 0
108.0 ' 0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (10000 (ft.) (cfs) (ft.)
-0.214
85.0 0.9 15.209 1.80 4.1 342.60
-0.189
86.0 0.9 15.019 1.78 3.7 342.78
-0.169
87.0 0.8 14.851 1.76 3.4 342.76
-0.151
88.0 0.8 14.699 1.75 3.1 342.75
-0.136
89.0 0.7 14.563 1.73 2.8 342.73
-0.123
90.0 0.7 14.440 1.72 2.6 342.72
-0.112
91.0 0.7 14.327 1.71 2.4 342.71
-0.103
92.0 0.6 14.225 1.70 2.2 342.70
-0.094
93.0 0.8 14.131 1.69 2.0 342.69
-0.086
94.0 0.6 14.044 1.68 1.9 342.68
-0.080
95.0 0.5 13.965 1.67 1.8 342.67
-0.074
96.0 0.5 13.891 1.66 1.6 342.66
-0.069
97.0 0.5 13.822 1.65 1.5 342.65
-0.064
98.0 0.4 13.758 1.65 1.4 342.65
-0.060
99.0 0.4 13.698 1.64 1.4 342.64
-0.056
100.0 0.4 13.642 1.64 1.3 342.64
-0.052
101.0 0.4 13.590 1.63 1.2 342.63
-0.049
102.0 0.4 13.541 1.62 1.1 342.62
-0.046
103.0 0.3 13.494 1.62 1.1 342.62
-0.044
104.0 0.3 13.450 1.61 1.0 342.61
-0.041
105.0 0.3 13.409 1.61 1.0 342.61
-0.039
106.0 0.3 13.370 1.61 0.9 342.61
-0.037
107.0 0.3 13.332 1.60 0.9 342.60
-0.035
108.0 0.3 13.297 1.60 0.8 342.60

STORM ROUTING "HRM METHOD"
INFLOW O NE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
..,,..(min.) ' , ,.. (cfs) .... (min.) . ...., (cfs) (min.) (cfs) (10000 (ft) (cfs) .. (ft.) .,...
0.839
16.0 ' 15.6 16.0 ' 0 16.0 15.6 4.929 0.66 0.0 341.66
0.931
17.0 ' 17.1 17.0 ' 0 17.0 17.1 5.860 0.77 0.1 341.77
1.024
18.0 18.7 18.0 ' 0 18.0 18.7 6.885 0.88 0.1 341.88
1.117
19.0 ' 20.2 19.0 ' 0 19.0 20.2 8.002 1.01 0.1 342.01
1.209
20.0 ' 21.7 20.0 ' 0 20.0 21.7 9.211 1.15 0.1 342.15
1.298
21.0 ' 23.1 21.0 ' 0 21.0 23.1 10.508 1.29 0.1 342.29
1.384
22.0 24.5 22.0 ' 0 22.0 24.5 11.893 1.45 0.1 342.45
1.467
23.0 ' 25.8 23.0 ' 0 23.0 25.8 13.360 1.60 0.9 342.60
1.497
24.0 ' 27.1 24.0 ' 0 24.0 27.1 14.856 1.77 8.5 342.77
1.116
25.0 ' 28.2 25.0 ' 0 25.0 28.2 15.972 1.88 8.6 342.88
1.177
26.0 ' 29.2 26.0 ' 0 26.0 29.2 17.149 2.01 8.7 343.01
1.231
27.0 30.1 27.0 ' 0 27.0 30.1 18.380 2.14 8.8 343.14
1.277
28.0 ' 30.9 28.0 ' 0 28.0 30.9 19.657 2.27 8.9 343.27
1.317
29.0 ' 31.5 29.0 ' 0 29.0 31.5 20.974 2.41 9.1 343.41
1.348
30.0 ' 32.0 30.0 ' 0 30.0 32.0 22.322 2.54 9.2 343.54
1.371
31.0 32.4 31.0 0 31.0 32.4 23.692 2.68 9.3 343.68
1.385
32.0 ' 32.6 32.0 ' 0 32.0 32.6 25.077 2.83 9.4 343.83
1.391
33.0 ' 32.7 33.0 ' 0 33.0 32.7 26.468 2.97 9.6 343.97
1.388
34.0 ' 32.6 34.0 ' 0 34.0 32.6 27.856 3.11 9.7 344.11
1.373
35.0 ' 32.4 35.0 0 35.0 32.4 29.229 3.24 17.9 344.24
0.872
36.0 32.0 36.0 ' 0 36.0 32.0 30.101 3.33 26.3 344.33
0.342
37.0 ' 31.5 37.0 0 37.0 31.5 30.443 3.36 30.2 344.36
0.082
38.0 ' 30.9 38.0 ' 0 38.0 30.9 30.525 3.37 31.1 344.37
i
STORM ROUTING "HRM METHOD"
• INFLOW O NE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft.) (cfs) (ft.)
-0.014
39.0 ' 30.1 39.0 ' 0 39.0 30.1 30.511 3.37 31.0 344.37
-0.051
40.0 ' 29.2 40.0 ' 0 40.0 29.2 30.460 3.36 30.4 344.36
-0.070
41.0 ' 28.2 41.0 ' 0 41.0 28.2 30.391 3.36 29.6 344.36
-0.083
42.0 27.1 42.0 ' 0 42.0 27.1 30.308 3.35 28.6 344.35
-0.090
43.0 ' 26.1 43.0 ' 0 43.0 26.1 30.219 3.34 27.6 344.34
-0.092
44.0 ' 25.1 44.0 ' 0 44.0 25.1 30.126 3.33 26.6 344.33
-0.092
45.0 ' 24.1 45.0 ' 0 45.0 24.1 30.034 3.32 25.6 344.32
-0.091
46.0 ' 23.2 46.0 ' 0 46.0 23.2 29.943 3.31 24.7 344.31
-0.089
47.0 22.3 47.0 ' 0 47.0 22.3 29.854 3.30 23.7 344.30
-0.088
48.0 ' 21.4 48.0 ' 0 48.0 21.4 29.766 3.30 22.9 344.30
-0.086
49.0 ' 20.6 49.0 ' 0 49.0 20.6 29.680 3.29 22.0 344.29
-0.085
50.0 ' 19.8 50.0 ' 0 50.0 19.8 29.595 3.28 21.2 344.28
-0.083
51.0 ' 19.0 51.0 ' 0 51.0 19.0 29.512 3.27 20.4 344.27
-0.082
52.0 ' 18.3 52.0 0 52.0 18.3 29.430 3.26 19.6 344.26
-0.081
53.0 ' 17.6 53.0 ' 0 53.0 17.6 29.349 3.25 18.9 344.25
-0.080
54.0 16.9 54.0 ' 0 54.0 16.9 29.270 3.25 18.2 344.25
-0.078
55.0 ' 16.3 55.0 0 55.0 16.3 29.191 3.24 17.5 344.24
-0.077
56.0 ' 15.6 56.0 0 56.0 15.6 29.114 3.23 16.9 344.23
-0.076
57.0 ' 15.0 57.0 ' 0 57.0 15.0 29.037 3.22 16.3 344.22
-0.076
58.0 ' 14.4 58.0 ' 0 58.0 14.4 28.962 3.22 15.7 344.22
-0.075
59.0 ' 13.9 59.0 ' 0 59.0 13.9 28.887 3.21 15.1 344.21
-0.074
60.0 ' 13.4 60.0 ' 0 60.0 13.4 28.813 3.20 14.6 344.20
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ` (cfs) (min.) (cfs) (1000 co (ft.) (cfs) UL)
-0.074
61.0 ' 12.8 61.0 ' 0 61.0 12.8 28.739 3.19 14.1 344.19
-0.073
62.0 ' 12.3 62.0 ' 0 62.0 12.3 28.666 3.19 13.6 344.19
-0.073
63.0 ' 11.9 63.0 0 63.0 11.9 28.593 3.18 13.1 344.18
-0.073
64.0 ' 11.4 6.4.0 ' 0 64.0 11.4 28.520 3.17 12.6 344.17
-0.073
65.0 ' 11.0 65.0 ' 0 65.0 11.0 28.447 3.16 12.2 344.16
-0.073
66.0 ' 10.5 66.0 ' 0 66.0 10.5 28.373 3.16 11.8 344.16
-0.074
67.0 ' 10.1 67.0 ' 0 67.0 10.1 26.299 3.15 11.4 344.15
-0.075
68.0 ' 9.7 68.0 ' 0 68.0 9.7 28.224 3.14 11.0 344.14
-0.076
69.0 ' 9.4 69.0 ' 0 69.0 9.4 28.148 3.13 10.7 344.13
-0.078
70.0 ' 9.0 70.0 ' 0 70.0 9.0 23.069 3.13 10.4 344.13
-0.081
71.0 ' 8.7 71.0 0 71.0 8.7 27.988 3.12 10.1 344.12
-0.085
72.0 ' 8.3 72.0 ' 0 72.0 8.3 27.903 3.11 9.8 344.11
-0.091
73.0 ' 8.0 73.0 ' 0 73.0 8.0 27.811 3.10 9.7 344.10
-0.101
74.0 ' 7.7 74.0 ' 0 74.0 7.7 27.710 3.09 9.7 344.09
-0.119
75.0 ' 7.4 75.0 ' 0 75.0 7.4 27.591 3.08 9.7 344.08
-0.136
76.0 ' 7.1 76.0 ' 0 76.0 7.1 27.455 3.06 9.7 344.06
-0.153
77.0 6.8 77.0 ' 0 77.0 6.8 27.302 3.05 9.6 344.05
-0.168
78.0 ' 6.6 78.0 ' 0 78.0 6.6 27.133 3.03 9.6 344.03
-0.183
79.0 ' 6.3 79.0 0 79.0 6.3 20.950 3.01 9.6 344.01
-0.198
80.0 ' 6.1 80.0 ' 0 80.0 6.1 26.752 2.99 9.6 343.99
-0.211
81.0 ' 5.8 81.0 ' 0 81.0 5.8 26.541 2.97 9.6 343.97
-0.224
82.0 5.6 82.0 ' 0 82.0 5.6 26.317 2.95 9.6 343.95
-0.237
83.0 ' 5.4 83.0 0 83.0 5.4 26.080 2.93 9.5 343.93
-0.248
84.0 ' 5.2 84.0 0 84.0 5.2 25.832 2.90 9.5 343.90
INFLOW ONE
TIME' INFLOW
(min.) ' (ds)
85.0 ' 5.0
88.0 ' 4.8
87.0 ' 4.6
68.0 ' 4.4
89.0 ' 4.3
90.0 ' 4.1
91.0 3.9
92.0 3.8
93.0 3.6
94.0 ' 3.5
95.0 ' 3.4
96.0 3.2
97.0 ' 3.1
98.0 3.0
99.0 2.9
100.0 ' 2.8
101.0 ' 2.7
102.0 ' 2.6
103.0 2.5
104.0 ' 2.4
105.0 ' 2.3
106.0 ' 2.2
107.0 2.1
108.0 ' 2.0
INFLOW TWO
TIME' INFLOW
(min.) ' (cfs)
85.0 ' 0
86.0 0
87.0 ' 0
88.0 ' 0
89.0 ' 0
90.0 ' 0
91.0 ' 0
92.0 ' 0
93.0 ' 0
94.0 ' 0
95.0 ' 0
96.0 ' 0
97.0 ' 0
98.0 ' 0
99.0 ' 0
100.0 0
101.0 ' 0
102.0 ' 0
103.0 ' 0
104.0 ' 0
105.0 ' 0
106.0 0
107.0 ' 0
108.0 ' 0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (1000 co A) (cfs) YQ
-0.260
85.0 5.0 25.572 2.88 9.5 343.88
-0.270
86.0 4.8 25.302 2.85 9.5 343.85
-0.280
87.0 4.6 25.022 2.82 9.4 343.82
-0.290
88.0 4.4 24.732 2.79 9.4 343.79
-0.299
89.0 4.3 24.433 2.76 9.4 343.76
-0.308
90.0 4.1 24.125 2.73 9.4 343.73
-0.316
91.0 3.9 23.809 2.70 9.3 343.70
-0.324
92.0 3.8 23.486 2.66 9.3 343.66
-0.331
93.0 3.6 23.155 2.63 9.3 343.63
-0.338
94.0 3.5 22.817 2.60 9.2 343.60
-0.344
95.0 3.4 22.472 2.56 9.2 343.56
-0.351
96.0 3.2 22122 2.52 9.2 343.52
-0.350
97.0 3.1 21.765 2.49 9.1 343.49
-0.362
98.0 3.0 21.403 2.45 9.1 343.45
-0.367
99.0 2.9 21.036 2.41 9.1 343.41
-0.372
100.0 2.8 20.664 2.37 9.0 343.37
-0.376
101.0 2.7 20.287 2.34 9.0 343.34
-0.381
102.0 2.0 19.907 2.30 9.0 343.30
-0.385
103.0 2.5 19.522 2.26 8.9 343.26
-0.368
104.0 2.4 19.134 2.22 8.9 343.22
-0.392
105.0 2.3 18.742 2.18 8.8 343.18
-0.395
106.0 2.2 18.347 2.13 8.8 343.13
-0.398
107.0 2.1 17.949 2.09 8.8 343.09
-0.400
108.0 2.0 17.549 2.05 8.7 343.05
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE
RALEIGH, N.C. 27609

GLENWOODNORTH -TRACT 4 FILENAME: GLENWDN413100.123
100 YEAR DESIGN STORM DATE : AUGUST 31, 2006
DRAINAGE POINT 4
INFLOW HYDROGRAPH NORMAL POOL ELEV.= 341.0
TIME INCREMENT = 1 min.
STAGE ELEV. @ 0'= 300.0 341.0
STAGE STORAGE FUNCTION : S = 7892.576 B = 1.113
Qp1 = 44 Qp1 = 0.0 MAX. DISCHARGE = 44.0 Cfs
Tp1 = 42.0 Tp1 = 0.0 MAX. ELEVATION = 344.47 ft
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
..? (min.) : (cfs) (min.) : (cfs) (min.) (cfs) (1000 cf) (ft) (cfs) (ft)
0.0 ' 0.0 0.0 ' 0 0 0.0 0.000 0.00 0.0 341.00
dS = 0.000
1.0 ' 0.1 1.0 ' 0 1.0 0.1 0.000 0.00 0.0 341.00
0.004
2.0 ' 0.2 2.0 ' 0 2.0 0.2 0.004 0.00 0.0 341.00
0.015
3.0 ' 0.6 3.0 ' 0 3.0 0.6 0.018 0.00 0.0 341.00
0.033
4.0 ' 1.0 4.0 ' 0 4.0 1.0 0.052 0.01 0.0 341.01
0.059
5.0 ' 1.5 5.0 ' 0 5.0 1.5 0.110 0.02 0.0 341.02
0.091
6.0 ' 2.2 6.0 ' 0 6.0 2.2 0.201 0.04 0.0 341.04
0.131
7.0 ' 2.9 7.0 0 7.0 2.9 0.332 0.06 0.0 341.06
0.177
8.0 ' 3.8 8.0 ' 0 8.0 3.8 0.508 0.09 0.0 341.09
0.229
9.0 ' 4.8 9.0 ' 0 9.0 4.8 0.737 0.12 0.0 341.12
0.287
10.0 ' 5.9 10.0 ' 0 10.0 5.9 1.024 0.16 0.0 341.16
0.351
11.0 ' 7.0 11.0 ' 0 11.0 7.0 1.376 0.21 0.0 341.21
0.421
12.0 ' 8.3 12.0 ' 0 12.0 8.3 1.796 0.26 0.0 341.26
0.495
13.0 ' 9.6 13.0 ' 0 13.0 9.6 2.291 0.33 0.0 341.33
0.574
14.0 ' 11.0 14.0 0 14.0 11.0 2.666 0.40 0.0 341.40
0.658
15.0 ' 12.5 15.0 ' 0 15.0 12.5 3.524 0.48 0.0 341.48
r
t
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 co (ft.) (cfs) (ft.)
0.745
16.0 ' 14.0 16.0 ' 0 16.0 14.0 4.268 0.58 0.0 341.58
0.835
17.0 ' 15.5 17.0 ' 0 17.0 15.5 5.103 0.68 0.1 341.68
0.928
18.0 ' 17.1 18.0 ' 0 18.0 17.1 6.031 0.79 0.1 341.79
1.023
19.0 ' 18.7 19.0 0 19.0 18.7 7.054 0.90 0.1 341.90
1.120
20.0 20.4 20.0 0 20.0 20.4 8.174 1.03 0.1 342.03
1.218
21.0 ' 22.0 21.0 0 21.0 22.0 9.392 1.17 0.1 342.17
1.316
22.0 ' 23.6 22.0 ' 0 22.0 23.6 10.708 1.32 0.1 342.32
1.414
23.0 ' 25.3 23.0 ' 0 23.0 25.3 12.122 1.47 0.1 342.47
1.512
24.0 ' 26.9 24.0 ' 0 24.0 26.9 13.634 1.63 8.3 342.63
1.114
25.0 28.5 25.0 ' 0 25.0 28.5 14.749 1.75 8.4 342.75
1.203
26.0 30.0 26.0 ' 0 26.0 30.0 15.951 1.88 8.6 342.88
1.288
27.0 ' 31.5 27.0 ' 0 27.0 31.5 17.239 2.02 8.7 343.02
1.371
28.0 33.0 28.0 ' 0 28.0 33.0 16.610 2.16 8.8 343.16
1.450
29.0 ' 34.4 29.0 ' 0 29.0 34.4 20.060 2.31 9.0 343.31
1.525
30.0 ' 35.7 30.0 ' 0 30.0 35.7 21.585 2.47 9.1 343.47
1.596
31.0 37.0 31.0 ' 0 31.0 37.0 23.180 2.63 9.3 343.63
1.661
32.0 ' 38.1 32.0 ' 0 32.0 38.1 24.842 2.80 9.4 343.80
1.722
33.0 ' 39.2 33.0 ' 0 33.0 39.2 26.564 2.98 9.6 343.98
1.777
34.0 ' 40.2 34.0 ' 0 34.0 40.2 28.341 3.15 11.6 344.15
1.714
35.0 ' 41.1 35.0 ' 0 35.0 41.1 30.056 3.32 25.9 344.32
0.912
30.0 ' 41.8 36.0 ' 0 36.0 41.8 30.968 3.42 36.5 344.42
0.319
37.0 ' 42.5 37.0 0 37.0 42.5 31.287 3.45 40.6 344.45
0.112
38.0 ' 43.0 38.0 ' 0 38.0 43.0 31.399 3.46 42.1 344.46
r
INFLOW ONE
TIME' INFLOW
(min.) ' (cfs)
39.0 ' 43.4
40.0 ' 43.8
41.0 ' 43.9
42.0 ' 44.0
43.0 ' 43.9
44.0 ' 43.8
45.0 ' 43.4
46.0 ' 43.0
47.0 ' 42.5
48.0 ' 41.8
49.0 ' 41.1
50.0 ' 40.2
51.0 ' 39.2
52.0 38.1
53.0 ' 37.0
54.0 ' 35.9
55.0 ' 34.8
! 56.0 ' 33.7
57.0 ' 32.7
58.0 ' 31.7
59.0 ' 30.7
60.0 ' 29.8
INFLOW TWO
TIME' INFLOW
(min.) ' (cfs)
39.0 ' 0
40.0 ' 0
41.0 ' 0
42.0 ' 0
43.0 ' 0
44.0 0
45.0 ' 0
46.0 ' 0
47.0 ' 0
48.0 ' 0
49.0 ' 0
50.0 ' 0
51.0 ' 0
52.0 ' 0
53.0 ' 0
54.0 ' 0
55.0 ' 0
56.0 ' 0
57.0 ' 0
58.0 ' 0
59.0 ' 0
60.0 ' 0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (10000
(ft.)
(cfs)
(ft.)
0.055
39.0 43.4 31.454 3.46 42.8 344.46
0.036
40.0 43.8 31.490 3.47 43.3 344.47
0.025
41.0 43.9 31.515 3.47 43.7 344.47
0.016
42.0 44.0 31.531 3.47 43.9 344.47
0.007
43.0 43.9 31.538 3.47 44.0 344.47
-0.003
44.0 43.8 31.535 3.47 43.9 344.47
-0.012
45.0 43.4 31.524 3.47 43.8 344.47
-0.020
46.0 43.0 31.503 3.47 43.5 344.47
-0.029
47.0 42.5 31.474 3.47 43.1 344.47
-0.038
48.0 41.8 31.436 3.46 42.6 344.46
-0.047
49.0 41.1 31.389 3.40 42.0 344.46
-0.055
50.0 40.2 31.334 3.45 41.2 344.45
-0.064
51.0 39.2 31.270 3.45 40.4 344.45
-0.072
52.0 38.1 31.199 3.44 39.5 344.44
-0.080
53.0 37.0 31.119 3.43 38.4 344.43
-0.084
54.0 35.9 31.035 3.42 37.3 344.42
-0.087
55.0 34.8 30.948 3.41 36.2 344.41
-0.087
56.0 33.7 30.861 3.40 35.2 344.40
-0.085
57.0 32.7 30.776 3.40 34.1 344.40
-0.084
58.0 31.7 30.692 3.39 33.1 344.39
-0.083
59.0 30.7 30.609 3.38 32.1 344.38
-0.081
60.0 29.8 30.528 3.37 31.1 344.37
f
r-
INFLOW ONE
TIME' INFLOW
(min.) ' (cfs)
i

61.0 '
62.0 '
63.0 '
64.0 '
65.0
66.0 '
67.0
68.0 '
69.0 '
70.0 '
71.0 '
72.0
73.0 '
74.0
75.0 '
76.0
77.0 '
78.0 `
79.0 '
80.0
81.0 '
82.0
83.0 '
84.0
28.9
28.0
27.2
26.3
25.5
24.8
24.0
23.3
22.6
21.9
21.2
20.6
19.9
19.3
18.7
18.2
17.6
17.1
16.6
16.1
15.6
15.1
14.6
14.2
INFLOW TWO
TIME' INFLOW
(min.) ' (cfs)
61.0 ' 0
62.0 ' 0
63.0 0
64.0 ' 0
65.0 ' 0
66.0 ' 0
67.0 ' 0
68.0 ' 0
69.0 0
70.0 ' 0
71.0 ' 0
72.0 ' 0
73.0 ' 0
74.0 ' 0
75.0 ' 0
76.0 ' 0
77.0 ' 0
78.0 ' 0
79.0 ' 0
80.0 ' 0
81.0 ' 0
82.0 ' 0
83.0 ' 0
84.0 ' 0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (1000 cf) (ft.) (cfs) (ft.)
-0.080
61.0 28.9 30.448 3.36 30.2 344.36
-0.079
62.0 28.0 30.369 3.36 29.3 344.36
-0.077
63.0 27.2 30.292 3.35 28.4 344.35
-0.076
64.0 26.3 30.216 3.34 27.6 344.34
-0.075
65.0 25.5 30.141 3.33 26.8 344.33
-0.074
66.0 24.8 30.067 3.33 26.0 344.33
-0.073
67.0 24.0 29.994 3.32 25.2 344.32
-0.072
68.0 23.3 29.922 3.31 24.4 344.31
-0.071
69.0 22.6 29.852 3.30 23.7 344.30
-0.070
70.0 21.9 29.782 3.30 23.0 344.30
-0.069
71.0 21.2 29.714 3.29 22.3 344.29
-0.068
72.0 20.6 29.646 3.28 21.7 344.28
-0.067
73.0 19.9 29.579 3.28 21.0 344.28
-0.066
74.0 19.3 29.513 3.27 20.4 344.27
-0.065
75.0 18.7 29.448 3.26 19.8 344.26
-0.064
76.0 18.2 29.384 3.26 19.2 344.26
-0.064
77.0 17.6 29.320 3.25 18.7 344.25
-0.063
78.0 17.1 29.258 3.25 18.1 344.25
-0.062
79.0 16.6 29.195 3.24 17.6 344.24
-0.062
80.0 16.1 29.134 3.23 17.1 344.23
-0.061
81.0 15.6 29.073 3.23 16.6 344.23
-0.060
82.0 15.1 29.012 3.22 16.1 344.22
-0.060
83.0 14.6 28.952 3.21 15.6 344.21
-0.060
84.0 14.2 28.893 3.21 15.2 344.21
T
a
i
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft.) (cfs) (ft.)
-0.080
61.01 28.9 61.01 0 61.0 28.9 30.448 3.36 30.2 344.36
-0.079
62.0 ' 28.0 62.0 ' 0 62.0 28.0 30.369 3.36 29.3 344.36
-0.077
63.0 ' 27.2 63.0 0 63.0 27.2 30.292 3.35 28.4 344.35
-0.076
64.0 ' 26.3 64.0 ' 0 64.0 25.3 30.216 3.34 27.6 344.34
-0.075
65.0 ' 25.5 65.0 ' 0 65.0 25.5 30.141 3.33 26.8 344.33
-0.074
66.0 ' 24.8 66.0 ' 0 68.0 24.8 30.067 3.33 26.0 344.33
-0.073
67.0 ' 24.0 67.0 ' 0 67.0 24.0 29.994 3.32 25.2 344.32
-0.072
68.0 ' 23.3 68.0 ' 0 68.0 23.3 29.922 3.31 24.4 344.31
-0.071
69.0 ' 22.6 69.0 ' 0 69.0 22.6 29.852 3.30 23.7 344.30
-0.070
70.0 ' 21.9 70.0 0 70.0 21.9 29.782 3.30 23.0 344.30
-0.069
71.0 ' 21.2 71.0 ' 0 71.0 21.2 29.714 3.29 22.3 344.29
-0.068
72.0 ' 20.6 72.0 0 72.0 20.6 29.646 3.28 21.7 344.28
-0.067
73.0 ' 19.9 73.0 ' 0 73.0 19.9 29.579 3.28 21.0 344.28
-0.066
74.0 ' 19.3 74.0 ' 0 74.0 19.3 29.513 3.27 20.4 344.27
-0.065
75.0 ' 18.7 75.0 ' 0 75.0 16.7 29.448 3.26 19.8 344.26
-0.064
76.0 ' 18.2 76.0 ' 0 76.0 18.2 29.384 3.26 19.2 344.26
-0.064
77.0 ' 17.6 77.0 ' 0 77.0 17.6 29.320 3.25 18.7 344.25
-0.063
78.0 ' 17.1 78.0 ' 0 78.0 17.1 29.258 3.25 18.1 344.25
-0.062
79.0 ' 16.6 79.0 ' 0 79.0 16.6 29.195 3.24 17.6 344.24
-0.062
80.0 ' 16.1 80.0 ' 0 80.0 16.1 29.134 3.23 17.1 344.23
-0.061
81.0 ' 15.6 81.0 ' 0 81.0 15.6 29.073 3.23 16.6 344.23
-0.060
82.0 ' 15.1 82.0 0 82.0 15.1 29.012 3.22 16.1 344.22
-0.050
83.0 ' 14.6 83.0 ' 0 83.0 14.6 28.952 3.21 15.6 344.21
-0.060
84.0 ' 14.2 84.0 ' 0 84.0 14.2 28.893 3.21 15.2 344.21

M
1
t
INFLOW ONE
TIME' INFLOW
(min.) ' (ds)
85.0 ' 13.8
86.0 ' 13.3
87.0 ' 12.9
88.0 ' 12.5
69.0 ' 12.1
90.0 ' 11.8
91.0 ' 11.4
92.0 ' 11.1
93.0 ' 10.7
94.0 ' 10.4
95.0 ' 10.1
96.0 9.8
97.0 ' 9.5
98.0 ' 9.2
99.0 ' 8.9
100.0 ' 8.6
101.0 ' 8.4
102.0 ' 8.1
103.0 ' 7.9
104.0 ' 7.6
105.0 ' 7.4
106.0 ' 7.2
107.0 ' 7.0
108.0 ' 6.7
INFLOW TWO
TIME' INFLOW
(min.) ' (c1s)
85.0 '
86.0
87.0 '
88.0
89.0 '
90.0 '
91.0 '
92.0 '
93.0 '
94.0
95.0
96.0 '
97.0 '
98.0
99.0
100.0 '
101.0
102.0 '
103.0 '
104.0
105.0 `
106.0 '
107.0
108.0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE
WS ELEV.
(min.) (cfs) (10000 (ft.)
.« (
(cfs) .- ..,, ,. (ft;)
-0.059
65.0 13.8 28.834 3.20 14.7 344.20
-0.059
86.0 13.3 28.775 3.20 14.3 344.20
-0.059
87.0 12.9 28.716 3.19 13.9 344.19
-0.058
88.0 12.5 28.658 3.19 13.5 344.19
-0.058
69.0 12.1 28.599 3.18 13.1 344.18
-0.058
90.0 11.8 28.541 3.17 12.8 344.17
-0.058
91.0 11.4 28.483 3.17 12.4 344.17
-0.059
92.0 11.1 28.424 3.16 12.1 344.16
-0.059
93.0 10.7 28.365 3.16 11.7 344.16
-0.060
94.0 10.4 28.305 3.15 11.4 344.15
-0.060
95.0 10.1 28.245 3.14 11.1 344.14
-0.061
96.0 9.8 28.183 3.14 10.8 344.14
-0.063
97.0 9.5 28.120 3.13 10.6 344.13
-0.065
98.0 9.2 28.056 3.13 10.3 344.13
-0.067
99.0 8.9 27.969 3.12 10.1 344.12
-0.070
100.0 8.6 27.919 3.11 9.9 344.11
-0.074
101.0 8.4 27.845 3.10 9.7 344.10
-0.081
102.0 8.1 27.764 3.10 9.7 344.10
-0.093
103.0 7.9 27.671 3.09 9.7 344.09
-0.108
104.0 7.6 27.563 3.08 9.7 344.08
-0.122
105.0 7.4 27.441 3.06 9.7 344.06
-0.135
106.0 7.2 27.306 3.05 9.6 344.05
-0.148
107.0 7.0 27.158 3.04 9.6 344.04
-0.160
108.0 6.7 26.998 3.02 9.6 344.02

NIA)-,?, Michael F. Easley, Governor
t? - 9 William G. Ross Jr., Secretary
\OC?r'` 5 N +?G North Carolina Department of Environment and Natural Resources
7 Alan W. Klimek, P.E., Director
Division of Water Quality
Colcen H. Sullins, Deputy Director
" - Division of Water Quality
February 15, 2007
Project Name: Glenwood North Subdivision
Wake County
DWQ #03-1002
Glenwood Avenue Associates, LC
CIO Garrett Development LLC
Post Office Box 2648-2721
Jeff Davis Highway, Suite 110
Stafford, VA 22554
Subject Property: Glenwood North Subdivision
Turkey Creek [030402, 27-33-9-2, B NSW]
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Sir or Madame:
On February 14, 2007, the Division of Water Quality (DWQ) received the revised stormwater management plan prepared
by your engineer, Mr. Ben Williams of Priest, Craven & Associates, Inc. This Plan has been reviewed and satisfies the
stormwater management conditions of the 401 Water Quality Certification issued on September 14, 2001 and the Neuse
Buffer Authorization Certificate issued on September 15, 2003.
The structural stormwater practices as approved by DWQ as well as drainage patterns must be maintained in perpetuity.
No changes to the structural stormwater practices shall be made without written authorization from the DWQ.
Stormwater easements shall be recorded for a distance of at least 10 feet on each side of all stormwater conveyances on all
lots containing these structures including future access for maintenance. The stormwater easements shall allow for the
ability to maintain the structures, perform corrective actions as described above and shall provide protection of the
structures from potential alternations by future property owners.
This letter completes the review of the DWQ under Section 401 of the Clean Water Act. If you have any questions,
please contact me at 919-715-3425.
Sincerely,
CKVXZ C 02S
Annette Lucas, Environmental Engineer III
401 Oversight/Express Review Permitting Unit
AMLIa nl
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6393 (fax), (http: ;112o cnr.st31e.ne.115'ncN?etlan(Is)
,?'FTyT
UZ0Er,i
03-1002 Glenwood North Subdivision
February 15, 2007
Page 2 of 2
cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
Ben Williams, Priest, Craven& Assoc., Inc., 3803 B Computer Drive, #104, Raleigh, NC 27609
Central Files
File Copy
031002 Glen woodNorth_S W_Approve
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
PLANNERS/LANDSCAPE DESIGNERS/ENGINEERS/SURVEYORS
LETTER OF TRANSMITTAL
Attention:
Annette Lucas Date:
February 14, 2007
To: NC Div of Water Quality
401 / Permitting Unit Regarding:
Glenwood North
2321 Crabtree Blvd., Suite 250 DWQ Proj No 03-1002
Raleigh 27604

Sending Attached By: ( )Mail ( )Fax (X )PC&A ( )Overnight ( )Pickup ( )Other
( )Specifications ( )Computer Disk (See Ndte) ( )Contracts
( )Plans/Prints ( )Letters ( )Other P !, y 11 .- t-1E
`;? F R 1 4 2007
I"?
Number of
Copies Number of
Sets Project
Number Description

1•'Fit A ? 'D Fi `? ?T
1 2002-007 Annette's email for reference
3 2002-007 revised storm water management sheet

These Are Being Sent:
(X )For Your Approval ( )For Review/Comment
( )For Your Use/Information ( )For Your Signature
Notes:

Note: Pnest, Craven S Associates, Inc. accepts no liability, expresu-d or implied ,
for the accuracy or the currentness of my in form ation'data transmitted by computer
disk to others. Signature:
Ben Williams
ibui tf Computer Un%e, Suite IU4, Raleigh, NC 2 M9 Phone [phone]-UUU tax (91`1)7x:.'-1288 Email: PRIES ICRAVEN'gNC.RR.CO:Nt
)As Requested By:
)Other
.H
Alplia: Numeric:
Ben Williams
From: Annette Lucas [[e-mail]]
Sent: Tuesday, February 13, 2007 8:49 AM
To: Ben Williams
Subject: Re: Example wetland design
Ben,
The plans look good and I respect your engineering judgment on the need for two forebays.
The only minor suggestion I had was to move the westward forebay further away from the
micropool (you could place it where you currently have the squarish-looking micropool) to
increase the flowpath. I worry that the small squarish micropool may not receive a lot of
flow as currently designed. Other than that, I don't see any problems with the plans and
would be able to approve them after receiving three hard copies here in the office.
Feel free to call me if you have any questions 715-3425. I will be out all day at a
meeting today but will be in tomorrow 8:30 - 12:30.
Annette
Ben Williams wrote:
> Annette,
> Sorry for the delay getting back to you about the ponds. I appreciate
> the information you provided. Please take a look at the attached
> response letter and pdf mark-up. If we are okay (or not), I would be
> happy to get you a hard copy.
> I will not be attending the upcoming level spreader seminar we
> discussed but apparently we'll have 2 representatives there.
> Ben Williams
> Priest, Craven & Associates, Inc.
> Planners / Landscape Designers / Surveyors / Engineers 3803b Computer
> Drive Suite 104, Raleigh NC 27609
> Phone: [phone] / Fax: [phone] / [e-mail]
> -----Original Message-----
> From: Annette Lucas [mailto:[e-mail]]
> Sent: Friday, February 02, 2007 1:04 PM
> To: [e-mail]
> Subject: Example wetland design
> Ben,
> I have attached the example wetland design to this email. Feel free
> to call (715-3425) or email me if you have any questions.
> Annette Lucas
> Environmental Engineer III
> 401 Oversight and Express Permits Unit
1
LAND USE CONSULTANTS
PLANNERS/LANDSCAPE DESIGNERS/ENGINEERS/SURVEYORS
LETTER OF TRANSMITTAL
Attention:
Cyndi Karoly Date:
November 21, 2006
To: NC Div of Water Quality
401 / Permitting Unit Regarding:
Glenwood North
2321 Crabtree Blvd., Suite 250 DWQ Proj No 03-1002
Raleigh 27604

Sending Attached By: ( )Mail ( )Fax (X )PC&A ( )Overnight ( )Pickup ( )Other
( )Specifications ( )Computer Disk (See Note) ( )Contracts
( )Plans/Prints ( )Letters ( )Other
Number of
Copies Number of
Sets Project
Number Description
1 2002-007 Cover Letter
1 Approved Construction Drawings
1 Stormwater Operations and Maintenance Manual
1 Storlnwater Analysis with Calculations (and Drainage Area Maps)
1 Extended Detention Wetland Worksheet

These Are Being Sent:
)For Your Approval
)For Your Use/Information
(X )For Review/Comment
( )For Your Signature
)As Requested By:
)Other
Notes:

Note: Priest, Cra%cn & Asttulatcs, Inc. accepts no liability, e'xpresse'd or nnphed ,
for the accuracy or the currentness of my information'data transmitted by comput er
dick to others. Signature:
Ben Williams
3803 B Computer Drive, Suite 104, Raleigh. NC 27609 Phone [phone] Fax [phone] Email: PRIESTCRAVEN ti NC.RR.CONI
D @ @ VOR AtilL
PRIEST, CRAVEN& ASSOCi T tS11161tC.
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PRIEST, CRAVEN, & ASSOCIATES, INC.
LAND USE CONSULTANTS
November 21, 2006
Ms. Cyndi Karoly
North Carolina Division of Water Quality
401 / Wetlands Unit
2321 Crabtree Blvd., Suite 250
Raleigh NC 27604
Re: Glenwood North (aka Glenwood Forest) Subdivision - DWQ Project # 03-1002, Wake Co.
Dear Ms. Karoly,
I am submitting this letter and the accompanying stormwater documentation for your review and
requesting final approval for the Extended Detention Wetland located in the Glenwood North
Subdivision. This basin is known as Stormwater Management Area #7 in previous documents submitted
to you from our office. Previous documents noted that this device would be a Bioretention Pond but
during the design process for this phase of construction the proposed device was converted to an
Extended Detention Wetland.
If you have any questions or require any additional infonnation, please give me a call. Thank you in
advance for your time and consideration.
Sincerely,
Ben Williams
Priest, Craven, & Associates, Inc.
Attachments
Cc: Gray Methven, Standard Pacific Homes, LLC
Kevin Martin, S&EC, PA
PLANNERS / LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609, Phone: [phone] Fax [phone]
1: c'
PRIEST, CRAVEN& ASSOCIATES, INC.
LAND USE CONSULTANTS
EXHIBIT
FOR
GLENWOOD NORTH
SUBDIVISION
LOT 3
S-18-2006
STORMWATER OPERATIONS AND
MAINTENANCE MANUAL AND BUDGET
Original Printed July 31, 2006
Revised September 20, 2006
RALEIGH, WAKE COUNTY, NORTH CAROLINA

PLANNERS / LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh, NC 27609 Phone [phone] Fax 9l9/782-1288

OPERATIONS AND MAINTENANCE MANUAL
July 31, 2006
GLENWOOD NORTH SUBDIVISION - LOT 3
OPERATIONS AND MAINTENANCE MANUAL AND BUDGET
Raleigh, Wake County, North Carolina
1.0 INTRODUCTION
Glenwood North Subdivision - Lot 3 is a single family attached residential townhome
development located near the intersection of Glenwood Avenue and Hilburn Road in Northwest
Raleigh, within Wake County, North Carolina. The City of Raleigh Subdivision Number for this
Development is S - 18 - 2006. The original subdivision approval the entire Glenwood North
development was S -118-2003.
The City of Raleigh Stonnwater Control and Watercourse Buffer Regulations, Part 10, Chapter 9,
applies to this subdivision. Compliance with this ordinance will require the installation and
perpetual maintenance of a single Stonnwater Control Measure.
The Stormwater Control Measures shall be constructed by Westfield Homes of the Carolinas,
LLC, the developer and builder of Glenwood North Subdivision - Lot 3. Upon completion of the
Stonnwater Control Measures and other subdivision infrastructure, the measures will be
transferred to the Glenwood North Homeowners Association who will be responsible for the
operation and maintenance of the Stormwater Control Measures. All of these measures are shown
on construction drawings prepared by Priest, Craven & Associates, Inc., entitled "Glenwood North
- Lot 3" dated July 31, 2006 and approved by the City Stonnwater Engineer on October, 12, 2006.
2.0 STORMWATER CONTROL DEVICES
2.1 General - The stormwater management plan for Glenwood North Subdivision - Lot 3
calls for the installation of the following Stonnwater Control Measures.
2.2 Extended Detention Wetland Ponds
There shall be one pond, Extended Detention Wetland Pond 1, to be located in an easement at the
southeast corner of the intersection of Glenwood Forest Drive and King Garden Road.
Extended Detention Wetland Pond 1 shall have a minimum surface area of 5,535 square feet. The
pond shall provide a 3 foot deep forebay at the inlet for sediment storage. The level of
Page 2
accumulated sediment shall be checked during the annual inspection of the devices. Accumulated
sediment shall be removed from the pond before the level reaches the top of the sediment storage
zone. It is estimated that accumulated sediment will have to be removed every five years. The
inlet to the Extended Detention Wetland Pond shall have a stone lined velocity dissipater pad
located at the forebay. A rip rap lined velocity dissipater pad shall be downstream of the riser
barrel structures. Design for velocity dissipater pads are indicated on the plans. The rip rap
dissipator pad shall be replenished every three years. The above mentioned Extended Detention
Wetland Pond shall have a single City of Raleigh standard Drop Inlet, Standard # 30.03 taken
from City of Raleigh Central Engineering Department Standard Details. The Pond shall have a rip-
rap lined emergency spillway. The anticipated draw down time of the volume of runoff stored in
the Extended Detention Wetland Pond is between 2 and S days. All outlet structures shall be
inspected as detailed under the "Maintenance and Inspection Requirements" section found below.
3.0 MAINTENANCE AND INSPECTION REQUIREMENTS
3.1 General - All maintenance and inspections shall be carried out in accordance with the
requirements and recommendations contained in the latest revision of NCDENR's Stormwater
Best Management Practices, the latest revision of the City of Raleigh Storn water Design Manual,
and Part 10, Chapter 9 of the Code of Ordinances of the City of Raleigh. Persons and/or
organizations responsible for maintenance should obtain copies and thoroughly familiarize
themselves with this infonnation. The majority of the following general maintenance guidelines
for each type of device are taken directly from the latest edition of NCDENR's Stonmwater Best
Management Practices in place at the time of preparation of the Maintenance Plan for Glenwood
North Subdivision - Lot 3. Persons and/or organizations responsible for maintenance and
operation of the stonnwater devices for Glenwood North Subdivision - Lot 3 should also obtain
the latest copies of the detailed construction plans and design infonnation for the Glenwood North
Subdivision - Lot 3, including any revisions to the design details and/or construction plans
occurring after the latest revision date of this manual, and thoroughly familiarize themselves with
the plans and design of all of the devices.
3.2 Extended Detention Wetland Pond Maintenance Guidelines
Extended Detention Wetland Ponds require frequent mowing of slopes and unclogging of outlets.
Basins with steep side slopes may be hazardous to mow with power equipment creating difficult
and/or expensive maintenance. Trash, debris and sediment accumulation is rapid in most basins,
requiring frequent cleaning.
Extended Detention Wetland Ponds usually do not normally fail structurally; however, many
Extended Detention Wetland Ponds are not functioning as designed mainly because they do not
empty completely between storms. This reduces the effective storage volume and detention tunes
for incoming storm flows.
Page 3
Maintenance Requirements are as follows:
0 All grassed areas of an Extended Detention Wetland Ponds should be mowed to a
maximum height of six inches.
• Reseeding of any areas not germinating with ground cover. Periodic reseeding may be
required to establish grass on areas where seed did not take or has been destroyed. Before
seeding, fertilizer (12-12-12) shall be applied at a minimum rate of 12 to 15 pounds per
1000 square feet. The seed should be covered with soil to a depth of approximately 1/4 of
an inch. hlunediately following the planting, the area should be mulched with straw. At a
minimum, semi annual maintenance should include seeding and fertilizing of the Extended
Detention Wetland Ponds shall be performed by the grounds keeping contractor or
individual otherwise noted.
• Extended Detention Wetland Ponds will tend to collect debris. It should be removed
whenever it accumulates, or at least quarterly.
The Ponds should be inspected annually and after a rain event of more than one inch to
ensure that it is operating as designed and that debris is removed from inlets and outlets
and the crest of the spillway.
• At a minimum, items that should be included in the annual inspection and addressed are:
1. clogging of the outlet or two rapid a release,
2. erosion on the banks,
3. erosion at the inlet and outlet,
4. sediment accumulation and the need for removal ,
5. condition of the emergency spillway,
6. woody vegetation in the embankment, and condition of embankment.
7. embankments shall be kept clear of any woody vegetation.
8. rip rap pads, channels, and slope protection shall be repaired or replaced as
needed.
Example Maintenance Schedule for Plantings in Extended Detention Wetland Ponds
Description Method Frequency Time of Year
Plants
Remove and
replacement of all
dead and diseased
vegetation considered
beyond treatment and
replant per landscape
plan See planting 3/15 to 4/30 and 10/1
specifications Twice a year to 11/30
Page 4

Treat all diseased
plants
Mechanical or by
hand

N/A Varies, but will
depend on insect or
diseased infestation
Watering plant
material shall take
place at the end of Immediately after
each day for fourteen completion of project
consecutive days and
after planting has as needed to
been completed as accommodate any
needed By hand replanting N/A
3.4 Inspections
During the first year period commencing when the devices are placed in operation, inspections of
all major components shall be conducted quarterly by the owner's representative. At the
conclusion of the initial year operating period, the devices should be inspected annually, and
reports filed with the Stonnwater Division of the Public Works Department in accordance with
Section 10-9028 of the City of Raleigh Municipal Code by a qualified registered Professional
Engineer, Professional Land Surveyor, or Professional Landscape Architect. Any deficiencies
noted at that time should be corrected as soon as possible. A registered geoteclulical engineer
shall perform an inspection on the conditions of the embankment every five years. Inspect all Bio-
retention Areas after rainfall events of one inch or more in 24 hours.
3.5 Reports and Record keeping
Copies of all inspection reports and records of any remedial or corrective action taken shall be
maintained in the files of the Homeowners Association.
Regularly Scheduled and Preventive Maintenance - The owner shall establish and maintain a
schedule of regular maintenance as referenced above and as prescribed by the City requirements
and State guidelines contained in Stonnwater Best Management Practices. A report detailed
scheduled and preventative maintenance activities undertaken shall be maintained by the
Homeowners Association.
3.6 Items of Special Concern
The owner's representative shall inspect the outlet structures and discharge channels after any
rainfall event in excess on one inch in 24 hours for any sign of erosion or deterioration of any
type. Should any instability become evident, the Homeowners Association should immediately
request an inspection by a registered Professional Engineer. Should erosion or deterioration of the
Page 5
devices occur, eroded areas should be repaired by backfilling with earth and covering with sod or
planted in accordance with the original design of the device. If the area is a reoccurring problem,
an alternate remedial measure should be developed and submitted to the City for their review and
approval. All repairs must be carried out under the direction of a registered Professional Engineer.
4.0 MAJOR REPAIRS
Major repairs for the Extended Detention Wetlands Pond include any repair whose cost exceeds
$11,833, which is one-third of the original cost to construct the Extended Detention Wetlands
Pond. Examples of major repairs include, but are not limited to, rehabilitation or replacement of
the embankment to correct seepage, slides, slumps, or piping; substantial replacement of
appurtenant structures listed in section 4.2, or replacement of dead or diesed plant material. Major
repairs are eligible to be funded by withdrawal from the Replacement Fund deposited with the
City of Raleigh, which must be replenished in accordance with the schedule of contributions
specified by the City of Raleigh prior to withdrawal of funds.
5.0 BUDGET
The following annual Budget was developed from information provided by Westfield Homes of
the Carolinas, LLC.
ANNUAL INSPECTION. NfANAGEAIENT. AND JIAINTENANCE BUDGET
1. Liability Insurance and Property Insurance Premiums S 1,000.00
2. Admin., Management, and Annual Inspection Report S 3,000.00
3. Maintenance Cost for mowing, seeding, fertilizing, S 8,000.00
trash removal, and replacing mulch.
4. Sediment removal ( every 5 years) annualized cost S 2,000.00
5. Rip-rap replenishment (every 3 years) annualized cost S 1,000.00
6. Plant replacement, mulch replacement, soil removal $ 1,000.00
And replacement (every 5 years) annualized cost
Total Annual Budget
S 16,000.00
6.0 REPLACEMENT FUND PAYMENT TO CITY OF RALEIGH
Page 6
Initial cost of Extended Detention Wetland Pond 1
Structures S 13,500.00
Earthwork S 12,000.00
Planting S 10,000.00
Total Construction Cost S 35,500.00
SCHEDULE OF REPLACEMENT FUND PAYMENTS TO CITY OF RALEIGH DUE JULY 1sT
These numbers are based on initial costs. For years 2-5, the annual replacement fund payment is
calculated as total construction cost multiplied by 0.85, multiplied by 0.67 divided by five, year 1
equals the 2°d year replacement payment plus 15% of the total construction cost. For years 6-10,
the annual replacement fund is calculated as total construction cost multiplied by 0.85, multiplied
by 0.33 and divided by five.
Year 1 S 9,368.50
Year 2 S 4,043.50
Year 3 S 4,043.50
Year 4 S 4,043.50
Year 5 S 4,043.50
Year 6 S 1,991.50
Year 7 S 1,991.50
Year 8 S 1,991.50
Year 9 S 1,991.50
Year 10 S 1,991.50
Total Replacement Fund of $ 35,500.00
Equals the Initial Construction Cost
STORMWATER DEVICE INSPECTION REPORT FORM
REASON FOR INSPECTION
DATE
Page 7
[ ] FIRST YEAR QUARTERLY
[ ] 1 INCH RAINFALL
[ ] ANNUAL CERTIFICATION
[ ] REPORTED PROBLEM
[ ] OTHER
DEVICE INFORMATION
ID NUMBER
TYPE
LOCATION
OBSERVATIONS AND COMMENTS
ITEMS REQUIRING REMEDIAL ACTION
NAME (PRINTED)
TITLE
SIGNATURE
Page 8
DWQ Project No. 03 - IO42
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : C L -:4 K00b ?-
Contact Person: gL?-?.D tAty?S Phon
For projects with multiple basins, specify which basin this worksheet applies to:
A?kA. Eit?c?7> ?.1oP--rKI
Number: (`11°1) 1'61. o'boa
Permanent Pool Elevation 34 4. C. ft. (elevation of the orifice invert out)
Temporary Pool Elevation :3'4{5•S ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 5535 sq. ft. (water surface area at permanent pool elevation)
Drainage Area G. o ac. (on-site and off-site drainage to the basin)
Impervious Area 3.1Lp ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 830.7-5 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 1C131.2-S sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area t ` -bi-2S sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 9 ?bO•'LS sq. ft. (at permanent pool elevation approximately 15%)*

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

SA/DA used I ID'( (surface area to drainage area ratio)*
Diameter of Orifice L •S 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
50 The temporary pool controls runoff from the 1 inch rain.
15W The basin side slopes are no steeper than 3:1.
16W A planting plan for the marsh areas with plant species and densities is provided.
bki Vegetation above the permanent pool elevation is specified.
tki An emergency drain is provided to drain the basin.
'611 The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
h1 A sediment disposal area is provided.
Access is provided for maintenance.
gY?1 A site specific, signed and notarized operation and maintenance agreement is provided.
INA The drainage area (including any offsite area) is delineated on a site plan. A.+ED -? u
w1 Access is provided for maintenance.
B Plan details for the wetland are provided.
541.1 ' Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetiands/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.
AA&Ut5t
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
p;1 - 1 001,
o ?? D GLENWOOD NORTH
, 2, 'LOO6 T CT THRE E
:7Y
DENR
A DEVELOPMENT OF ATTACHED TOWNHOMES
RALEIGH, NC
STORMWATER ANALYSIS
AND
STOR WATER CONTROL MEASURE
DESIGN CALCULATIONS
CONSTRUCTION DRAWING SUBMITTAL
JULY 31, 2006
PLANNERS / LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh, NC 27609 Phone [phone] Fax [phone]
GLENWOOD NORTH - TRACT 3
STORM WATER RUNOFF ANALYSIS
ABSTRACT
This analysis has been conducted in order to comply with the requirements of the City of Raleigh's
Neuse River Nutrient Management requirements.
Glenwood North is a townhome development of approximately 562 units proposed for a 75.7 acre
tract of land located off Glenwood Avenue in west Raleigh. The tract is zoned Office and
Institutional - I, Conservation Management, Thoroughfare District, and Neighborhood Business.
The overall density is proposed to be approximately 7.5 homes per acre.
Tract Three is to be comprised of 61 homes located on approximately 7.5 acres of the tract. It is
to contain an extended detention wetlands device with additional storage above the water quality
pool for Drainage Point 3. The balance of the Tract drains to a stormwater wet pond that was
designed and installed as part of a previously approved Tract.
This analysis was prepared using the following available sources of information :
1. Boundary data from Wake Co. Registry and City of Raleigh GIS data.
2. City of Raleigh 200 scale aerial topographic mapping.
4. USDA, SCS, Soil Survey for Durham County, NC.
5. FEMA Flood Insurance Rate Map for Raleigh, NC.
6. Preliminary subdivision plans for Harrington Point prepared by this office.
This analysis is based on the hydrologic and hydraulic principles and methodologies documented
in the following publications :
1. USDA, SCS, National Engineering Handbook, Section 4, Hydrology (NEH-4)
2. SCS Technical Release 55
3. SCS Technical Release 20
4. Elements of Urban Stormwater Design by H. Rooney Malcom, P.E.
Discharges for all stormwater management devices were calculated using Rational Formula
methodology.
Runoff volumes were calculated using SCS methodology as outlined in various SCS publications
and Malcom's Elements of Urban Stormwater Design.
Times of concentration were determined using the Kirpich method for rational formula
applications.
Times to peak of the inflow hydrographs were determined using the methodology outlined in
Malcom's Elements of Urban Stormwater Design.
While the numbers and values generated in this analysis are not absolutely correct, the analysis
has been performed in a consistent fashion such that the results are sufficient for the comparison
of the before and after development conditions.
SUMMARY OF RESULTS
DRAINAGE STORM PREDEVELOPMENT POST DEVELOPMENT
POINT DISCHARGE DISCHARGE
WITH OUT WITH
DETENTION DETENTION
DP 3 2 YEAR 4.8 20.5 4.7
10 YEAR 6.0 25.7 22.7
100 YEAR 8.1 34.5 34.5
COMMENTARY
DRAINAGE POINT 3
Drainage Point 3 is located along the east side of the stream that divides Tracts 3 and 4.
An extended detention wetland device is proposed for this location to provide water quality
benefits and peak discharge reduction in the two year storm as required by the City's nutrient
reduction ordinance at the time of the original approval for Glenwood North. The drainage area of
5.00 acres meets the minimum area recommended by the City's standards for an extended
detention wetlands, and it is our opinion that this device will provide more reliable stormwater
detention and better nutrient reduction than the alternative of a bioretention basin.
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3808-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH - TRACT 3
GLENWOOD FOREST ROAD, RALEIGH FILE NAME : GLENWDN3DCD.123
DRAINAGE POINT 31 - PREDEVELOPMENT DATE : JULY 31, 2006
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO. GROUP AC.

1 BUILDINGS AND STREETS -
B -------
98 --------
0.95 ---------
0.00
2 CLEARED FIELDS B 69 0.35 0.00
3 UNDISTURBED WOODED AREAS B 60 0.25 3.32
TOTALS AND COMPOSITE NUMBERS 60.0 0.25 3.32
TIME OF CONCENTRATION
Hydraulic length 830 LF
Change in elevation 66 FT
Time of concentration ( by Kirpich) = 3.7 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
100 year, 5 minute rainfall intensity 9.72 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 4.8 cfs
10 year discharge Q10 = 6.0 cfs
100 year discharge Q10 = 8.1 cfs
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37' Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 60.0
Runoff = 0.575 inches
Runoff Volume = 6931 cf
10 year storm
100 year storm
Tp = 17.6 min
24 hour, 10 year rainfall 5.38 inches
CN 60.0
Runoff = 1.53 inches
Runoff Volume = 18421 cf
Tp = 37.4 min
24 hour, 100 year rainfall 8.00 inches
C N 60.0
Runoff = 3.33 inches
Runoff Volume = 40172 cf
Tp = 60.6 min
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3808-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH - TRACT 3
GLENWOOD FOREST ROAD, RALEIGH FILE NAM E : GLENWDN3DCD.123
DRAINAGE POINT 31 - POST DEVELOPMENT DATE : JULY 31, 2006
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO. GROUP AC.

1 BUILDINGS AND STREETS
B
98 ---------
0.95 -------
3.16
2 LANDSCAPE AREAS B 66 0.30 1.84
3 UNDISTURBED WOODED AREAS B 60 0.25 0.00
TOTALS AND COMPOSITE NUMBERS 86.2 0.71 5.00
TIME OF CONCENTRATION
Hydraulic length 600 LF
Change in elevation 65 FT
Time of concentration ( by Kirpich) = 2.5 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
100 year, 5 minute rainfall intensity 9.72 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 20.5 cfs
10 year discharge Q10 = 25.7 cfs
100 year discharge Q10 = 34.5 cfs
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37' Qp
Determine runoff volume from S.C.S. procedures
2 year storm
10 year stone
100 year storm
24 hour, 2 year rainfall 3.60 inches
CN 86.2
Runoff = 2.206 inches
Runoff Volume = 40040 cf
Tp = 23.8 min
24 hour, 10 year rainfall 5.38 inches
C N 86.2
Runoff = 3.85 inches
Runoff Volume = 69808 cf
Tp = 33.1 min
24 hour, 100 year rainfall 8.00 inches
CN 86.2
Runoff = 6.36 inches
Runoff Volume = 115396 cf
Tp = 40.6 min
DETERMINE THE REQUIRED STORAGE VOLUME
Water Quality requirements mandate control of the run off from the 1 inch storm
DESCRIPTION CN Q AREA VOL.
in ac cf
BUILDINGS AND STREETS 98 0.791 3.16 9072
LANDSCAPE AREAS 66 0.000 1.84 1
UNDISTURBED WOODED AREAS 60 0.018 0.00 0
Required Storage Volume - Quality 9074
City of Raleigh Neuse Protection Ordinances
mandate control of the 2 year storm
Maximum Required Storage Volume - Quantity 33108 cf
EXTENDED DETENTION WETLANDS SIZING CALCULATIONS
Size an extended detention wetlands to treat the runoff from the s ite.
Normal pool depth 3 feet
Impervious cover percentage of the drainage area 63%
Surface Area to Drainage Area Ratio 2.54
Required Surface Area 0.13 ac
5532 sf
Surface Area Provided 5535 sf
DEVICE INFORMATION
Riser Size 2 x 3 feet
Barrel Diameter 12" with 8" restrictor
Invert Elevation at Riser 341.00
Invert Elevation at Headwall/FES 333.00
Normal Pool Elevation 344.00
Top of Water Quality Pool Elevation 345.50
Low Flow Outlet 1.50 inch
Low Flow Outlet Elevation 344.00
Principal Spillway Elevation 345.50
2 Year Water Surface Elevation 347.94
10 Year Water Surface Elevation 348.28
Secondary Spillway Width 40 feet
Secondary Spillway Elevation 348.00
100 year Water Surface Elevation - Maximum 348.39
Top of Berm Elevation 349.00
Elevation Area
Feet Sq. Ft Percentage
Forebay 341.00 862 16%
High Marsh 343.50 2000 36%
Low Marsh 342.50 2000 36%
Micro Pool 341.00 863 16%
Totals 5725.00 103%
Water quality pool drawdown orifice diameter 1.5 in
Drawdown time from falling head orifice equation 2.7 days
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE
RALEIGH, NC 27609
STAGE DISCHARGE WORKSHEET
GLENWOOD NORTH - TRACT 3 - PRELIMINARY
CULVERTS/ORIFICES WEIRS TOTAL
1 2 3 1 2 3 LIMITING
DISCHARGE
DIAMETER 8 1.5 0 LENGTH 8 40 0
INVERT 341.0 344.0 0.0 ELEV. 345.5 348.0 0.0
CD 0.65 0.65 0 COEFF. 3.0 3.0 0.0
NUMBER 1 1 0
WS ELEV. CFS CFS CFS CFS CFS CFS CFS
344.00 3.0 0.0 0.0 0.0 0.0 0.0 0.0
344.50 3.2 0.0 0.0 0.0 0.0 0.0 0.0
345.00 3.5 0.1 0.0 0.0 0.0 0.0 0.1
345.10 3.5 0.1 0.0 0.0 0.0 0.0 0.1
345.20 3.6 0.1 0.0 0.0 0.0 0.0 0.1
345.30 3.6 0.1 0.0 0.0 0.0 0.0 0.1
345.40 3.7 0.1 0.0 0.0 0.0 0.0 0.1
345.50 3.7 0.1 0.0 0.0 0.0 0.0 0.1
345.60 3.8 0.1 0.0 0.8 0.0 0.0 0.8
345.70 3.8 0.1 0.0 2.1 0.0 0.0 2.2
345.80 3.8 0.1 0.0 3.9 0.0 0.0 3.8
345.90 3.9 0.1 0.0 6.1 0.0 0.0 3.9
346.00 3.9 0.1 0.0 8.5 0.0 0.0 3.9
346.10 4.0 0.1 0.0 11.2 0.0 0.0 4.0
346.20 4.0 0.1 0.0 14.1 0.0 0.0 4.0
346.30 4.1 0.1 0.0 17.2 0.0 0.0 4.1
346.40 4.1 0.1 0.0 20.5 0.0 0.0 4.1
346.50 4.1 0.1 0.0 24.0 0.0 0.0 4.1
346.55 4.2 0.1 0.0 25.8 0.0 0.0 4.2
346.60 4.2 0.1 0.0 27.7 0.0 0.0 4.2
346.70 4.2 0.1 0.0 31.5 0.0 0.0 4.2
346.80 4.3 0.1 0.0 35.6 0.0 0.0 4.3
346.90 4.3 0.1 0.0 39.8 0.0 0.0 4.3
347.00 4.3 0.1 0.0 44.1 0.0 0.0 4.3
347.10 4.4 0.1 0.0 48.6 0.0 0.0 4.4
347.20 4.4 0.1 0.0 53.2 0.0 0.0 4.4
347.30 4.4 0.1 0.0 58.0 0.0 0.0 4.4
347.40 4.5 0.1 0.0 62.9 0.0 0.0 4.5
347.50 4.5 0.1 0.0 67.9 0.0 0.0 4.5
347.60 4.6 0.1 0.0 73.0 0.0 0.0 4.6
347.70 4.6 0.1 0.0 78.3 0.0 0.0 4.6
347.80 4.6 0.1 0.0 83.7 0.0 0.0 4.6
347.90 4.7 0.1 0.0 89.2 0.0 0.0 4.7
348.00 4.7 0.1 0.0 94.9 0.0 0.0 4.7
348.10 4.7 0.1 0.0 100.6 3.8 0.0 8.5
348.20 4.8 0.1 0.0 106.5 10.7 0.0 15.5
348.30 4.8 0.1 0.0 112.4 19.7 0.0 24.5
348.40 4.8 0.1 0.0 118.5 30.4 0.0 35.2
348.50 4.9 0.1 0.0 124.7 42.4 0.0 47.3
348.60 4.9 0.1 0.0 131.0 55.8 0.0 60.7
348.70 4.9 0.1 0.0 137.4 70.3 0.0 75.2
348.80 5.0 0.1 0.0 143.9 85.9 0.0 90.8
348.90 5.0 0.1 0.0 150.5 102.5 0.0 107.5
349.00 5.0 0.1 0.0 157.1 120.0 0.0 125.0
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE
RALEIGH, N.C. 27609
GLENWOOD NORTH - TRACT 3 FILE NAME : GLENWDN3R2.123
2 YEAR DESIGN STORM DATE : MAY 8, 2006
DRAINAGE POINT 3
INFLOW HYDROGRAPH NORMAL POOL ELEV.= 344.0
TIME INCREMENT= 1 min .
STAGE ELEV. Q 0' = 300.0 344.0
STAGE STORAGE FUNCTION : S = 5811.8567 B = 1.1223
Qp1 = 20.5 Qp1 = 0.0 MAX. DISCHARGE = 4.7 cfs
Tp1 = 24.0 Tp1 = 0.0 MAX. ELEVATION = 347.94 ft.
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' Ids) (min.) ' (cfs) (min.) (cfs) (1000 cf) (R) (cfs) (ft)
0.0 ' 0.0 0.0 0 0 0.0 0.000 0.00 0.0 344.00
dS = 0.000
1.0 ' 0.1 1.0 0 1.0 0.1 0.000 0.00 0.0 344.00
0.005
2.0 ' 0.3 2.0 ' 0 2.0 0.3 0.005 0.00 0.0 344.00
0.021
3.0 0.8 3.0 ' 0 3.0 0.8 0.026 0.01 0.0 344.01
0.047
4.0 ' 1.4 4.0 ' 0 4.0 1.4 0.073 0.02 0.0 344.02
0.082
5.0 ' 2.1 5.0 ' 0 5.0 2.1 0.155 0.04 0.0 344.04
0.127
6.0 ' 3.0 6.0 0 6.0 3.0 0.282 0.07 0.0 344.07
0.180
7.0 ' 4.0 7.0 ' 0 7.0 4.0 0.462 0.10 0.0 344.10
0.240
8.0 ' 5.1 8.0 ' 0 8.0 5.1 0.702 0.15 0.0 344.15
0.306
9.0 ' 6.3 9.0 0 9.0 6.3 1.008 0.21 0.0 344.21
0.378
10.0 7.6 10.0 ' 0 10.0 7.6 1.386 0.28 0.0 344.28
0.454
11.0 8.9 11.0 ' 0 11.0 8.9 1.840 0.36 0.0 344.36
0.533
12.0 ' 10.3 12.0 ' 0 12.0 10.3 2.373 0.45 0.0 344.45
0.613
13.0 ' 11.6 13.0 ' 0 13.0 11.6 2.986 0.55 0.0 344.55
0.693
14.0 ' 12.9 14.0 ' 0 14.0 12.9 3.678 0.67 0.0 344.67
0.771
15.0 ' 14.2 15.0 ' 0 15.0 14.2 4.449 0.79 0.1 344.79
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft.) (cfs) (ft)
0.847
16.0 ' 15.4 16.0 ' 0 16.0 15.4 5.297 0.92 0.1 344.92
0.919
17.0 ' 16.5 17.0 ' 0 17.0 16.5 6.216 1.06 0.1 345.06
0.986
18.0 17.5 18.0 ' 0 18.0 17.5 7.201 1.21 0.1 345.21
1.046
19.0 ' 18.4 19.0 ' 0 19.0 18.4 8.247 1.37 0.1 345.37
1.099
20.0 ' 19.1 20.0 ' 0 20.0 19.1 9.345 1.53 0.2 345.53
1.137
21.0 19.7 21.0 ' 0 21.0 19.7 10.482 1.69 2.1 345.69
1.058
22.0 ' 20.2 22.0 ' 0 22.0 20.2 11.540 1.84 3.9 345.84
0.977
23.0 ' 20.4 23.0 ' 0 23.0 20.4 12.517 1.98 3.9 345.98
0.989
24.0 ' 20.5 24.0 ' 0 24.0 20.5 13.506 2.12 4.0 346.12
0.991
25.0 ' 20.4 25.0 0 25.0 20.4 14.498 2.26 4.0 346.26
0.983
26.0 ' 20.2 26.0 ' 0 26.0 20.2 15.480 2.39 4.1 346.39
0.964
27.0 ' 19.7 27.0 ' 0 27.0 19.7 16.444 2.53 4.1 346.53
0.934
28.0 ' 19.1 28.0 ' 0 28.0 19.1 17.378 2.65 4.2 346.65
0.896
29.0 ' 18.4 29.0 ' 0 29.0 18.4 18.274 2.78 4.2 346.78
0.648
30.0 ' 17.5 30.0 ' 0 30.0 17.5 19.122 2.89 4.3 346.89
0.793
31.0 ' 16.6 31.0 ' 0 31.0 16.6 19.915 3.00 4.3 347.00
0.736
32.0 ' 15.7 32.0 ' 0 32.0 15.7 20.651 3.09 4.4 347.09
0.681
33.0 ' 14.9 33.0 ' 0 33.0 14.9 21.332 3.19 4.4 347.19
0.629
34.0 ' 14.1 34.0 ' 0 34.0 14.1 21.962 3.27 4.4 347.27
0.560
35.0 ' 13.4 35.0 ' 0 35.0 13.4 22.542 3.35 4.5 347.35
0.534
36.0 12.7 36.0 ' 0 36.0 12.7 23.076 3.42 4.5 347.42
0.490
37.0 12.0 37.0 ' 0 37.0 12.0 23.567 3.48 4.5 347.48
0.449
38.0 ' 11.4 38.0 ' 0 38.0 11.4 24.015 3.54 4.5 347.54
STORM ROUTING "HRM METHOD"
INFLOW O NE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) A) (cfs) UQ
0.410
39.0 ' 10.8 39.0 0 39.0 10.8 24.425 3.59 4.6 347.59
0.372
40.0 ' 10.2 40.0 0 40.0 10.2 24.797 3.64 4.6 347.64
0.337
41.0 ' 9.7 41.0 ' 0 41.0 9.7 25.135 3.69 4.6 347.69
0.304
42.0 ' 9.1 42.0 ' 0 42.0 9.1 25.439 3.73 4.6 347.73
0.273
43.0 ' 8.7 43.0 ' 0 43.0 8.7 25.712 3.76 4.6 347.76
0.243
44.0 ' 8.2 44.0 ' 0 44.0 8.2 25.955 3.79 4.6 347.79
0.215
45.0 ' 7.8 45.0 0 45.0 7.8 26.170 3.82 4.6 347.82
0.188
46.0 7.4 46.0 0 46.0 7.4 26.358 3.85 4.6 347.85
0.163
47.0 ' 7.0 47.0 0 47.0 7.0 26.522 3.87 4.7 347.87
0.140
48.0 ' 6.6 48.0 ' 0 48.0 6.6 20.661 3.89 4.7 347.89
0.117
49.0 6.3 49.0 ' 0 49.0 6.3 26.778 3.90 4.7 347.90
0.096
50.0 5.9 50.0 ' 0 50.0 5.9 26.874 3.91 4.7 347.91
0.076
51.0 5.6 51.0 ' 0 51.0 5.6 26.950 3.92 4.7 347.92
0.057
52.0 ' 5.3 52.0 0 52.0 5.3 27.007 3.93 4.7 347.93
0.039
53.0 ' 5.0 53.0 ' 0 53.0 5.0 27.046 3.94 4.7 347.94
0.022
54.0 4.8 54.0 ' 0 54.0 4.8 27.068 3.94 4.7 347.94
0.006
55.0 4.5 55.0 0 55.0 4.5 27.074 3.94 4.7 347.94
-0.009
56.0 ' 4.3 56.0 ' 0 56.0 4.3 27.064 3.94 4.7 347.94
-0.023
57.0 ' 4.1 57.0 ' 0 57.0 4.1 27.041 3.94 4.7 347.94
-0.037
58.0 3.8 58.0 ' 0 58.0 3.8 27.004 3.93 4.7 347.93
-0.050
59.0 ' 3.6 59.0 ' 0 59.0 3.6 26.954 3.92 4.7 347.92
-0.062
60.0 ' 3.4 60.0 ' 0 60.0 3.4 26.893 3.92 4.7 347.92

STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME ' INFLOW TIME ` INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (Cfs) (min.) ' (Cfs) (min.) (Cis) (1000 Cf) (R) (Cfs) (ft.)
-0.073
61.0 3.3 61.0 ' 0 61.0 3.3 26.820 3.91 4.7 347.91
-0.084
62.0 ' 3.1 62.0 ' 0 62.0 3.1 26.736 3.90 4.7 347.90
-0.094
63.0 ' 2.9 63.0 ' 0 63.0 2.9 26.642 3.88 4.7 347.88
-0.103
64.0 ' 2.8 64.0 ' 0 64.0 2.8 26.539 3.87 4.7 347.87
-0.112
65.0 ' 2.6 65.0 ' 0 65.0 2.6 26.426 3.86 4.6 347.86
-0.121
66.0 ' 2.5 66.0 ' 0 66.0 2.5 26.305 3.84 4.6 347.84
-0.129
67.0 ' 2.4 67.0 ' 0 67.0 2.4 26.176 3.82 4.6 347.82
-0.136
68.0 ' 2.2 68.0 ' 0 68.0 2.2 26.040 3.80 4.6 347.80
-0.143
69.0 ' 2.1 69.0 ' 0 69.0 2.1 25.897 3.79 4.6 347.79
-0.150
70.0 ' 2.0 70.0 ' 0 70.0 2.0 25.746 3.77 4.6 347.77
-0.156
71.0 1.9 71.0 ' 0 71.0 1.9 25.590 3.75 4.6 347.75
-0.162
72.0 ' 1.8 72.0 ' 0 72.0 1.8 25.428 3.73 4.6 347.73
-0.168
73.0 1.7 73.0 0 73.0 1.7 25.260 170 4.6 347.70
-0.173
74.0 ' 1.6 74.0 ' 0 74.0 1.6 25.087 3.68 4.6 347.68
-0.178
75.0 ' 1.5 75.0 ' 0 75.0 1.5 24.909 3.66 4.6 347.66
-0.183
76.0 ' 1.5 76.0 ' 0 76.0 1.5 24.726 3.63 4.6 347.63
-0.187
77.0 ' 1.4 77.0 ' 0 77.0 1.4 24.539 3.61 4.6 347.61
-0.191
78.0 ' 1.3 78.0 0 78.0 1.3 24.348 3.58 4.5 347.58
-0.195
79.0 ' 1.2 79.0 0 79.0 1.2 24.153 3.56 4.5 347.56
-0.198
80.0 1.2 80.0 ' 0 80.0 1.2 23.955 3.53 4.5 347.53
-0.202
81.0 ' 1.1 81.0 ' 0 81.0 1.1 23.753 3.51 4.5 347.51
-0.205
82.0 ' 1.0 82.0 0 82.0 1.0 23.548 3.48 4.5 347.48
-0.208
83.0 ' 1.0 83.0 0 83.0 1.0 23.341 3.45 4.5 347.45
-0.210
84.0 ' 0.9 84.0 0 84.0 0.9 23.130 3.42 4.5 347.42
r
STORM ROUTING "HRM METHOD"
INFLOW O NE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 co (ft) (cfs) (ft)
-0.213
85.0 ' 0.9 85.0 ' 0 85.0 0.9 22.917 3.40 4.5 347.40
-0.215
86.0 ' 0.8 86.0 ' 0 86.0 0.8 22.702 3.37 4.5 347.37
-0.217
87.0 0.8 87.0 ' 0 87.0 0.8 22.485 3.34 4.5 347.34
-0.220
88.0 ' 0.8 88.0 ' 0 88.0 0.8 22.265 3.31 4.4 347.31
-0.221
89.0 ' 0.7 89.0 ' 0 89.0 0.7 22.044 3.28 4.4 347.28
-0.223
90.0 ' 0.7 90.0 ' 0 90.0 0.7 21.821 3.25 4.4 347.25
-0.225
91.0 ' 0.6 91.0 ' 0 91.0 0.6 21.596 3.22 4.4 347.22
-0.226
92.0 ' 0.6 92.0 ' 0 92.0 0.6 21.370 3.19 4.4 347.19
-0.228
93.0 ' 0.6 93.0 ' 0 93.0 0.6 21.142 3.16 4.4 347.16
-0.229
94.0 0.5 94.0 ' 0 94.0 0.5 20.913 3.13 4.4 347.13
-0.230
95.0 ' 0.5 95.0 ' 0 95.0 0.5 20.683 3.10 4.4 347.10
-0.231
96.0 ' 0.5 95.0 ' 0 96.0 0.5 20.452 3.07 4.4 347.07
-0.232
97.0 0.5 97.0 ' 0 97.0 0.5 20.220 3.04 4.3 347.04
-0.233
98.0 0.4 98.0 ' 0 98.0 0.4 19.988 3.01 4.3 347.01
-0.234
99.0 ' 0.4 99.0 ' 0 99.0 0.4 19.754 2.97 4.3 346.97
-0.234
100.0 ' 0.4 100.0 ' 0 100.0 0.4 19.520 2.94 4.3 346.94
-0.235
101.0 ' 0.4 101.0 ' 0 101.0 0.4 19.285 2.91 4.3 346.91
-0.235
102.0 ' 0.4 102.0 ' 0 102.0 0.4 19.050 2.88 4.3 346.88
-0.236
103.0 ' 0.3 103.0 ' 0 103.0 0.3 18.814 2.85 4.3 346.85
-0.236
104.0 0.3 104.0 0 104.0 0.3 18.578 2.82 4.3 348.82
-0.236
105.0 ' 0.3 105.0 ' 0 105.0 0.3 18.341 2.78 4.2 346.78
-0.237
106.0 ' 0.3 106.0 ' 0 106.0 0.3 18.105 2.75 4.2 346.75
-0.237
107.0 0.3 107.0 ' 0 107.0 0.3 17.668 2.72 4.2 346.72
-0.237
108.0 ' 0.3 108.0 ' 0 108.0 0.3 17.630 2.69 4.2 346.69
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE
RALEIGH, N.C. 27609
GLENWOOD NORTH -TRACT 3
10 YEAR DESIGN STORM
DRAINAGE POINT 3
INFLOW HYDROGRAPH
Qp1 = 25.7 Qp1 =
Tp1 = 33.0 Tpt =
FILE NAME : GLENWDN31110.123
DATE : JULY 31, 2006
NORMAL POOL ELEV.= 344.0
TIME INCREMENT= 1 min.
STAGE ELEV. @ 0'= 300.0 344.0
STAGE STORAGE FUNCTION : S = 5811.8567 B = 1.1223
0.0 MAX. DISCHARGE = 22.7 cfs
0.0 MAX. ELEVATION = 348.28 ft.
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME ' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (min.) ' (cfs) (min.) (cfs) (1000 co (R) (cfs) A)
0.0 0.0 0.0 ' 0 0 0.0 0.000 0.00 0.0 344.00
dS = 0.000
1.0 ' 0.1 1.0 ' 0 1.0 0.1 0.000 0.00 0.0 344.00
0.003
2.0 ' 0.2 2.0 0 2.0 0.2 0.003 0.00 0.0 344.00
0.014
3.0 ' 0.5 3.0 ' 0 3.0 0.5 0.017 0.01 0.0 344.01
0.031
4.0 ' 0.9 4.0 0 4.0 0.9 0.049 0.01 0.0 344.01
0.055
5.0 ' 1.4 5.0 ' 0 5.0 1.4 0.104 0.03 0.0 344.03
0.086
6.0 ' 2.0 6.0 0 6.0 2.0 0.189 0.05 0.0 344.05
0.122
7.0 ' 2.7 7.0 ' 0 7.0 2.7 0.312 0.07 0.0 344.07
0.165
8.0 ' 3.6 8.0 ' 0 8.0 3.6 0.478 0.11 0.0 344.11
0.212
9.0 4.4 9.0 ' 0 9.0 4.4 0.688 0.15 0.0 344.15
0.265
10.0 ' 5.4 10.0 ' 0 10.0 5.4 0.953 0.20 0.0 344.20
0.322
11.0 ' 6.4 11.0 ' 0 11.0 6.4 1.276 0.26 0.0 344.26
0.384
12.0 ' 7.5 12.0 ' 0 12.0 7.5 1.659 0.33 0.0 344.33
0.449
13.0 ' 8.6 13.0 ' 0 13.0 8.6 2.108 0.41 0.0 344.41
0.517
14.0 9.8 14.0 ' 0 14.0 9.3 2.625 0.49 0.0 344.49
0.587
15.0 ' 11.0 15.0 ' 0 15.0 11.0 3.212 0.59 0.0 344.59
l
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft.) (cfs) (ft.)
' 0.658
16.0 ' 12.2 16.0 ' 0 16.0 12.2 3.870 0.70 0.1 344.70
0.731
17.0 ' 13.5 17.0 ' 0 17.0 13.5 4.601 0.81 0.1 344.81
0.804
18.0 ' 14.7 18.0 ' 0 18.0 14.7 5.406 0.94 0.1 344.94
0.877
19.0 15.9 19.0 ' 0 19.0 15.9 6.283 1.07 0.1 345.07
0.949
20.0 ' 17.1 20.0 ' 0 20.0 17.1 7.232 1.22 0.1 345.22
1.019
21.0 ' 18.2 21.0 ' 0 21.0 18.2 8.251 1.37 0.1 345.37
1.087
22.0 ' 19.3 22.0 ' 0 22.0 19.3 9.338 1.53 0.2 345.53
1.146
23.0 ' 20.3 23.0 ' 0 23.0 20.3 10.484 1.69 2.1 345.69
1.093
24.0 ' 21.3 24.0 ' 0 24.0 21.3 11.576 1.85 3.9 345.85
1.044
25.0 ' 22.1 25.0 ' 0 25.0 22.1 12.620 2.00 3.9 346.00
1.093
26.0 ' 23.0 26.0 0 26.0 23.0 13.714 2.15 4.0 346.15
1.138
27.0 ' 23.7 27.0 ' 0 27.0 23.7 14.851 2.31 4.1 346.31
1.176
28.0 ' 24.3 28.0 ' 0 28.0 24.3 16.027 2.47 4.1 346.47
1.209
29.0 24.8 29.0 0 29.0 24.8 17.236 2.63 4.2 346.63
1.235
30.0 25.2 30.0 ' 0 30.0 25.2 18.472 2.80 4.3 346.80
1.256
31.0 ' 25.5 31.0 0 31.0 25.5 19.727 2.97 4.3 346.97
1.269
32.0 25.6 32.0 ' 0 32.0 25.6 20.996 3.14 4.4 347.14
1.275
33.0 ' 25.7 33.0 ' 0 33.0 25.7 22.272 3.31 4.4 347.31
1.275
34.0 ' 25.6 34.0 ' 0 34.0 25.6 23.547 3.48 4.5 347.48
1.268
35.0 ' 25.5 35.0 ' 0 35.0 25.5 24.815 3.65 4.6 347.65
1.254
36.0 ' 25.2 36.0 ' 0 36.0 25.2 26.069 3.81 4.6 347.81
1.233
37.0 ' 24.8 37.0 ' 0 37.0 24.8 27.302 3.97 4.7 347.97
1.206
38.0 ' 24.3 38.0 ' 0 38.0 24.3 28.507 4.12 10.0 348.12

STORM ROUTING "HRM METHOD"
INFLOW O NE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (10000 (fL) (cfs) (R)
0.855
39.0 23.7 39.0 ' 0 39.0 23.7 29.362 4.23 18.4 348.23
0.314
40.0 ' 23.0 40.0 ' 0 40.0 23.0 29.677 4.28 22.1 348.28
0.051
41.0 ' 22.1 41.0 ' 0 41.0 22.1 29.728 4.28 22.7 348.28
-0.034
42.0 ' 21.3 42.0 ' 0 42.0 21.3 29.693 4.28 22.3 348.28
-0.059
43.0 ' 20.5 43.0 ' 0 43.0 20.5 29.635 4.27 21.6 348.27
-0.065
44.0 19.7 44.0 ' 0 44.0 19.7 29.569 4.26 20.8 348.26
-0.066
45.0 ' 18.9 45.0 ' 0 45.0 18.9 29.503 4.25 20.0 348.25
-0.065
46.0 ' 18.2 46.0 ' 0 46.0 18.2 29.438 4.24 19.3 348.24
-0.064
47.0 ' 17.5 47.0 0 47.0 17.5 29.374 4.24 18.6 348.24
-0.062
48.0 ' 16.8 48.0 0 48.0 16.8 29.312 4.23 17.9 348.23
-0.061
49.0 ' 16.2 49.0 ' 0 49.0 16.2 29.251 4.22 17.2 348.22
-0.060
50.0 15.6 50.0 ' 0 50.0 15.6 29.191 4.21 16.5 348.21
-0.059
51.0 ' 15.0 51.0 ' 0 51.0 15.0 29.132 4.21 15.9 348.21
-0.057
52.0 14.4 52.0 ' 0 52.0 14.4 29.075 4.20 15.3 348.20
-0.056
53.0 ' 13.8 53.0 0 53.0 13.8 29.019 4.19 14.7 348.19
-0.055
54.0 ' 13.3 54.0 ' 0 54.0 13.3 28.964 4.18 14.2 348.18
-0.054
55.0 ' 12.8 55.0 0 55.0 12.8 28.910 4.18 13.7 348.18
-0.053
56.0 ' 12.3 56.0 ' 0 56.0 12.3 26.858 4.17 13.1 348.17
-0.052
57.0 ' 11.8 57.0 ' 0 57.0 11.8 28.808 4.16 12.7 348.16
-0.051
58.0 ' 11.4 58.0 ' 0 58.0 11.4 28.755 4.18 12.2 348.16
-0.050
59.0 ' 10.9 59.0 ' 0 59.0 10.9 28.705 4.15 11.7 348.15
-0.049
60.0 ' 10.5 60.0 ' 0 60.0 10.5 28.657 4.14 11.3 348.14
t
INFLOW ONE
TIME' INFLOW
(min.) ' (Us)
61.0 ' 10.1
62.0 ' 9.7
63.0 ' 9.3
64.0 ' 9.0
65.0 ' 8.6
66.0 ' 8.3
67.0 ' 8.0
68.0 ' 7.7
69.0 ' 7.4
70.0 ' 7.1
71.0 6.8
72.0 ' 6.5
73.0 ' 6.3
74.0 ' 6.0
75.0 ' 5.8
76.0 ' 5.6
77.0 ' 5.4
78.0 ' 5.2
79.0 ' 5.0
80.0 ' 4.8
81.0 4.6
82.0 ' 4.4
83.0 ' 4.2
84.0 4.1
INFLOW TWO
TIME' INFLOW
(min.) ' (cfs)
61.0 ' 0
62.0 ' 0
63.0 ' 0
64.0 ' 0
65.0 0
66.0 0
67.0 ' 0
68.0 ' 0
69.0 ' 0
70.0 ' 0
71.0 0
72.0 ' 0
73.0 0
74.0 ' 0
75.0 ' 0
76.0 ' 0
77.0 ' 0
78.0 ' 0
79.0 ' 0
80.0 0
81.0 ' 0
82.0 ' 0
83.0 0
84.0 ' 0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (1000 cf) VQ (cfs) A)
-0.048
61.0 10.1 28.609 4.14 10.9 348.14
-0.047
62.0 9.7 28.562 4.13 10.5 348.13
-0.046
63.0 9.3 28.515 4.13 10.1 348.13
-0.048
64.0 9.0 28.470 4.12 9.7 348.12
-0.045
65.0 8.6 28.425 4.11 9.4 348.11
-0.044
66.0 8.3 28.381 4.11 9.0 348.11
-0.043
67.0 8.0 28.337 4.10 8.7 348.10
-0.043
68.0 7.7 28.294 4.10 8.4 348.10
-0.042
69.0 7.4 28.252 4.09 8.1 348.09
-0.042
70.0 7.1 28.210 4.09 7.8 348.09
-0.041
71.0 6.8 28.169 4.08 7.5 348.08
-0.041
72.0 6.5 28.128 4.08 7.2 348.08
-0.041
73.0 6.3 28.087 4.07 7.0 348.07
-0.040
74.0 6.0 28.047 4.07 6.7 348.07
-0.040
75.0 5.8 28.006 4.06 6.5 348.06
-0.040
76.0 5.6 27.966 4.05 6.3 348.05
-0.040
77.0 5.4 27.926 4.05 6.0 348.05
-0.040
78.0 5.2 27.886 4.04 5.8 348.04
-0.040
79.0 5.0 27.846 4.04 5.6 348.04
-0.041
80.0 4.8 27.605 4.03 5.5 348.03
-0.041
81.0 4.6 27.764 4.03 5.3 348.03
-0.042
82.0 4.4 27.722 4.02 5.1 348.02
-0.043
83.0 4.2 27.679 4.02 5.0 348.02
-0.045
84.0 4.1 27.634 4.01 4.9 348.01
t
INFLOW ONE
TIME' INFLOW
(min.) ' (cfs)
85.0 ' 3.9
86.0 ' 3.8
87.0 ' 3.6
88.0 ' 3.5
89.0 3.3
90.0 3.2
91.0 3.1
92.0 ' 3.0
93.0 ' 2.9
94.0 ' 2.7
95.0 ' 2.6
96.0 ' 2.5
97.0 ' 2.4
98.0 ' 2.3
99.0 2.3
100.0 ' 2.2
101.0 ' 2.1
102.0 ' 2.0
103.0 ' 1.9
104.0 ' 1.9
105.0 ' 1.8
106.0 ' 1.7
107.0 ' 1.6
108.0 ' 1.6
INFLOW TWO
TIME' INFLOW
(min.) ' (cfs)
85.0 ' 0
86.0 ' 0
87.0 ' 0
88.0 ' 0
89.0 ' 0
90.0 ' 0
91.0 ' 0
92.0 ' 0
93.0 ' 0
94.0 ' 0
95.0 0
96.0 ' 0
97.0 ' 0
98.0 0
99.0 ' 0
100.0 ' 0
101.0 ' 0
102.0 ' 0
103.0 ' 0
104.0 ' 0
105.0 ' 0
106.0 ' 0
107.0 ' 0
108.0 ' 0
STORM ROUTING "HRM METHOD"
TOTAL
TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (1000 cf (ft) (cfs) (ft)
-0.047
85.0 3.9 27.588 4.01 4.8 348.01
-0.050
86.0 3.8 27.538 4.00 4.7 348.00
-0.056
87.0 3.6 27.482 3.99 4.7 347.99
-0.064
88.0 3.5 27.418 3.98 4.7 347.98
-0.073
89.0 3.3 27.345 3.97 4.7 347.97
-0.080
90.0 3.2 27.265 3.96 4.7 347.96
-0.088
91.0 3.1 27.177 3.95 4.7 347.95
-0.095
92.0 3.0 27.081 3.94 4.7 347.94
-0.102
93.0 2.9 26.979 3.93 4.7 347.93
-0.109
94.0 2.7 26.871 3.91 4.7 347.91
-0.115
95.0 2.6 26.756 3.90 4.7 347.90
-0.121
96.0 2.5 26.635 3.88 4.7 347.88
-0.127
97.0 2.4 26.508 3.87 4.6 347.87
-0.132
98.0 2.3 26.375 3.85 4.6 347.85
-0.138
99.0 2.3 26.238 3.83 4.6 347.83
-0.143
100.0 2.2 26.095 3.81 4.6 347.81
-0.148
101.0 2.1 25.947 3.79 4.6 347.79
-0.152
102.0 2.0 25.795 3.77 4.6 347.77
-0.157
103.0 1.9 25.639 3.75 4.6 347.75
-0.161
104.0 1.9 25.478 3.73 4.6 347.73
-0.165
105.0 1.8 25.313 3.71 4.6 347.71
-0.169
106.0 1.7 25.144 3.69 4.6 347.69
-0.172
107.0 1.6 24.972 3.67 4.6 347.67
-0.176
108.0 1.6 24.796 3.64 4.6 347.64
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE
RALEIGH, N.C. 27609
GLENWOOD NORTH - TRACT 3
100 YEAR DESIGN STORM
DRAINAGE POINT 3
INFLOW HYDROGRAPH
Qp1 = 34.5 Opt =
Tp1 = 41.0 Tp1 =
FILE NAME : GLENWDN3R100.123
DATE : JULY 31, 2006
NORMAL POOL ELEV.= 344.0
TIME INCREMENT = 1 min.
STAGE ELEV. Q 0'= 300.0 344.0
STAGE STORAGE FUNCTION : S = 5811.8567 B = 1.1223
0.0 MAX. DISCHARGE = 34.5 cfs
0.0 MAX. ELEVATION = 348.39 ft.
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft) (cfs) (ft.)
0.0 0.0 0.0 ' 0 0 0.0 0.000 0.00 0.0 344.00
dS = 0.000
1.0 ' 0.1 1.0 ' 0 1.0 0.1 0.000 0.00 0.0 344.00
0.003
2.0 ' 0.2 2.0 ' 0 2.0 0.2 0.003 0.00 0.0 344.00
0.012
3.0 0.5 3.0 ' 0 3.0 0.5 0.015 0.00 0.0 344.00
0.027
4.0 0.8 4.0 ' 0 4.0 0.8 0.042 0.01 0.0 344.01
0.048
5.0 ' 1.3 5.0 ' 0 5.0 1.3 0.091 0.02 0.0 344.02
0.075
6.0 1.8 6.0 0 6.0 1.8 0.166 0.04 0.0 344.04
0.107
7.0 ' 2.4 7.0 ' 0 7.0 2.4 0.273 0.07 0.0 344.07
0.145
8.0 ' 3.1 8.0 ' 0 8.0 3.1 0.418 0.10 0.0 344.10
0.188
9.0 3.9 9.0 0 9.0 3.9 0.606 0.13 0.0 344.13
0.235
10.0 ' 4.8 10.0 ' 0 10.0 4.8 0.841 0.18 0.0 344.18
0.288
11.0 ' 5.8 11.0 0 11.0 5.8 1.129 0.23 0.0 344.23
0.345
12.0 ' 6.8 12.0 0 12.0 6.8 1.474 0.29 0.0 344.29
0.406
13.0 ' 7.9 13.0 ' 0 13.0 7.9 1.880 0.37 0.0 344.37
0.470
14.0 ' 9.0 14.0 ' 0 14.0 9.0 2.350 0.45 0.0 344.45
0.538
15.0 ' 10.2 15.0 ' 0 15.0 10.2 2.888 0.54 0.0 344.54
STORM ROUTING "HRM METHOD"
INFLOW O NE INFLOW TWO TOTAL
TIME ' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (ds) (min.) ' (cfs) (min.) (cfs) (1000 ct A) (cfs) A)
0.609
16.0 ' 11.4 16.0 0 16.0 11.4 3.497 0.64 0.0 344.64
0.682
17.0 12.7 17.0 ' 0 17.0 12.7 4.179 0.75 0.1 344.75
0.758
18.0 14.0 18.0 ' 0 18.0 14.0 4.937 0.86 0.1 344.66
0.835
19.0 ' 15.3 19.0 ' 0 19.0 15.3 5.771 0.99 0.1 344.99
0.913
20.0 16.6 20.0 ' 0 20.0 16.6 6.684 1.13 0.1 345.13
0.991
21.0 17.9 21.0 0 21.0 17.9 7.675 1.28 0.1 345.28
1.070
22.0 ' 19.2 22.0 ' 0 22.0 19.2 8.746 1.44 0.1 345.44
1.149
23.0 20.5 23.0 ' 0 23.0 20.5 9.895 1.61 0.9 345.61
1.177
24.0 ' 21.8 24.0 ' 0 24.0 21.8 11.072 1.78 3.6 345.78
1.096
25.0 ' 23.1 25.0 ' 0 25.0 23.1 12.168 1.93 3.9 345.93
1.151
26.0 ' 24.3 26.0 ' 0 26.0 24.3 13.318 2.09 4.0 346.09
1.220
27.0 ' 25.5 27.0 ' 0 27.0 25.5 14.539 2.26 4.0 346.26
1.287
28.0 26.6 28.0 0 28.0 26.6 15.826 2.44 4.1 346.44
1.351
29.0 ' 27.7 29.0 ' 0 29.0 27.7 17.177 2.63 4.2 346.63
1.411
30.0 ' 28.7 30.0 ' 0 30.0 28.7 18.588 2.82 4.3 346.82
1.468
31.0 ' 29.7 31.0 ' 0 31.0 29.7 20.056 3.02 4.3 347.02
1.521
32.0 ' 30.6 32.0 ' 0 32.0 30.6 21.577 3.22 4.4 347.22
1.569
33.0 ' 31.4 33.0 0 33.0 31.4 23.145 3.43 4.5 347.43
1.612
34.0 32.1 34.0 0 34.0 32.1 24.757 3.64 4.6 347.64
1.651
35.0 32.7 35.0 ' 0 35.0 32.7 26.408 3.85 4.6 347.85
1.684
36.0 33.2 36.0 0 36.0 33.2 28.092 4.07 7.0 348.07
1.575
37.0 ' 33.7 37.0 0 37.0 33.7 29.667 4.27 22.0 348.27
0.703
38.0 ' 34.0 38.0 0 38.0 34.0 30.370 4.36 31.2 348.36
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (R) (cfs) (ft.)
0.173
39.0 ' 34.3 39.0 ' 0 39.0 34.3 30.543 4.39 33.6 348.39
0.041
40.0 ' 34.4 40.0 ' 0 40.0 34.4 30.584 4.39 34.2 348.39
0.015
41.0 ' 34.5 41.0 0 41.0 34.5 30.599 4.39 34.4 348.39
0.005
42.0 ' 34.4 42.0 ' 0 42.0 34.4 30.604 4.39 34.5 348.39
-0.002
43.0 ' 34.3 43.0 ' 0 43.0 34.3 30.601 4.39 34.5 348.39
-0.009
44.0 ' 34.0 44.0 ' 0 44.0 34.0 30.592 4.39 34.3 348.39
-0.016
45.0 ' 33.7 45.0 ' 0 45.0 33.7 30.576 4.39 34.1 348.39
-0.023
46.0 ' 33.2 46.0 ' 0 46.0 33.2 30.552 4.39 33.7 348.39
-0.030
47.0 ' 32.7 47.0 0 47.0 32.7 30.523 4.38 33.3 348.38
-0.037
46.0 32.1 48.0 ' 0 48.0 32.1 30.486 4.38 32.8 348.38
-0.043
49.0 31.4 49.0 ' 0 49.0 31.4 30.443 4.37 32.2 348.37
-0.050
50.0 ' 30.6 50.0 ' 0 50.0 30.6 30.393 4.37 31.5 348.37
-0.056
51.0 ' 29.7 51.0 ' 0 51.0 29.7 30.337 4.36 30.7 348.36
-0.062
52.0 28.8 52.0 ' 0 52.0 28.8 30.275 4.35 29.9 348.35
-0.064
53.0 ' 27.9 53.0 0 53.0 27.9 30.212 4.34 29.0 348.34
-0.066
54.0 27.0 54.0 ' 0 54.0 27.0 30.146 4.34 28.1 348.34
-0.065
55.0 ' 26.2 55.0 ' 0 55.0 26.2 30.081 4.33 27.2 348.33
-0.064
56.0 25.4 56.0 ' 0 56.0 25.4 30.018 4.32 26.4 348.32
-0.062
57.0 24.6 57.0 ' 0 57.0 24.6 29.955 4.31 25.6 348.31
-0.061
58.0 23.8 58.0 ' 0 58.0 23.8 29.894 4.30 24.8 348.30
-0.060
59.0 ' 23.1 59.0 ' 0 59.0 23.1 29.834 4.30 24.0 348.30
-0.059
60.0 ' 22.3 60.0 ' 0 60.0 22.3 29.775 4.29 23.3 348.29
STORM ROUTING "HRM METHOD"
INFLOW O NE INFLOW TWO TOTAL
TIME' INFLOW TIME' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cis) (10000 (ft) (cfs) (ft)
-0.039
85.0 ' 10.1 85.0 ' 0 85.0 10.1 28.594 4.14 10.7 348.14
-0.038
86.0 ' 9.8 86.0 ' 0 86.0 9.8 28.556 4.13 10.4 348.13
-0.038
87.0 ' 9.5 87.0 ' 0 87.0 9.5 28.518 4.13 10.1 348.13
-0.037
88.0 ' 9.2 88.0 ' 0 88.0 9.2 28.481 4.12 9.8 348.12
-0.037
89.0 ' 8.9 89.0 ' 0 89.0 8.9 28.445 4.12 9.5 348.12
-0.036
90.0 ' 8.6 90.0 ' 0 90.0 8.6 28.408 4.11 9.2 348.11
-0.036
91.0 8.4 91.0 ' 0 91.0 8.4 28.373 4.11 8.9 348.11
-0.035
92.0 ' 8.1 92.0 ' 0 92.0 8.1 28.337 4.10 8.7 348.10
-0.035
93.0 ' 7.8 93.0 ' 0 93.0 7.8 28.303 4.10 8.4 348.10
-0.035
94.0 7.6 94.0 ' 0 94.0 7.6 28.268 4.09 8.2 348.09
-0.034
95.0 7.4 95.0 ' 0 95.0 7.4 28.234 4.09 7.9 348.09
-0.034
96.0 ' 7.1 96.0 0 96.0 7.1 28.200 4.08 7.7 348.08
-0.034
97.0 ' 6.9 97.0 ' 0 97.0 6.9 28.166 4.08 7.5 348.08
-0.033
98.0 6.7 98.0 0 98.0 6.7 28.133 4.08 7.3 348.08
-0.033
99.0 ' 6.5 99.0 0 99.0 6.5 28.099 4.07 7.0 348.07
-0.033
100.0 ' 6.3 100.0 ' 0 100.0 6.3 28.066 4.07 6.8 348.07
-0.033
101.0 ' 6.1 101.0 ' 0 101.0 6.1 28.033 4.06 6.6 348.06
-0.033
102.0 ' 5.9 102.0 ' 0 102.0 5.9 28.000 4.06 6.4 348.06
-0.033
103.0 ' 5.7 103.0 ' 0 103.0 5.7 27.968 4.05 6.3 348.05
-0.033
104.0 5.5 104.0 ' 0 104.0 5.5 27.935 4.05 6.1 348.05
-0.033
105.0 ' 5.4 105.0 ' 0 105.0 5.4 27.902 4.05 5.9 348.05
-0.033
106.0 5.2 106.0 ' 0 106.0 5.2 27.869 4.04 5.8 348.04
-0.033
107.0 ' 5.0 107.0 ' 0 107.0 5.0 27.836 4.04 5.6 348.04
-0.034
108.0 ' 4.9 108.0 ' 0 108.0 4.9 27.802 4.03 5.4 348.03
STORM ROUTING "HRM METHOD"
INFLOW ONE INFLOW TWO TOTAL
TIME' INFLOW TIME ' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft.) (cfs) (ft)
-0.058
61.0 ' 21.6 61.0 ' 0 61.0 21.6 29.717 4.28 22.6 348.28
-0.057
62.0 ' 21.0 62.0 ' 0 62.0 21.0 29.660 4.27 21.9 348.27
-0.056
63.0 ' 20.3 63.0 0 63.0 20.3 29.604 4.27 21.2 348.27
-0.055
64.0 19.7 64.0 ' 0 64.0 19.7 29.550 4.26 20.6 348.26
-0.054
65.0 ' 19.1 65.0 ' 0 65.0 19.1 29.496 4.25 19.9 348.25
-0.053
66.0 ' 18.5 66.0 ' 0 66.0 18.5 29.443 4.24 19.3 348.24
-0.052
67.0 17.9 67.0 ' 0 67.0 17.9 29.391 4.24 18.7 348.24
-0.051
68.0 17.3 68.0 0 68.0 17.3 29.340 4.23 18.2 348.23
-0.050
69.0 ' 16.8 69.0 0 69.0 16.8 29.290 4.23 17.6 348.23
-0.049
70.0 ' 16.3 70.0 0 70.0 16.3 29.241 4.22 17.1 348.22
-0.048
71.0 ' 15.8 71.0 0 71.0 15.8 29.193 4.21 16.6 348.21
-0.047
72.0 ' 15.3 72.0 ' 0 72.0 15.3 29.145 4.21 16.0 348.21
-0.047
73.0 ' 14.8 73.0 ' 0 73.0 14.8 29.099 4.20 15.6 348.20
-0.046
74.0 ' 14.3 74.0 0 74.0 14.3 29.053 4.19 15.1 348.19
-0.045
75.0 ' 13.9 75.0 ' 0 75.0 13.9 29.008 4.19 14.6 348.19
-0.044
76.0 ' 13.5 76.0 ' 0 76.0 13.5 28.963 4.18 14.2 348.18
-0.044
77.0 ' 13.0 77.0 ' 0 77.0 13.0 28.920 4.18 13.7 348.18
-0.043
78.0 12.6 78.0 ' 0 78.0 12.6 28.877 4.17 13.3 348.17
-0.042
79.0 ' 12.2 79.0 ' 0 79.0 12.2 28.834 4.17 12.9 348.17
-0.042
80.0 ' 11.8 80.0 ' 0 80.0 11.8 28.793 4.16 12.5 348.16
-0.041
81.0 ' 11.5 81.0 ' 0 81.0 11.5 28.752 4.16 12.2 348.16
-0.040
82.0 ' 11.1 82.0 ' 0 82.0 11.1 28.711 4.15 11.8 348.15
-0.040
83.0 ' 10.8 83.0 ' 0 83.0 10.8 28.672 4.15 11.4 348.15
-0.039
84.0 ' 10.4 84.0 ' 0 84.0 10.4 28.633 4.14 11.1 348.14
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op
?DF W ATFRQ Michael F. Easley, Governor
?? ?i William G. Ross Jr., Secretary
_ North Carolina Department of Environment and Natural Resources
p .? Alan W. Klimek, P.E. Director
Division of Water Quality
May 5, 2005
DWQ Project # 03-1002
Wake County
Glenwood Ave. Association, LC
C/O Garrent Development LLC P.O Box 2648-2721
Jeff Davis Highway, Suite # 110
Stafford, VA, 22554
Subject Property: Glenwood Forest (Glenwood North) Subdivision
Approval of Stormwater Management Plan with Additional Conditions
To Whom It May Concern:
On January 7 h, 2005 and April 27t", 2005 the Division of Water Quality (DWQ) received the partial
storm water management plan prepared by your engineer, Mr. Bradley Bowling P.E., of Priest Craven &
Associates, P.A., to comply with the conditions of 401 Water Quality Certification issued on September
14, 2001 and the Neuse River Buffer Rule Authorization Certificate issued on September 15 2003.
The Plan has been reviewed and satisfies the first part of the storm water management conditions of the
401 and Neuse River Buffer Rules as stated. This approval applies to Storm water management plan for
area # 1, 2, 3, 4, 5, & 6 only. The structural storm water practices as approved by DWQ as well as
drainage patters must be maintained in perpetuity. 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, Neuse Buffer Rules and Non-discharge regulations.
No changes to the structural storm water practices shall be made without written authorization from the
Division of Water Quality. Storm water easements shall be recorded for a distance of at least 10 feet on
each side of all storm water conveyances on all lots containing these structures including future access for
maintenance. The storm water easements shall allow for the ability to maintain the structures, perform
corrective actions as described above and shall provide protection of the structures from potential
alternations by future property owners.
The Additional Conditions are:
1. Submit complete Storm water management plan for area # 7, # 8, & # 9, by February 2006 for
reviews / possible final approval.
2. Erosion & Sediment Control Practices
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.
401 Oversight/Express Review 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/ncwetlands
Nor thCaro a
NaturldIl
An Equal Opportunity/Affirmative Action Employer- 50% Recycledl10% Post Consumer Paper
Glenwood Forest (North Sub)
Page 2 of 2
April 28, 2005
3. 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.
4. No Sediment & Erosion Control Measures w/n Wetlands or Waters
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.
Violations of any condition herein set forth may result in revocation of the Certification issued
September 14, 200 land 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 the Certification shall expire upon expiration of the 404 Permit.
This letter completes the partial 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 Sam A. Aghimien, at 919-733-3574.
Sincerely, r
?.f
Alan W. Klimek, P.E.
CBK/SAA
cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Bradley Bowling, Priest, Craven & Assoc., Inc., 3803-B Computer DR, # 104, Raleigh NC.27609
Filename: 03-1002 Glenwood Forest SWM Approval-1, 5-5-05
?OF WATF9o Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
DW
p .? Alan W. Klimek, P.E. Director
Division of Water Quality
April 28, 2005
DWQ Project # 03-1002
Wake County
Glenwood Ave. Association, LC
C/O Garrent Development LLC P.O Box 2648-2721
Jeff Davis Highway, Suite # 110
Stafford, VA. 22554
Subject Property: Glenwood Forest (Glenwood North) Subdivision
Approval of Stormwater Management Plan with Additional Conditions
Dear Madame / Sir:
On January 7`h, 2005 and April 27`h, 2005 the Division of Water Quality (DWQ) received the partial
storm water management plan prepared by your engineer, Mr. Bradley Bowling P.E., of Priest Craven &
Associate, P.A., to comply with the conditions of 401 Water Quality Certification issued on September
14, 2001 and the Neuse River Buffer Rule Authorization Certificate issued on September 15 2003.
The Plan has been reviewed and satisfies the first part of the storm water management conditions of the
401 and Neuse River Buffer Rules as stated. This approval applies to Storm water management plan for
area # 1, 2, 3, 4, 5, & 6 only. The structural storm water practices as approved by DWQ as well as
drainage patters must be maintained in perpetuity. 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, Neuse Buffer Rules and Non-discharge regulations.
No changes to the structural storm water practices shall be made without written authorization from the
Division of Water Quality. Storm water easements shall be recorded for a distance of at least 10 feet on
each side of all storm water conveyances on all lots containing these structures including future access for
maintenance. The storm water easements shall allow for the ability to maintain the structures, perform
corrective actions as described above and shall provide protection of the structures from potential
alternations by future property owners.
The Additional Conditions are:
1. Submit complete Storm water management plan for area # 7, # 8, & # 9, by February 2006 for
reviews / possible final approval.
2. Erosion & Sediment Control Practices
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.
401 Oversight/Express Review 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/ncwetlands
One
?afurally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper

Glenwood Forest (North Sub)
Page 2 of 2
April 28, 2005
3. 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.
4. No Sediment & Erosion Control Measures w/n Wetlands or Waters
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.
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 Permit.
This letter completes the partial 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 Sam A. Aghimien, at 919-733-3574.
Sincerely,
Alan W. Klimek, P.E.
CBK/SAA
cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Kevin Martin, S & EC 110 10 Raven Ridge Rd, Raleigh, NC. 27614
Bradley Bowling, Priest, Craven & Assoc., Inc., 3803-B Computer DR, # 104, Raleigh NC.27609
Filename: 03-1002 Glenwood Forest SWM Approval-1, 4-28-05

Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
elevations

Permanent Pool (ft) 337 0.5 ft. depth ok
Temporary Pool (ft) 337.5
areas
Permanent Pool SA (sq ft)
6600
6377 sq. ft.
ok
Drainage Area (ac) 4.8 ac
Impervious Area (ac) 2.3 47.9 % impervious
Rational C 0.61
Precipitation (in) 0.5 sand underdrain
volumes
Inlet Velocity 0.67 0 fps ok
Inlet Flow Depth 1.5 in
Depth to Ground IYater 6 6 ft
Planting Soil Infiltration 0.52 0.52 in/lir ok
In-Situ Soil Infiltration #VALUE! in/lir ok

Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBMITTED DESIGN: 2
elevations
Permanent Pool (ft) 301
Temporary Pool (ft) 301.5
areas
Permanent Pool SA (sq ft) 9205
Drainage Area (ac) 6.2
Impervious Area (ac) 3.4
Rational C 0.65
Precipitation (in) 0.5
volumes
REQUIRED DESIGN:
0.5 ft. depth ok
8777 sq. ft. ok
ac
54.8 % impervious
sand underdrain
Inlet Velocity 0.66 0 fps ok
Inlet Flow Depth 1.5 in
Depth to Ground TYater 6 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration #VALUE! in/hr ok

O'`_ Ste"'
Ian ? ?
Project Name: Glenwood F.N.
Project No. DWQ 03-1002
Pond No.
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
elevations 5.1 average depth status
Bottom of Basin (ft) 282
Permanent Pool (ft) 288 6 ft. depth ok
Temporary Pool (ft) 289.55 1.55 ft. depth ok
areas
Permanent Pool SA (sq ft)
33090
19996 sq. ft.
ok
Drainage Area (ac) 29.6 12234. based on avg depth ok
Impervious Area (ac) 16.4 55.4 % -

volumes
Permanent Pool (cu ft) 170000
Temporary Pool (cu ft) 61650 58951 cu. ft. ok
Forebay (cu ft) 34000 20.0 % ok
other parameters
SA/DA 1.4 1.55 -
Orifice Diameter (in) 3 0.21 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SAIDA***
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 50 1.34 0.784249018 1.08
Project Impervious 55.4 1.55 0.95 1.27
Next Highest 60 1.73 1.088748867 1.43
3 ft 4

Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBMITTED DESIGN: 4
REQUIRED DESIGN:
elevations
Permanent Pool (ft) 333
Temporary Pool (ft) 333.5
0.5 ft. depth ok
areas
Permanent Pool SA (sq ft)
3010
Drainage Area (ac) 1.6
Impervious Area (ac) 0.9
Rational C 0.67
Precipitation (in) 0.5
volumes
2335 sq. ft. ok
ac
56.3 % impervious
sand underdrain
Inlet Velocity 0.66 0 fps ok
Inlet Flow Depth 1.5 in
Depth to Ground IValer 6 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration #VALUE! in/hr ok
? lay
Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBMITTED DESIGN: 5 REQUIRED DESIGN:
elevations
Permanent Pool (ft) 339 0.5 ft. depth ok
Temporary Pool (ft) 339.5
areas
Permanent Pool SA (sq ft) 8020 6998 sq. ft. ok
Drainage Area (ac) 5.1 ac
Impervious Area (ac) 2.6 51.0 % impervious
Rational C 0.63
Precipitation (in) 0.5 sand underdrain
volumes
Inlet Velocity 0.53 0 fps ok
Inlet Flow Depth 1.5 in
Depth to Ground IVater 6 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration #VALUE! in/hr ok
0 0
0 0
?-6

Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBMITTED DESIGN: 6 REQUIRED DESIGN:
elevations

Permanent Pool (ft) 371 0.5 ft. depth ok
Temporary Pool (ft) 371.5
areas
Permanent Pool SA (sq ft)
6290
6040 sq. ft.
ok
Drainage Area (ac) 4.7 ac
Impervious Area (ac) 2.1 44.7 % impervious
Rational C 0.59
Precipitation (in) 0.5 sand underdrain
volumes
Inlet Velocity 0.67 0 fps ok
Inlet Flow Depth 1.5 in
Depth to Ground Water 6 6 ft
Planting Soil Infiltration 0.52 0.52 in/lir ok
In-Situ Soil Infiltration
0
0 WALUE! in/hr
0
0 ok
?7/?L

? a?
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
April 27, 2005
Mr. Sam Aghimien
North Carolina Division of Water Quality
401 /Wetlands Unit
2321 Crabtree Blvd., Suite 250
Raleigh, North Carolina 27604
Re: Glenwood Forest (New Subdivision Name is Glenwood North Subdivision)
DWQ Project No. 03-1002, Wake County
Dear Mr. Aghimien:
Per your request, please find attached the revised Stormwater Area Worksheets for the
above-referenced project. These revisions are per our phone conversation on Friday,
April 22, 2005 and Tuesday April 26, 2005.
Please process this project for final approval. If you have any questions or require any
additional information, please give me a call at [phone]. Thank you for your time
and help with this project.
Sincerely,
Bradley Bowling, PE
Attachments
Cc: David Goracke, Westfield Homes of the Carolinas, LLC
Kevin Martin, S&EC, PA
C?-
a
PLANNERS /LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609. Phone [phone]. Fax [phone]
DWQ Project No. 03 j oo2
DMSION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: L Nwoor> F'o ArA 6LE,4wvob NoRTN
Contact Person: -ADLC-1 wLjr4!C Phone Number. (914) 781 -o3o0
For projects with multiple basins, specify which basin this worksheet applies to: bi o tzETN T1 cd (S-1brZt wA F }2 A Z£ _4-1
Permanent Pool Elevation 337 ft. (elevation of the orifice invert out) TOP of 81 o(z?IFrL,vT) oN Sort--
Temporary Pool Elevation -337-15 ft. (elevation of the outlet structure invert in) I e of (0" STo/-AUt
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
P4u PI rATtor-4
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
("(000 sq. ft.
* 4. a ac.
2. ?, ac.
0• Ulf
5 %
o.5 _ In.
0. (-0-7 fps
r I 5 in
U ft.
N. . S2 in./hr.
N :? in./hr
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/sand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
SEE A TTA- HeP E>< P,_ArJ A n vr?f
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.
Aoolicants Initials
13 D ?3 No vertical sand bed is proposed
f3 D 3 The bioretention area is at least 40 feet by 15 feet.
g p1231 Sheet flow is provided at inlet.
6 D 8 Water table depth is greater than 6 feet.
gpg Minimum of 6" ponding is provided.
The ponded area will draw down in less than 4 days.
Planting soil infiltration rate is greater than 0.52 inihr.
N x The in-situ soil infiltration rate is greater than 0.2 in/hr.
A planting plan with species and densities is provided.
)?17 8 Mulch layer is specified in plans.
i3 DB Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
gp 8 Plan details for the bioretention area provided.
BD 5 Plan details for the inlet and outlet are provided.
az_An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
SeE A l-rAc-HE> F_x Pt-w A T, a N
6V,
L
DWQ - 401 Bioretention Area Worksheet Attachment
1. The in-situ soil infiltration rate is not applicable in this case because underdrains
have been provided as part of the bioretention area. Per the Bioretention
Worksheet, this is allowed in the Piedmont. Also, per page 43 of the NCDENR
"Stormwater Best Management Practices" Manual, in-situ soil infiltration rates
"will not apply if an underdrain is used."

DWQ Project No. O3 1002-
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: L Mwoor-> o AEA 6Ler4wcob No2nI
Contact Person: FAOLE? 601AJL#a ? Phone Number. (111) 78 1 - 03io
For projects with multiple basins, specify which basin this worksheet applies to: Ei o RE7FN Tr cd (S Ta 9-M wA i E 12 Ag=FA _4-7-)
Permanent Pool Elevation 30( fL (elevation of the orifice invert out) TOP OF Br 01z-F Tr, NT r cr4 SOIL-
Temporary Pool Elevation 30 I.5 ft. (elevation of the outlet structure invert in) Tlop o F 6 S70 R,4 yr=
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
PI-E'-IpIFA TI 9/- FC-
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
Z 0 S sq. ft
SEE AT-TA{HeP E7, PLAr+Anor,l
3 6.2- ac.
f 3.4- ac.
o . (05
5 °'0
0.5 In.
0. t06 fps
I . S in
U ft.
N. . S2 in.ihr
N -'f- in./hr
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 511,16 in w/sand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
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.
Acolicants Initials
f3 p ?3 No vertical sand bed is proposed
f3 D B The bioretention area is at least 40 feet by 15 feet.
13 P6. Sheet flow is provided at inlet.
6 D 8 Water table depth is greater than 6 feet.
Minimum of 6" pending is provided.
$ JAB The ponded area will draw down in less than 4 days.
$ Planting soil infiltration rate is greater than 0.52 in/hr.
N x The in-situ soil infiltration rate is greater than 0.2 in/hr.
A planting plan with species and densities is provided.
R17 B Mulch layer is specified in plans.
13 Pe Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
gpa Plan details for the bioretention area provided.
BD a Plan details for the inlet and outlet are provided.
[?pAn operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
SIEE ? -rTAc-Hc?> F_7C PL-Aw A i PON
1121
DWQ - 401 Bioretention Area Worksheet Attachment
1. The in-situ soil infiltration rate is not applicable in this case because underdrains
have been provided as part of the bioretention area. Per the Bioretention
Worksheet, this is allowed in the Piedmont. Also, per page 43 of the NCDENR
"Stormwater Best Management Practices" Manual, in-situ soil infiltration rates
"will not apply if an underdrain is used."
Project No. DWQ 0-31002- (to be provided by DJVQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
1. PROJECT INFORMATION (please complete the following information):
Project Name: 61LEtvWrCD Fy(LESI (AKA 6fE+4woon Iyo(L7-14)
Contact Person: KADLF1 g0 W u n/ ?j Phone Number: - 0 300
For projects with multiple basins, specify which basin this worksheet applies -to: WbT Wu? ?S7tYL 1W -(Z ??#1 3)
Basin Bottom Elevation r Z$ 2. o ft. (average elevation of the floor of the basinP2TruM or PE"KENr
Permanent Pool Elevation ; 2$Q• c ft. (elevation of the orifice invert out) P-OL
Temporary Pool Elevation z8 9. 5S ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ± 3 3 09 o sq. ft. (water surface area at permanent pool elevation)
Drainage Area Z9 • U ac. (on-site and off-site drainage to the basin)
Impervious Area f 1(0.+ ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volurne
SA/DA used
Diameter of Orifice
± 1 7G.? o 0 o cu. ft.
± (01, (0 5o cu. ft.
± 341 ?o cu. ft.
3 in.
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
Applicants Initials
gp & The temporary pool controls runoff from the 1 inch storm event.
1)5a ATrA"g-L> The basin length to width ratio is greater than 3:1.
6 E>6 The basin side slopes are no steeper than 3:1.
Z SEE A?AUttD A submerged and vegetated perimeter shelf at less than 6:1 is provided.
gb B Vegetation to the permanent pool elevation is specified.
$D$ An emergency drain is provided to drain the basin.
P? D & The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
P, d g The temporary pool draws down in 2 to 5 days.
R 1m8 The forebay volume is approximately equal to 20% of the total basin volume.
138 Sediment storage is provided in the permanent pool.
POP> Access is provided for maintenance.
bppp A minimum 30-foot vegetative filter is provided at the outlet.
Pub (3 A site specific operation and maintenance (O&M) plan is provided.
Mpg A vegetation management/mowing schedule is provided in the O&M plan.
BDf3 Semi-annual inspections are specified in the O&M plan.
b8 A debris check is specified in the O&M plan to be performed after every storm event.
k)g A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
EbE A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
u

DWQ - 401 Wet Detention Basin Worksheet Attachment
1. The length to width ratio of the Wet Pond (Stormwater Area #3) is not exactly
3:1. The final configuration of the wet pond is similar to the one shown on the
Preliminary Stormwater Management Plan approved by DWQ on September 15,
2003. This configuration was allowed to limit buffer disturbance. Also, there are
three discharge points at different corners of the wet pond with each discharge
point having a separate forebay. The three discharge points at separate locations
within the pond preclude the ability to provide a 3:1 length to width ratio.
2. A submerged and vegetated perimeter shelf was not proposed in the Preliminary
Stormwater Management Plan and not required as part of DWQ's approval dated
September 15, 2003. The submerged and vegetated perimeter shelf was not
provided due to topographic and spatial constraints. This was previously agreed
upon with the DWQ because of the conditions of the site.
?L Sa??t

DWQ Project No. 03 1002-
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: _ t Nwvor> o ArA 6LE;NJwcot> Nog:rH
Contact Person: F-A VLGE Phone Number. m q) 73_ I - o 3 0 o
For projects with multiple basins, specify which basin this worksheet applies to: fat 0 R 7FN Tr c4 (S la"wA i ElZ A 2.EA4 4i-+
Permanent Pool Elevation 33?7 ft. (elevation of the orifice invert out) TOP OF B10ILETt N T r or4 5'01L-
Temporary Pool Elevation 333 • S ft. (elevation of the outlet structure invert in) oP IF b n S RP Ur
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
P4(AP1FAT19N ?4fC
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
3o I o sq. ft.
/. (0 ac.
T 0.9 ac.
0 • to 7
5 %'o
0.5
'- (00 tn.
fps
t S in
U ft.
0-q2- in.ihr.
N ? in.,hr
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 51,16 in w/sand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
SEE rrA-4ED E7? P,-Ari A n c A
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.
Aoolicants Initials
f3 D P> No vertical sand bed is proposed
13 D $ The bioretention area is at least 40 feet by 15 feet.
5 DP-. Sheet flow is provided at inlet.
B D 8 Water table depth is greater than 6 feet.
gpg Minimum of 6" ponding is provided.
The ponded area will draw doom in less than 4 days.
Planting soil infiltration rate is greater than 0.52 in/hr.
N The in-situ soil infiltration rate is greater than 0.2 inihr.
A planting plan with species and densities is provided.
Rte B Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
9D t3 Plan details for the bioretention area provided.
BD a Plan details for the inlet and outlet are provided.
ED $ An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
SeE AT-TA r-HcC> F,x Pt"w A T) 10N
1
DWQ - 401 Bioretention Area Worksheet Attachment
1. The in-situ soil infiltration rate is not applicable in this case because underdrains
have been provided as part of the bioretention area. Per the Bioretention
Worksheet, this is allowed in the Piedmont. Also, per page 43 of the NCDENR
"Stormwater Best Management Practices" Manual, in-situ soil infiltration rates
"will not apply if an underdrain is used."

DWQ Project No. 03 1 002.
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: L rlwooo n ArA 6LENJwcob Nog-TH
Contact Person: fLADLGy wt.r^(? Phone Number. (919 ) 781 - 03io
For projects with multiple basins, specify which basin this worksheet applies to: , 6, o?- -7FN Tr of (S i bAm wit i E JZ AAEA ;4- 5
Permanent Pool Elevation 3 3 9 ft. (elevation of the orifice invert out) I oP OF B, ofd Tr- N T r cr4 Sc, L-
Temporary Pool Elevation 3 39 ft. (elevation of the outlet structure invert in) o p of fv" S7wA (4 t
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
P?-EU Pr FATIcN ?41C
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
2? S o 2 o sq. ft.
t S. I ac.
? Z. (P ac.
o e3
5 1110
0.5 _ ,n.
? a 53 fps
. C5 in
(o ft
0.1;2. in.mr.
N : ` in./hr.
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/sand under drain or 716 in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
StE AT-rA,HeD E?cPI.ArJATtor,J
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.
Aoolicants Initials
T3 D & No vertical sand bed is proposed
a D B The bioretention area is at least 40 feet by 15 feet.
g Dg Sheet flow is provided at inlet.
S p g Water table depth is greater than 6 feet.
gpF, Minimum of 6" ponding is provided.
The ponded area will draw down in less than 4 days.
Planting soil infiltration rate is greater than 0.52 inihr.
N x The in-situ soil infiltration rate is greater than 0.2 in/hr.
A planting plan with species and densities is provided.
F ,)p $ Mulch layer is specified in plans.
(3 DB Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
9-0 a2 An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
SSE i?T1"h?Hc? ?X Pt.Ar? ? i ,oN
b
DWQ - 401 Bioretention Area Worksheet Attachment
1. The in-situ soil infiltration rate is not applicable in this case because underdrains
have been provided as part of the bioretention area. Per the Bioretention
Worksheet, this is allowed in the Piedmont. Also, per page 43 of the NCDENR
"Stormwater Best Management Practices" Manual, in-situ soil infiltration rates
"will not apply if an underdrain is used."

DWQ Project No. 03 1002-
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: f,&NWOoO F•o AKA 6LEr4wvob No2TH
Contact Person: F-ADLG7 wLJf4!C Phone Number. (914) 731 -03Do
For projects with multiple basins, specify which basin this worksheet applies to: _ 5i o RE-7FN Tl cd 0S7a g-m wA T F 12 APLE•A_ -(
Permanent Pool Elevation ft. (elevation of the orifice invert out) I of of S o fz-F Tr_ NT) on! sol L
Temporary Pool Elevation 3T 15 ft. (elevation of the outlet structure invert in) j o P or b" S 7b(ZA c)E-
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size °'o
Pt y+ P ? r? ri air Fli fc
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
-? 6 ZS 0 sq. ft.
4.1 ac.
d' 2.• I ac.
o%

= 0.(o-7 fps.
t I.57 in
U ft.
ti? ,. • o - 1;2 in./hr.
N in./hr
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/sand under drain or 7% in wio)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
SCE A T r v -HfD E7- Dv^r A n cr J
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.
Anolicants Initials
r3 p 13 No vertical sand bed is proposed
a D B The bioretention area is at least 40 feet by 15 feet.
(3 Dg Sheet flow is provided at inlet.
6 D 8 Water table depth is greater than 6 feet.
Bpi Minimum of 6" ponding is provided.
t3 P The ponded area will draw down in less than 4 days.
E>p Planting soil infiltration rate is greater than 0.52 inihr.
NJ A -A- The in-situ soil infiltration rate is greater than 0.2 in/hr.
A planting plan with species and densities is provided.
j'f7 B Mulch layer is specified in plans.
G PR Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Bpi Plan details for the bioretention area provided.
6L) B Plan details for the inlet and outlet are provided.
gp e2 An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
SSE ?rr??HG? ?XPLAPJ A T t?N ?
?l?
DWQ - 401 Bioretention Area Worksheet Attachment
1. The in-situ soil infiltration rate is not applicable in this case because underdrains
have been provided as part of the bioretention area. Per the Bioretention
Worksheet, this is allowed in the Piedmont. Also, per page 43 of the NCDENR
"Stormwater Best Management Practices" Manual, in-situ soil infiltration rates
"will not apply if an underdrain is used."

BKOIJ 1170PGO1136
WAKE COUNTY. NC 493
LAURA M RIDDICK
REGISTER OF DEEDS
PRESENTED g RECORDED OK
01!03/2005 AT 13:41:15
BOOK:011170 PAGE:01136 - 01171
STORMWATER REPLACEMENT PROTECTION EASEMENT
AND ACCESS MAINTENANCE AGREEMENT AND
INSTALLMENT REPLACEMENT CONTRIBUTION -
NEW LOTS 1, 2, 3, & 4 GLENWOOD NORTH
Instrument prepared by:
Brief Description for Index:
Project Name:
Mail After Recording to:
STATE OF NORTH CAROLINA
COUNTY OF WAKE
Raleigh City Attorney's Office
New Lots I, 2, 3, & 4 Glenwood North
Glenwood North
City Attorney's Office
P.O. Box 590, Room 307
Raleigh, NC 27602
THIS STORMWATER REPLACEMENT PROTECTION EASEMENT AND
ACCESS MAINTENANCE AGREEMENT AND INST LMENT REP CEMENT
CONTRIBUTION (this "Agreement") is made this -23r(,'-- day of /' , 2004,
by and between WESTFIELD HOMES OF THE CAROLINAS, LLC, a Delaware limited
liability company, whose address and telephone number are 4112 Pleasant Valley Road, Raleigh,
NC 27612 and [phone] (hereinafter referred to as the "Developer"), GLENWOOD
NORTH TOWNHOME ASSOCIATION, INC., a North Carolina non-profit corporation, 4112
Pleasant Valley Road, Raleigh, NC 27612 and [phone] (hereinafter referred to as the
"Association") (Developer and Association are collectively referred to as "Grantors"), with, to

126009.172
UB: Raleigh
BK01 1 170PGO1 137
and for the benefit of the CITY OF RALEIGH, a municipal corporation of the State of North
Carolina, whose address is P.O. Box 590, Raleigh, NC 27602 (hereinafter referred to as the
"Grantee" or the "City"). These parties shall hereinafter sometimes be referred to collectively as
the "Parties," and individually as a "Party."
WITNESSETH:
WHEREAS, Developer is the owner in fee simple of that real property located in
Raleigh, North Carolina, said real property being more particularly identified as "New Lot 1",
"New Lot 2", "New Lot 3", and "New Lot 4" as shown in Book of Maps 2004, Page 1442, Wake
County Registry (collectively, the "Property"); and
WHEREAS, the Property is located within the planning jurisdiction of the City and
subject to certain stormwater quantity and quality requirements set forth in Part 10, Chapter 9,
Article B, Division I, Raleigh City Code (the "RCC"), as may be amended from time to time;
and
WHEREAS, as required by the City in connection with the development of the Property,
the Developer shall install engineered stormwater control measures including a wet pond, water
quality swales, four (4) bio-retention areas and associated pipes, appurtenances, and vegetation
(collectively, the "Stormwater Control Measures") as shown on the construction drawings
prepared by Priest Craven & Associates, Inc. entitled "Glenwood North, Phases 1-8" having file
number S-118-03 and dated July 13, 2004, revised August 16, 2004, signed and sealed by
Bradley D. Bowling, Professional Engineer, on August 17, 2004, and approved by the City
Conservation Engineer on August 23, 2004, on portions of the Property as described on Exhibit
A (the "Stormwater Areas"), for purposes of establishing a stormwater management system for
the Property, and that Grantors assume specific maintenance, replacement, reconstruction and
repair, responsibilities set forth in the RCC and with respect to the Stormwater Control
Measures; and
WHEREAS, the Association shall have the right and easement to enter upon, over, across
and under the Stormwater Areas for the purposes of inspecting operating, maintaining, repairing,
reconstructing, and replacing the Stormwater Control Measures; and
WHEREAS, these Stormwater Control Measures are required to comply with the RCC
and that failure to maintain these Stormwater Control Measures is a violation of the RCC
potentially subjecting each parcel owner and each lot owner of the Property to significant daily
civil penalties and other enforcement actions; and
WHEREAS, the City also requires that the Developer grant or dedicate to the Grantee an
access and maintenance easement over and across the Stormwater Areas for the purposes of
inspecting, maintaining, repairing, reconstructing and replacing the Stormwater Control
Measures set forth in the RCC and this Agreement; and
WHEREAS, this Agreement has been procured in accordance with the requirements of
N.C. General Statutes Chapter 143, Article 21, Part 1 and RCC § 10-9027(c).
2 126009.02
LIB: Raleigh
BK011170PGO1138
NOW, THEREFORE, for a valuable consideration, including the benefits Grantors may
derive therefrom, the receipt of which is hereby acknowledged, the Parties hereby agree as
follows:
1. RECITALS. The foregoing recitals shall constitute an integral part of this
Agreement, and this Agreement shall be incorporated herein and made a part hereof.
2. GRANT OF EASEMENT. Grantors hereby dedicate, bargain, sell, grant, and
convey unto the Grantee, its successors and assigns, a perpetual, non-exclusive and irrevocable
right and easement over, under, through and across the Stormwater Areas and access through the
Property to and from the Stormwater Areas for the purpose of permitting City inspection and, if
deemed necessary, as determined by the City, maintenance, replacement, reconstruction, and
repair of the Stormwater Control Measures and their appurtenances and vegetation, as more fully
set forth herein and in the RCC (the "Protection Easement").
3. CONSTRUCTION AND MAINTENANCE OF STORMWATER
MANAGEMENT FACILITIES. The requirements pertaining to the Protection Easement are
more fully set forth in Part 10, Chapter 9, Article B, Division I of the RCC. The Developer shall
be responsible for the construction of the Stormwater Control Measures; and, prior to conveying
control of the Stormwater Control Measures, their appurtenances and vegetation to the
Association by deed or easement, the Developer will be responsible for the maintenance, repair,
reconstruction and replacement thereof. Following the conveyance of the Stormwater Control
Measures, to the Association, the Association and its members will be responsible for
maintaining the Stormwater Control Measures, their appurtenances and vegetation in the manner
specified herein and in strict compliance with the Stormwater Operations and Maintenance
Manual and Budget attached hereto as Exhibit B which is incorporated herein by reference and
made a part hereof (the "Maintenance Manual"). At all times, the Stormwater Control Measures
shall perform as designed and shall at all times comply with all applicable laws, ordinances,
regulations, rules and directives of governmental authorities.
4. GENERAL REPLACEMENT FUND. For purposes of insuring the availability
of funds for the replacement and reconstruction of the Stormwater Control Measures for "Major
Repairs" thereto (as specified in Section 5.0 of the Maintenance Manual) and any other repair
work exceeding $13,365.00 (one-third the initial construction cost of the Wet Pond) or
$16,250.00 for any major repair to a bio-retention area, Developer shall establish an account (the
"General Replacement Account") with the City. (Payments made to this account will be
combined with payments from other similar Agreements). The General Replacement Account
shall be funded initially by a lump sum contribution of the Developer (the "Initial Payment"),
and thereafter by additional contributions of the Association. The Developer shall deliver the
Initial Payment to the Engineering Department of the City at the earlier of-
(i) before the issuance of building permits for the construction of improvements on
the Property; or
(ii) prior to the recordation of either any subdivision plat or any right-of-way
dedication plat of any portion of the Property.
120009.Q2
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BK01 1 170PGO1 139
The initial Payment shall be equal to $31,849.50 (which is equal to fifteen percent (15%) of the
estimated construction cost of the Stormwater Control Measures) plus $24,184.39 as the first
year's contribution to the General Replacement account as set forth in the schedule payments
attached hereto as Exhibit C which is incorporated herein and made a part hereof. The
Association shall pay to the City annual contributions to the General Replacement Account.
Said payments by the Association to the City shall be made on or before July I" of each year and
shall be made in accordance with the schedule of payments set forth in Exhibit C.
With the consent of the City, funds deposited by the Grantors may be drawn out of the
General Replacement Account for Major Repairs, repair work to the Wet Pond exceeding
$13,365.00 - Major Repairs, repair work to any bio-retention area exceeding $16,250.00 (one-
third the initial construction cost), reconstruction and replacement of the Stormwater Control
Measures as determined by the Association. Consent of the City is to be given by its City
Manager or his designee. Any funds withdrawn from the General Replacement Account shall be
replaced by the Association, in accordance with the schedule of contributions specified by the
City prior to the withdrawal of funds.
5. USE OF PROTECTION EASEMENT. The City, its officers, employees,
contractors and agents may access the Property and,enter the Stormwater Areas for purposes of
exercising Grantee's rights hereunder. This Agreement shall in no way obligate the City to
maintain, replace, reconstruct and repair the Stormwater Control Measures, and the City shall not
be liable to any person, firm, partnership, company, corporation, governmental agency, or entity
for the condition or operation of the Stormwater Control Measures. Further this Agreement shall
in no way diminish, limit, or restrict the right of the City to enforce any of its rights in the
Declaration of Drainage Easement Lots 1, 3 and 4 Glenwood North recorded in the Wake
County Registry or in any of its ordinances as permitted by law.
6. DEFAULT. If the Developer or the Association or its members shall fail to
comply with the foregoing requirements or any other obligations imposed herein, in the RCC , in
the Declaration of Drainage Easement Lots 1, 3 and 4, Glenwood North recorded with Wake
County Registry, or pursuant to the terms of the Declaration of Covenants, Conditions and
Restrictions for the Property as the same may be amended from time to time in accordance with
the terms thereof (the "Declaration"), the City, in its sole discretion, may perform such work and
recover the costs thereof from either the General Replacement Account or from the Party who is
then responsible for the performance of such requirements and obligations (hereinafter referred
to as the "Owner"); provided, however, that, except in cases of emergencies, the City will give
the Owner a minimum of thirty (30) days prior written notice of and an opportunity to cure the
Owner's default hereunder. If the City exercises its rights hereunder and maintains, repairs,
reconstructs or replaces all or a portion of the Stormwater Control Measures, then following
acceptance and payment of the work, the City shall deliver to the Owner written notice of the
costs of such work, and the Owner shall pay all such costs within thirty (30) days after receipt of
such notice. Any costs not paid by the Owner to the City within the thirty (30) day period shall
be delinquent, and the Owner shall be considered in default of this Agreement. In the event of
such default, the City may either bring an action at law against the Owner for the cost of the
work, plus interest at the rate of eight percent (8%) per annum, collection costs, late payment
charge of Three Hundred Dollars ($300) during the first forty-five (45) days of default and Five
4 126W0 M
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BK01 1 170PGO1 140
Hundred Dollars ($500) thereafter, and reasonable attorneys' fees or foreclose a lien against the
Property, or both.
The Declaration establishes stormwater assessments to pay the actual and estimated
expenses incurred or anticipated to be incurred by the Association, including payments owed to
the City and any reasonable reserve, to fund the maintenance, repair, replacement and
reconstruction of the Stormwater Control Measures in strict compliance with the Maintenance
Manual so that at all times the Stormwater Control Measures shall perform as designated and at
all times shall comply with this Agreement and all applicable laws, ordinances, regulations,
rules, and directives of the City. For each lot (which term is defined in the Declaration) owned
within the Property, the Developer, as declarant, covenants and agrees in the Declaration to pay
to the Association such stormwater assessment, and each owner of any lot owned within the
Property, by acceptance of a deed therefor, whether or not it shall be so expressed in such deed,
is deemed in the Declaration to covenant and agree to pay its pro-rata share of any stormwater
assessment based on the portion of the Property owned by such owner. Any such stormwater
assessment or charge, together with interest, costs, and reasonable attorneys' fees, is a charge and
a continuing lien upon the lot within the Property against which each such assessment or charge
is made, and each such stormwater assessment or charge, together with interest, costs and
reasonable attorneys' fees, is also be the personal obligation of the owner of such lot at the time
when the assessment is due. In the event of a transfer of title to a lot within the Property, the
grantee is jointly and severally liable for any stormwater assessment that may be due and payable
at the time of conveyance. However, no first mortgagee who obtains title to a lot within the
Property pursuant to the remedies provided in the mortgage is liable for unpaid stormwatcr
assessments that accrue prior to such acquisition of title. The annual budget for the Association
shall include a line item evidencing the stormwater assessments, and the amount budgeted shall
be sufficient to satisfy the total annual inspection, management and maintenance budget for the
Stormwater Control Measures set forth in the Maintenance Manual. The total annual inspection,
management and maintenance budget for the Stormwater Control Measures set forth in the
Maintenance Manual is a fixed, binding obligation of the Association and the owners of the lots,
and, notwithstanding the fact that the stormwater assessments shall be shown as a line item on
the annual budget for the Association, said line item evidencing the stormwater assessments shall
not be subject to the budget ratification procedure provided in the Declaration. In all events, to
include ratification and/or rejection by the owners of the lots of the annual budget for the
Association in accordance with Declration, the Association shall honor its obligations under the
stormwater assessments and shall assess the stormwater assessments set forth as a line item in
the budget against the lots.
Pursuant to Section 47F-3-102(15) of the North Carolina Planned Property Act, N.C.
General Statutes, Chapter 47F, the Association hereby assigns to the City its rights to collect
such stormwatcr assessments and, in the event of nonpayment of such stormwater assessments,
the Association hereby assigns to the City its rights to file liens against the Property or portions
thereof without a vote of the owners of the Property or portions thereof for monies owed by the
Association to the City pursuant to this Agreement, including payments to restore the
replacement fund pursuant to the last paragraph of Section 4-of this Agreement. As the assignee
of the Association's collection and lien rights, upon the filing of a claim of lien by the City, any
such lien shall be foreclosed in like manner as a mortgage on real estate pursuant to power of
sale under Articles 2A of Chapter 45 of the General Statutes from and after the time of recording
126009.02
ua: Raleigh
BK011170PGO1141
a claim of lien in the Office of the Clerk of Superior Court of Wake County, North Carolina,
which claim of lien shall state the description of the Property, or portion thereof, encumbered by
the claim of lien, the name and address of the Association, the record owners of the encumbered
portion of the Property at the time the claim of lien is filed, and the amount of the lien claim.
The claim of lien shall be recordable any time after default, and the lien shall continue in effect
until all sums secured by the lien as herein provided shall have been fully paid. Such claims of
lien shall include all sums that are due and payable when the claim of lien is recorded, plus
interest at the rate set forth in the Declaration, but not to exceed eighteen percent (18%) per year,
collection costs, and reasonable attorneys' fees. Any lien claims filed by the City shall be signed
by the Raleigh City Manager. Upon full payment of all sums secured by such claims of lien, the
same shall be satisfied of record.
Any payment required by this Agreement which is not paid to the City within thirty (30)
days after its due date shall be delinquent. In the event of such delinquency, the City may bring
an action against the Owner for nonpayment plus interest at a rate of eight percent (8%) per year,
collection costs, a late payment charge of Three Hundred Dollars (S300) during the first forty-
five (45) days of default and Five Hundred Dollars (S500) thereafter and attorney fees.
The remedies set forth herein are cumulative, the City may, for example, bring an action
for collection and foreclose its lien claim.
7. RESERVATION BY RECORD OWNER. The Developer and the Association
and its members, as applicable, shall in all other respects remain the owner of the Property,
subject to the Protection Easement, and may make all lawful uses of the Property not inconsistent
therewith.
8. NO WAIVER OF RIGHT. The Grantee does not waive or forfeit the right to take
action to ensure compliance with the terms, conditions and purposes of this Agreement by a prior
failure to act.
9. NOTICE. Written notice as required hereunder shall be provided to the City of
Raleigh at P.O. Box 590, Raleigh NC 27602, and to the Grantors at 4112 Pleasant Valley Road,
Suite 214, Raleigh, NC 27612. Written notice shall be deemed received four (4) days following
its deposit, first class mail, with the United States postal system. In the event notice to the
Grantors is returned, the City may notify the Grantors at either (i) the mailing address provided
to the Wake County Tax Assessor; or (ii) the registered agent of the Association on file with the
Corporations Division of the Secretary of State's Office.
10. SUCCESSORS AND ASSIGNS. The designation of Developer, Association,
Grantors and Grantee shall include the Parties, heirs, assigns, and successors to the Grantors.
11. AMENDMENT. All Amendments to this Agreement made during the initial ten
(10) year period following the date hereto (the "Initial Period") shall be executed in writing by
the Parties or their respective successors and assigns, except that amendments made to the
Exhibits to reflect phased developments, additional Storm?vater Control Measurers, additional
Stormwater Areas or additional payment to the City may be made without the consent of the
6 126009.02
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BK011170PG01142
Association. All amendments to this Agreement made after the Initial Period need not be
executed by the Developer; but shall be executed in writing by the Association and the Grantee
or their respective successors and assigns. No Amendment to this Agreement shall become
effective until executed by the appropriate Parties, approved by the City Attorney and recorded
in the office of the County Register of Deeds.
12. TERM. This Agreement shall continue in perpetuity as a servitude running with
the Property.
TO HAVE AND TO HOLD the aforesaid rights, privileges and casements herein to the
Grantee, its successors and assigns forever, and Grantors do covenant that Grantors are seized of
said premises in fee or by easement and have the right to convey the same, and Grantors will
warrant and defend such title to the same against claims of all persons whosoever.
126009.02
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BK01 1 170PGO1 143
. IN WITNESS WHEREOF, this Agreement is executed as of the day and year first
above written.
WESTFIELD HOMES OF THE CAROLINAS, LLC,
a Delaware limited liability company
By:?--.? ?'-."
Da A G racke, Vice President
STATE OF NORTH CAROLINA
ACKNOWLEDGEMENT
COUNTY OF WAKE
I, Sa,.yc-_s Z• 64c->r4 e , a Notary Public in and for said County and State, do
hereby certify that David Goracke, Vice President of WESTFIELD HOMES OF THE
CAROLINAS, LLC, a Delaware limited liability company, personally appeared before me this
day, and acknowledged the due execution of the foregoing instrument on behalf of the company.
WITNESS my hand and official seal, this301day /Vo?e ,S P/ , 2004.
Notary Public
My Commission Expires: 7-x'0' 20 0 1 X:Ssstato AMES E. GREENE
NolaryPublic
of North Carollna
County of Wake
mission Expiros 7.10.2005.
[NOTARIAL SEAL]
120009.02
LID: Rikigh
BK011170PGO1144
GLENWOOD NORTH TOWNHOME
ASSOCIATION, INC.
a North Carolina non-profit corporation
By:
David Gor eke, ice President
STATE OF NORTH CAROLINA
COUNTY OF WAKE
I, the undersigned Notary Public of the County and State aforesaid, do hereby certify that
David Goraeke personally came before me this day and acknowledged that he is the Vice
President of GLENWOOD NORTH TOWNHOME ASSOCIATION, INC., a North Carolina
non-profit corporation, and that by authority duly given and as the act of the corporation, the
foregoing instrument was signed in its corporate name by him as its Vice President.
WITNESS my hand and official seal, this the 3'?'L' day of a 'e ,-c,, r , 2004.
(SEAL-STAMP)

Notary Public
My Commission Expires: ? /O- Zoo

ate.'-,
.jj JAMES E. GREENE
Notary Public
State of North Carolina

' County of Wake
MyComm1ssionExpires7-10-2X5.
126001.02
L113: Raleigh
BK01 1 170PGO1 145
CITY OF RALEIGH,
a North Carolina municipal corporation
By:
J. ss ty tanager
ATTEST: y pe.
O? R?
Gail G. Smith, City Clerk and Treasurer
STATE OF NORTH CAROLINA
COUNTY OF WAKE
I, the undersigned Notary Public of the County and State aforesaid, do hereby certify that
GAIL G. SMITH personally came before me this day and acknowledged that she is City Clerk
and Treasurer of the CITY OF RALEIGH, a North Carolina municipal corporation, and that by
authority duly given and as the act of the corporation, the foregoing instrum t was signed in its
name by its City Manager and attest by him/her as its
C
City Clerk and
Treasurer.
WITNESS my hand and official seal, this the day of b(fC611hC4 , 2004.
tit ?..._?.,:•.
? ( =S.T??? °s
Notary Public
•?IGLy`0Q1?iV xpires:
10 126009.02
LIB: Raleigh
BK01 1 170PGO1 146
LIST OF EXHIBITS
1. Exhibit A Stormwater Areas
2. Exhibit B Stormwater Operations and Maintenance Manual and Budget
3. Exhibit C Construction Cost Estimate and Replacement Schedule
A certified copy from the North Carolina Secretary of State of the Articles of Incorporation of
the Homeowner's Association, to be presented to the City with signed Agreement.
11 126009.02
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BK011170PGO1147
Exhibit A
Stormwater Areas
(Page 1 of 2 Pages)
Stormwater Area 91:
Stormwater Area #1 is intentionally omitted from this Exhibit and instrument.
Stormwater Area #2:
The metes and bounds area for Stormwater Area #2, has not yet been definitively
established. The stormwater facility will be located of property identified as Phase 7,
which is depicted on Sheet 1 of plat of survey entitled Phase 1, Glenwood North
Townhomes (Overall Site - Location Plat), City of Raleigh, Wake County, North
Carolina" prepared by Robert T. Newcomb, III, Professional Land Surveyor, of
Newcomb Land Surveyors, LLC, and recorded in Book of Maps 2004, Pages -,1--3 O"A
through -z.,39 , Wake County Registry, to which plat is referenced for a more particular
description. The metes and bounds description of Stormwater Area #2 will be established
on a survey to be recorded in the Wake County Registry when the lots in the area now
designated as Phase 7 are created.
Stormwater Area #3:
BEING all of that certain tract or parcel of land designated as "WET POND
(Stormwater Area #3) PRIVATE DRAINAGE EASEMENT' and the Private Drainage
Easement from the Wet Pond to the intersection of Poyner Road and Glenwood Forest
Road as shown on Sheets 6 and 7 of plat of survey entitled Phase 1, Glenwood North
Townhomes (Overall Site - Location Plat), City of Raleigh, Wake County, North
Carolina" prepared by Robert T. Newcomb, III, Professional Land Surveyor, of
Newcomb Land Surveyors, LLC, and recorded in Book of Maps 2004, Pages -Zoff
through -z.,34 , Wake County Registry, to which plat is referenced for a more particular
description.
Stormwater Area 94:
BEING all of that certain tract or parcel of land designated as "Bio-Rentention
(Stormwater Area 44) PRIVATE DRAINAGE EASEMENT" as shown on Sheets 3 and 4
of plat of survey entitled Phase 2, Glenwood North Townhomes (Overall Site - Location
Plat), City of Raleigh, Wake County, North Carolina" prepared by Robert T. Newcomb,
III, Professional Land Surveyor, of Newcomb Land Surveyors, LLC, and recorded in
Book of Maps 2004, Pages -z.348 through a qq; Wake County Registry, to which
plat is referenced for a more particular description.
1x6009.02
UB: Raleigh
BKO11170PGO1148
Exhibit A
Stormwater Areas
(Page 2 of 2 Pages)
Stormwater Area 45:
BEING all of that certain tract or parcel of land designated as "Bio-Retention
(Stormwater Area 45) PRIVATE DRAINAGE EASEMENT" as shown on Sheets 4 and 7
of plat of survey entitled Phase 1, Glenwood North Townhomes (Overall Site - Location
Plat), City of Raleigh, Wake County, North Carolina" prepared by Robert T. Newcomb,
III, Professional Land Surveyor, of Newcomb Land Surveyors, LLC, and recorded in
Book of Maps 2004, Pages z,3 g cl through z„39 ,5r, Wake County Registry, to which
plat is referenced for a more particular description.
Stormwater Area 46:
BEING all of that certain tract or parcel of land designated as "Bio-Retention
(Stormwater Area #6) PRIVATE DRAINAGE EASEMENT" as shown on Sheets 3 and 7
of plat of survey entitled Phase 1, Glenwood North Townhomes (Overall Site - Location
Plat), City of Raleigh, Wake County, North Carolina" prepared by Robert T. Newcomb,
III, Professional Land Surveyor, of Newcomb Land Surveyors, LLC, and recorded in
Book of Maps 2004, Pages W through -t-,59s; Wake County Registry, to which
plat is referenced for a more particular description.
126009.02
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BK011170PGO1149
Exhibit B
Glenwood North Subdivision (Phases 1-8) (5-118-03)
Stormwater Operations and Maintenance Manual and Budget
[attached hereto]
126009.02
LIB: Raleigh
BK©11.170PGO1150
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
EXHIBIT
FOR
GLENWOOD IUORTI'd
SUBDIVISION
(PHASES,,1-8)
(S-118-2003)
STORMWATER OPERATIONS AND
MAINTENANCE MANUAL AND BUDGET
February 17, 2004 ? N
Revised. March 31, 2004 XA L i
Revised: September 30, 2004 6 6 7 ••
Revised: November 15, 2004 Zo?
j •
Revised: December 3, 2004 ', p'• .,,,,,,..••?1
RALEIGH, WAKE COUNTY, NORTH CAROLINA
PLANNERS /LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609. Phone [phone]. Fax [phone]
Page 1
Exhibit B
BK011170PGO1151
OPERATIONS AND MAINTENANCE MANUAL
February 17, 2004
Revised: March 31, 2004
Revised: September 30, 2004
Revised: November 15, 2004
Revised: December 3, 2004
GLENWOOD NORTH SUBDIVISION (PHASES 1-3)
OPERATIONS AND MAINTENANCE MANUAL AND BUDGET
Raleigh, Wake County, North Carolina
1.0 INTRODUCTION
Glenwood North Subdivision (Phases 1-8) is a single family attached residential townhome
development located near the intersection of Glenwood Avenue and Hilburn Road in Northwest
Raleigh, within Wake County, North Carolina. The City of Raleigh Subdivision Number for this
Development is S-118-2003. ,
The City of Raleigh Stormwater Control and Watercourse Buffer Regulations, Part 10, Chapter
9, applies to this subdivision. Compliance with this ordinance will require the installation and
perpetual maintenance of a number of Stormwater Control Measures.
The Stormwater Control Measures shall be constructed by Westfield Homes of the Carolinas,
LLC, the developer and builder of Glenwood North Subdivision (Phases 1-8). Upon completion
of the Stormwater Control Measures and other subdivision infrastructure, the measures will be
transferred to the Glenwood North Homeowners Association who will be responsible for the
operation and maintenance of the Stormwater Control Measures. All of these measures are
shown on construction drawings prepared by Priest, Craven & Associates, Inc., entitled
"Glenwood North Subdivision" dated July 13, 2004 and revised August 17, 2004 and approved
by the City Conservation Engineer on August 23, 2004.
2.0 STORNiWATER CONTROL DEVICES
2.1 General - The stormwater management plan for Glenwood North Subdivision (Phases 1-8)
calls for the installation of the following Stormwater Control Measures.
2.2 Wet Pond - There shall be one Wet Pond (Stormwater Area 93) located within a private
drainage easement. The Wet Pond (Stormwater Area 93) shall be located on Lot 1 of Glenwood
North Subdivision (Phases 1-8) as shown on the plats recorded with the Wake County Register
of Deeds. The Wet Pond (Stormwater Area 43) design specifications are detailed in the
Glenwood North Subdivision "Stormwater Runoff Analysis" prepared by Priest, Craven and
Associates, Inc. dated February 16, 2004 and Revised April 1, 2004 and on construction
drawings prepared by Priest, Craven & Associates, Inc.; entitled "Glenwood North Subdivision"
dated July 13, 2004, revised August 16, 2004, and approved by the City Conservation Engineer
Page 2
Exhibit B
BK01 1,170PGO1 152
on August 23, 2004. Portions of Lot 1, Lot 2, and Lot 3 shall utilize the Wet Pond (Stormwater
Area #3) as a stormwater device. The depth of the permanent pool of the Wet Pond (Stormwater
Area 43) shall be six feet. The Wet Pond (Stormwater Area #3) shall have a storage volume of
approximately 208,000 cubic feet from the bottom of the pond to the normal pool and
approximately 164,400 cubic feet of storage from the normal pool to the top of the principal
spillway. The Wet Pond (Stormwater Area #3) shall have dimensions of approximately 150 feet
wide, 215 feet long, and approximately 8.0 feet deep (from the normal pool elevation to the
bottom of the pond). The surface area of the normal pool shall be approximately 33,090 square
feet at elevation 288.0. The bottom of the pond shall be at approximately 280.0. The Wet Pond
(Stormwater Area #3) shall have three inlet pipes, a 30" RCP, a 36" RCP, and a 42" RCP. The
pond shall have a permanent 72" concrete riser with a trash rack as the principal spillway and a
rip-rap (or approved equal) lined emergency spillway. The top of the riser shall be 290.90. The
pond shall have 108 linear feet of 48" RCP as the barrel with an invert of 282.0 at the riser and
an invert of 280.70 at its downstream outlet. The rip-rap (or approved equal) lined emergency
spillway shall be a minimum of 25' wide at elevation 292.90. The top of the dam shall be at
elevation 295.0 and shall have a minimum width of 10'. The anticipated draw down time of the
volume of runoff stored in the Wet Pond (Stormwater Area #3) shall be approximately two days.
All outlet structures shall be inspected as detailed under the "Maintenance and Inspection
Requirements" section found below.
The storm sewer inlets into the Wet Pond (Storfnwater Area #3) shall have a stone lined velocity
dissipater pad at all discharge points into the wet pond forebays. A rip-rap lined velocity
dissipater pad shall be downstream of the 48" RCP barrel structure. Design for velocity
dissipater pads shall be as follows: at the 30" FES - length of 10', width of 8', depth of 22"
consisting of class B rip-rap, at the 36" FES - length of 10', width of 8', depth of 22" consisting
of class B rip-rap, at the 42" FES - length of 10', width of 8', depth of 22" consisting of class B
rip-rap, and downstream of the 48" RCP Barrel Structure - length of 21', width of 20', depth of
27" consisting of class 2 rip-rap. Stone for the riprap dissipater pads shall be replenished every
three years to their original design specifications.
The pond shall provide a minimum of two feet of depth at the bottom of the pond along with
forebays at each inlet for permanent sediment storage. The top of the two-foot permanent
sediment storage zone at the bottom of the pond shall be approximately 282.0. The two-foot
permanent sediment zone shall contain approximately 34,600 cubic feet of storage. There shall
be three forebays for sediment storage, one at each inlet. The forebays shall be created with Rip
Rap Baffles. All baffles shall have a top elevation of approximately 286.0. The depth of each
forebay shall be approximately six feet. The volume of the forebays shall be as follows: at the
30" inlet pipe - approximately 9,000 cubic feet, at the 36" inlet pipe - approximately 13,000
cubic feet, and at the 42" inlet pipe - approximately 12,000 cubic feet. The level of accumulated
sediment shall be checked during the annual inspection of the devices. A minimum of six
measurements shall be taken utilizing a measurement stick or pole to determine sediment build-
up. One measurement shall be take at each of the forebays, and at least three measurements shall
be taken throughout the remainder of the pond at random locations making sure to check levels
around the edge of the pond and at the center of the pond: Additional measurements shall be
taken until the pond inspector feels he or she has obtained sediment depths representative of each
Page 3
Exhibit B
BK011.170PGO1153
forebay as well as the remainder of the pond. Accumulated sediment shall be removed from the
pond before the level reaches the top of the sediment storage zones / baffles - approximately
elevation 282.0 for the permanent sediment storage at the bottom of the Pond and approximately
elevation 286.0 for each of the forebays. It is estimated that accumulated sediment will have to
be removed every five years.
2.3 Bio-retention Areas - There shall be five Bio-retention Areas to be located in private
drainage easements as shown on the plats recorded with the Wake County Register of Deeds.
Bio-retention (Stormwater Area 91) shall be located on Lot 1 along the west side of Glenwood
Forest Road and shall be shared by Lot 1, Lot 3, and Lot 4. Bio-retention (Stormwater Area #2)
shall be located on Lot 1 to the south of Townhome Lot 36. Bio-retention (Stormwater Area
#4) shall be located on Lot 1 between townhome lots 243 and 244. Bio-retention (Stormwater
Area 45) shall be located on Lot I along Poyner Road next to townhome lot 254 and shall be
shared by Lot 1 and Lot 2. Bio-retention (Stormwater Area #6) shall be located on Lot 2 along
Poyner Road and Pleasant Valley Road behind townhome lots 368 - 387 and shall be shared by
Lot 1, Lot 2, and Lot 3. The storm sewer inlets into the Bio-retention Areas shall have a stone
lined rip rap apron level spreader at all discharge points into the bio-retention areas. All storm
sewer outlets from the overflow inlets of the Bio-retention Areas shall have a stone lined rip-rap
apron at their discharge points. Stone for riprap apron level spreaders and rip-rap apron velocity
reduction pads shall be replenished every three years to their original design specifications. Each
Bio-retention Area shall have a rip-rap (or approved equal) lined emergency spillway.
Bio-retention (Stormwater Area #1) shall have dimensions of approximately 180 feet long, 50
feet wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be two discharge points
into Bio-retention (Stormwater Area #1), both 24" RCP. There shall be a Rip Rap Apron Level
Spreader located at both discharge points into Bio-retention (Stormwater Area 41). The design
of both Rip Rap Apron Level Spreaders shall be-- length of 16', width of 12', depth of 22"
consisting of class B rip-rap. A 3' wide rip-rap level spreader shall run along the entire length of
the eastern side of Bio-retention (Stormwater Area #1). Bio-retention (Stormwater Area #1) shall
have two City of Raleigh Standard Drop Inlets, Standard 930.03 taken from City of Raleigh
Central Engineering Department Standard Details. The top elevation of the inlets shall be
337.75. There shall be one 24" RCP outlet with a rip-rap lined velocity dissipater pad at its
discharge point with the following design - length of 12', width of 10', depth of 22" consisting of
class B rip-rap. The rip-rap (or approved equal) lined emergency spillway shall be a minimum
of 25' wide at elevation 338.5. The top of the dam shall be at elevation 339.5 and shall have a
minimum width of 10'.
Bio-retention (Stormwater Area #2) shall have dimensions of approximately 200 feet long, 40
feet wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be two discharge points
into Bio-retention (Stormwater Area #2), one 15" RCP and one 30" RCP. There shall be a Rip
Rap Apron Level Spreader located at both discharge points into Bio-retention (Stormwater Area
#2). The design of the Rip Rap Apron Level Spreader at the 15" RCP shall be length of 10',
width of 8', depth of 22" consisting of class B rip-rap. The design of the Rip Rap apron Level
Spreader at the 30" RCP shall be length of 15', width of. 1,2', depth of 22" consisting of class B
rip-rap. A 3' wide rip-rap level spreader shall run along the entire length of the northern and
Page 4
Exhibit n
BK011.170PGO1154
eastern side of Bio-retention (Stormwater Area #2). Bio-retention (Stormwater Area 42) shall
have three City of Raleigh Standard Drop Inlets, Standard #30.03 taken from City of Raleigh
Central Engineering Department Standard Details. The top elevation of the inlets shall be
301.75. There shall be one 30" RCP outlet with a rip-rap lined velocity dissipater pad at its
discharge point with the following design - length of 15', width of 12', depth of 22" consisting of
class B rip-rap. The rip-rap (or approved equal) lined emergency spillway shall be a minimum
of 25' wide at elevation 302.5. The top of the dam shall be at elevation 303.5 and shall have a
minimum width of 10'.
Bio-retention (Stormwater Area #4) shall have dimensions of approximately 92 feet long, 32 feet
wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be three discharge points
into Bio-retention (Stormwater Area #4), two 15" RCP and one 18" RCP. There shall be a Rip
Rap Apron Level Spreader located at all discharge points into Bio-retention (Stormwater Area
94). The design of the Rip Rap Apron Level Spreader at the 15" RCP pipes shall be length of
10', width of 8', depth of 22" consisting of class B rip-rap. The design of the Rip Rap Apron
Level Spreader at the 18" RCP shall be length of 10', width of 8', depth of 22" consisting of
class B rip-rap. A 3' wide rip-rap level spreader shall run along the entire length of the northern
side of Bio-retention (Stormwater Area #4). Bio-retention (Stormwater Area 44) shall have two
City of Raleigh Standard Drop Inlets, Standard 00.03 taken from City of Raleigh Central
Engineering Department Standard Details. The top elevation of the inlets shall be 333.75. There
shall be one 18" RCP outlet with a rip-rap lined'velocity dissipater pad at its discharge point with
the following design - length of 10', width of 8', depth of 22" consisting of class B rip-rap. The
rip-rap (or approved equal) lined emergency spillway shall be a minimum of 25' wide at
elevation 334.5. The top of the dam shall be at elevation 335.5 and shall have a minimum width
of 10'.
Bio-retention (Stormwater Area TM5) shall have dimensions of approximately 160 feet long, 50
feet wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be three discharge
points into Bio-retention (Stormwater Area #5), one 15" RCP, one 18" RCP, and one 24" RCP.
There shall be a Rip Rap Apron Level Spreader located at all discharge points into Bio-retention
(Stormwater Area 45). The design of the Rip Rap Apron Level Spreader at the 15" RCP, 18"
RCP, and 24" RCP pipes shall be length of I0', width of 8', depth of 22" consisting of class B
rip-rap. A 3' wide rip-rap level spreader shall run along the entire length of the northern and
eastern side of Bio-retention (Stormwater Area #5). Bio-retention (Stormwater Area 95) shall
have three City of Raleigh Standard Drop Inlets, Standard #30.03 taken from City of Raleigh
Central Engineering Department Standard Details. The top elevation of the inlets shall be
339.75. There shall be one 24" RCP outlet with a rip-rap lined velocity dissipater pad at its
discharge point with the following design - length of IT, width of 10', depth of 22" consisting of
class B rip-rap. The rip-rap (or approved equal) lined emergency spillway shall be a minimum
of 25' wide at elevation 340.5. The top of the dam shall be at elevation 341.5 and shall have a
minimum width of I0'.
Bio-retention (Stormwater Area #6) shall have dimensions of approximately 120 feet long, 75
feet wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be two discharge points
into Bio-retcntion (Stormwater Area 46), both 18" RCP. There shall be a Rip Rap Apron Level
Page 5
Exhibit B
BK011.170PGO1155
Spreader located at both discharge points into Bio-retention (Stormwater Area #6). The design
of both Rip Rap Apron Level Spreaders shall be - length of 10', width of 8, depth of 22"
consisting of class B rip-rap. A 3' wide rip rap level spreader shall run along the entire length of
the eastern side of Bio-retention (Stormwater Area #6). Bio-retention (Stormwater Area #6) shall
have two City of Raleigh Standard Drop Inlets, Standard 930.03 taken from City of Raleigh
Central Engineering Department Standard Details. The top elevation of the inlets shall be
371.75. There shall be one 24" RCP outlet with a rip-rap lined velocity dissipater pad at its
discharge point with the following design - length of 12', width of 10', depth of 22" consisting of
class B rip-rap. The rip rap (or approved equal) lined emergency spillway shall be a minimum of
25' wide at elevation 372.5. The top of the dam shall be at elevation 373.5 and shall have a
minimum width of 10'.
The planting soil utilized in the bio-retention areas shall be as described in the Construction
Procedures and Requirements contained on the construction drawings, a sandy loam with a clay
content of less than 25%, and an infiltration rate in excess of 0.52 inches per hour. Planting Soil
shall be in a pH range of 5.5 tp 6.5, organic matter from 1.5% to 3.0%, and soluble salts shall not
exceed 500 ppm. A 2-inch thick layer of shredded hardwood mulch shall cover the surface of
the bio-retention area. Planting within the bio-retention area shall be a mixture of trees and
shrubs in accordance with the plant list on the construction drawings.
3.0 iVIATNTENANCE AND INSPECTION REOUIREI<IENTS
3.1 General - All maintenance and inspections shall be carried out in accordance with the
requirements and recommendations contained in the latest revision of NCDENR's Stormwater
Best Manacement Practices, the latest revision of the City of Raleigh Stormwater Design
Manual, and Part 10, Chapter 9 of the Code of Ordinances of the City of Raleigh. Persons and/or
organizations responsible for maintenance should. obtain copies and thoroughly familiarize
themselves with this information. The majority of the following general maintenance guidelines
for each type of device are taken directly from the latest edition of NCDENR's Stormwater Best
Manaeement Practices in place at the time of preparation of the Maintenance Plan for Glenwood
North Subdivision (Phases 1-8). Persons and/or organizations responsible for maintenance and
operation of the stormwater devices for Glenwood North Subdivision (Phases 1-8) should also
obtain the latest copies of the detailed construction plans and design information for the
Glenwood North Subdivision, including any revisions to the design details and/or construction
plans occurring after the latest revision date of this manual, and thoroughly familiarize
themselves with the plans and design of all of the devices.
3.2 Wet Pond (Stormwater Area 93) Maintenance Guidelines
Routine iWaintenance:
a) Mowing - Mow all areas surrounding pond on a regular basis during the mowing season
(April - October or as necessary). All grassed areas of a Wet Pond should be mowed to a
maximum height of six inches.
Page 6
Exhibit B
BK011.170PGO1156
b) Debris removal - remove all trash and debris from pond and surrounding banks. Inspect
orifice trash guard at spillway and remove debris as required. (inspect monthly or after storms of
more than 1 inch of rainfall in 24 hours)
c) Minor slope failures - Repair by seeding or sodding as soon after detection as possible.
d) Periodic Inspection - Inspect pond after all major storm events (more than 1 inch of rainfall in
24 hours) or after extended periods of rain (more than 2 to 3 days). Look for damage to inlet
channels, spillways; debris build-up at spillway and trash guard, and eroded or slumped
embankments.
e) Trees and Brush - Trees and brush shall not be permitted on embankments or in spillways.
regular mowing shall prevent unwanted growth.
f) Miscellaneous items - excessive plant growth, algae blooms, odors, discoloration, animal
pests, etc. should be addressed with the governmental office having jurisdiction for watershed
protection on an as needed basis. Solutions to these types of problems should be non-chemical
and deemed safe for drinking water supply reservoir application.
g) Annual Inspections - Semi-Annual maintenance inspections shall be performed by the
owner's engineer.
Non-routine Maintenance:
These maintenance items will require a registered professional engineer to prepare a plan and/or
details and to certify completion in accordance with the plan and/or details. All revisions and
repairs shall be done in accordance with City of Raleigh and NCDENR guidelines and
specifications.
a) Sediment clean-out - Sediment removal from the pond, forebays, or rip rap baffles shall be
detailed to indicate finish elevations, removal and disposal methods of sediment, stabilization of
disturbed areas, erosion control, and stabilization of spoil areas.
b) Channel Stabilization - Repair small rills by sodding. Reshaping and revegetation of
waterway will be necessary for larger failures. Maintain rip rap channels to prevent treelbrush
growth on banks and bottoms. Replace rip rap as required to maintain design capacity.
c) Principal Spillway - Inspect spillways for improper alignment, cracks, leaks, corrosion,
blockage, etc. Spillway repairs shall be detailed, approved, constructed, and certified in
accordance with City of Raleigh and NCDENR guidelines.
d) Dam Failures - Failures which endanger the structural integrity or water tightness of the dam
shall have a plan and detail prepared to repair said damage.
Page 7
Exhibit B
BK011.17OPGO1157
e) Seepage - Seepage control measures will be required if the safety of the dam is threatened.
All methods to control seepage must be designed to and constructed under the supervision of and
certified by a professional engineer experienced with dams
0 Catastrophic Device Failures as described in Section 4.2 - PRINCIPAL TYPES OF DEVICE
FAILURE AND EARLY WARNING SIGNS.
Additional Maintenance Notes and Requirements:
The Wet Pond requires frequent mowing of slopes and unclogging of outlets. Poorly designed
ponds with steep side slopes may be hazardous to mow with power equipment creating difficult
and/or expensive maintenance. Trash, debris and sediment accumulation is rapid in most ponds,
requiring frequent cleaning.
All grassed areas of a Wet Pond should be mowed to a maximum height of six inches.
Reseeding of any areas not germinating with ground cover - Periodic reseeding may be required
to establish grass on areas where seed did not take or has been destroyed. Before seeding,
fertilizer (12-12-12) shall be applied at a minimum rate of 12 to 15 pounds per 1000 square feet.
The seed should be covered with soil to a depth of approximately 1/4 of an inch. Immediately
following the planting, the area should be mulcHed with straw. At a minimum, semi annual
maintenance should include seeding and fertilizing of the Wet Pond and shall be performed by
the grounds keeping contractor or individual otherwise noted.
Wet Ponds will tend to collect debris. It should be removed whenever it accumulates, or at least
quarterly.
The Pond should be inspected semi-annually to ensure that it is operating as designed.
At a minimum, items that should be included in the semi-annual inspection and addressed are:
clogging of the outlet or too rapid a release,
erosion on the banks,
erosion at the inlet and outlet,
sediment accumulation and the need for removal ,
condition of the emergency spillway,
woody vegetation in the embankment, and condition of embankment,
embankments shall be kept clear of any woody vegetation,
rip-rap pads, channels, and slope protection shall be repaired or replaced as
needed.
Replenish all rip rap pads every 3 years to their original design specifications.
Inspect Wet Pond (Stormwater Area #3) after rainfall events of one inch or more in 24 hours to
ensure that debris is removed from inlets and outlets and the'crest of the spillway.
Page 8
Exhibit B
BK011.170PGO1158
3.3 Bio-retention Area Maintenance Guidelines
A schedule of recommended maintenance for bio-retention areas is given in Table 3.3. The
table gives general guidance regarding methods, frequency, and time of year for bio-retention
area maintenance.
Planting Soil
The planting soil utilized in the bio-retention area shall be as described in the Construction
Procedures and Requirements contained on the construction drawings, a sandy loam with a clay
content of less than 25%, and an infiltration rate in excess of 0.52 inches per hour. Planting Soil
shall be in a ph range of 5.5 tp 6.5, organic matter from 1.5% to 3.0%, and soluble salts shall not
exceed 500 ppm.
Urban plant communities tend to become very acidic due to precipitation as well as the
influences of stormwater runoff. For this reason, it is recommended that the application of an
alkaline substance, such as limestone be considered once or twice a year. Testing of the pH of
the organic layer and soil should precede the limestone, application to determine the amount of
limestone required. -
Soil testing should be conducted annually so that the accumulation of toxins and heavy metals
can be detected or prevented. Over a period of time, heavy metals and other toxic substances
will tend to accumulate in the soil and the plants. Data from other environments such as forest
buffers and grass swales suggest accumulation of toxins and heavy metals within five years of
installation. However, there is no methodology to estimate the level of toxic materials in the bio-
retention areas runoff, soil, and plant characteristics will vary from site to site.
As the toxic substances accumulate, the plant biological functions may become impaired, and the
plant may experience dwarfed growth followed by mortality. The biota within the soil can also
perish and the natural soil chemistry may be altered. The preventative measures would include
the removal of the contaminated soil. In some cases, removal and disposal of the entire soil base,
as well as the plant material, may be required.
Iful ch
Bio-retention areas should be mulched once the planting of trees and shrubs has occurred.
Mulch shall be a two inch deep layer of 12 month old shredded hardwood mulch Any ground
cover specified as plugs may be installed once the area has been mulched. Ground cover
established by seeding and/or consisting of grass should not be covered with mulch.
Page 9
Exhibit B
1
BK01 1.1 70PGO1 159
Table 3.3 Example Maintenance Schedule for Bio-retention Areas
Description I Method
Soil
Inspect and Repair I Visual
Erosion
Frequency Time of Year
Monthly I Monthly
Soil Test for
toxicity and Multiple samples Once a year Spring
chemistry Organic Layer
Remulch any void
area By hand Monthly Monthly
Remove previous
mulch layer before
applying new layer Once every two or
(optional) By hand three years Spring
Any additional mulch By hand Once a year Spring
added
Remove and
replacement of all
dead and diseased
vegetation considered See planting
beyond treatment and specifications Twice a year 3/15 to 4/30 and 10/1
replant per landscape to 11/30
plan
Varies, but will

N/A depend on insect,
Treat all diseased Mechanical or by infestation, diseased
trees and shrubs hand or soil quality.
Page 10
Exhibit B
BK011.170PGO1160
Description Method Frequency Time of Year
Watering plant
material shall take Immediately after
place at the end of completion of project
each day for fourteen
consecutive days and By hand as needed to N/A
after planting has accommodate any
been completed as replanting
needed
Replacement of Only remove stakes
support stakes By hand Once a year in the spring
Replace any deficient By hand Whenever needed Whenever needed
stakes or wires ,
" Twice a year,
Fertilize Plants By hand, within the in accordance with
plant root zone, with the results and Spring and Fall
a slow release recommendations of
fertilizer the annual soil testing
Plant Materials
Plant material within the bio-retention area will be a mix of trees and shrubs as specified in the
Plant List on the construction drawings.
Ongoing monitoring and maintenance is vital to the overall success of bio-retention areas.
Maintenance will be required for plant material, mulch layer, and soil layer. A maintenance
schedule should include all of the main considerations discussed.
Maintenance requirements will vary depending on the importance of aesthetics. Replacement of
mulch layers may be necessary every two to three years. Mulch should be replaced in the spring.
When the mulch layer is replaced, the previous layer should be removed first. Plant material
upkeep will include addressing problems associated with disease or insect infestations, replacing
dead plant material, and any necessary pruning.
Page 11
Exhibit B
BK411.170PGO1161
Non-Erosive Perimeter
The area around the perimeter of the bio-retention area shall be maintained in a stabilized, non-
erosive fashion with grass, ground cover, mulch, natural plant litter, or hardened surface areas. If
sediment appears within the bio-retention area, the source should be discovered and stabilized.
Maintenance shall be performed as follows :
All grassed areas along the perimeter of the bio-retention areas should be mowed
to a maximum height of six inches.
Reseeding ofanv areas not cerminatinQ with Around cover
Periodic reseeding may be required to establish grass on areas where seed did not take or has
been destroyed. Before seeding, fertilizer (12-12-12) shall be applied at a minimum rate of 12 to
15 pounds per 1000 square feet. The seed should be covered with soil to a depth of
approximately 1/4 of an inch. Immediately following the planting, the area should be mulched
with straw. At a minimum, semi-annual maintenance should include seeding and fertilizing of
the perimeters of the Bio-retention Areas. The grounds keeping contractor or individual
otherwise noted shall perform the seeding and fertilizing of the perimeters.
Rip Rap Apron Level Spreaders and Ri12 Rap Level Spreaders
Rip Rap Apron Level Spreaders and Rip Rap Level Spreaders at Discharge Points into all Bio-
retention Areas shall be inspected and repaired quarterly to ensure sheet flow into the Bio-
retention areas. If erosion or channelization occurs additional level-spreading measures shall be
installed to produce non-erosive, sheet flow from the inlets into each Bio-retention Area. All
repairs and any installation of additional measures must be carried out under the direction of a
registered Professional Engineer.
Sediment around the level spreaders shall be removed annually to ensure that the area is level.
Rip Rap Apron Velocity Reduction Pads at Discharge Points out of all Bio-retention Areas shall
be inspected and repaired quarterly. If erosion or channelization occurs additional velocity
reduction measures shall be installed to produce non-erosive flow from the discharge points. All
repairs and any installation of additional measures must be carried out under the direction of a
registered Professional Engineer.
3.4 Inspections
During the first year period commencing when the devices are placed in operation, inspections of
all major components shalt be conducted quarterly by the owner's representative. At the
conclusion of the initial year operating period, the devices should be inspected annually, and
reports filed with the Stormwater Division of the Public Works Department in accordance with
Section 10-9028 of the City of Raleigh Municipal Code by a qualified registered Professional
Page 12
Exhibit B
BK011.170PGO1162
Engineer, Professional Land Surveyor, or Professional Landscape Architect. Any deficiencies
noted at that time should be corrected as soon as possible. A registered geotechnical engineer
shall perform an inspection on the conditions of the embankment every five years. Inspect all
Bio-retention Areas after rainfall events of one inch or more in 24 hours.
3.5 Reports and Record keeping
Copies of all inspection reports and records of any remedial or corrective action taken shall be
maintained in the files of the Homeowners Association.
Regularly Scheduled and Preventive Maintenance - The owner shall establish and maintain a
schedule of regular maintenance as referenced above and as prescribed by the City requirements
and State guidelines contained in Stormwater Best Management Practices. A report detailed
scheduled and preventative maintenance activities undertaken shall be maintained by the
Homeowners Association.
3.6 Items of Special Concern
The owner's representative shall inspect the outlet structures and discharge channels after any
rainfall event in excess on one inch in 24 hours for any sign of erosion or deterioration of any
type. Should any instability become evident, the'Homeowners Association should immediately
request an inspection by a registered Professional Engineer or the City of Raleigh. Should
erosion or deterioration of the devices occur, eroded areas should be repaired by backfilling with
earth and covering with sod or planted in accordance with the original design of the device. If
the area is a reoccurring problem, an alternate remedial measure should be developed and
submitted to the City for their review and approval. All repairs must be carried out under the
direction of a registered Professional Engineer.
Bio-retention (Stormwater Area #2) should be inspected more frequently than the other Bio-
retention Areas due to the drainage area that flows to it. Due to the size of the drainage area
flowing to Bio-retention (Stormwater Area #2), more frequent repairs and maintenance may be
required. All repairs must. be carried out under the direction of a registered Professional
Engineer.
4.0 EMERGENCY ACTION PLAN
4.1 IDENTIFICATION OF EMERGENCY CONDITIONS
Representatives of the Homeowners Association and maintenance personnel must be prepared to
act promptly and effectively when a stormwater control measure exhibits signs of failure. They
should be familiar with principal types of failure and their identifiable signs. Because of their
familiarity with the measures and associated appurtenances, the owners and maintenance
personnel can more readily detect changes in the devices.
Page 13
Exhibit B
BK011.170PGO1163
The seven (7) principal types of catastrophic device failure the owner and maintenance personnel
should be aware of are as follows:
1. Overtopping of Wet Pond
2. Piping of Wet Pond
3. Development of a large slide of the Wet Pond
4. Failure of an appurtenant structure of Wet Pond
5. Seepage of Wet Pond
6. Bio-retention Area Chief Repair
7. Wet Pond Chief Repair
If any of the above conditions are noticed, the EMERGENCY ACTION PLAN should be
implemented immediately. A description of these conditions is as follows:
4.2 PRINCIPAL TYPES OF DEVICE FAILURE AND EARLY WARNING SIGNS
Overtopping - The water level of should be monitored during periods of heavy rainfall and runoff.
The likelihood of the device being overtopped is slight due to the minimum freeboard at the
spillway design storm and storage capacity of the device. However, overtopping could result if a
large slide or slough in the upstream or downstream slope of the embankment significantly
lowered the device crest. Overtopping could also occur if the primary and emergency spillways
are not working adequately. The crest areas of the spillways must be cleaned bi-annually of any
accumulated debris to maintain proper operations of flows.
Pi in - Piping is usually indicated by a rapid increase in seepage rate, a muddy discharge at or
near the downstream toe, sinkholes on or near the embankment and/or a whirlpool (eddy) in the
reservoir. Boils at or near the downstream toe may be an indication that piping is beginning. The
downstream side of all devices and embankments, particularly in the area of the outlet device
should be monitored regularly for any signs of change.
Development of anv Slide or Slump - A slide or slump could develop in either the upstream or
downstream slope of the embankment and threaten to release any impounded water. The slopes
should be periodically inspected for signs of erosion and repairs should be made immediately.
The upstream face is especially vulnerable due to saturated conditions and changes in water level.
Arch shaped cracks are indications that slides are slipping or beginning to slip.
Failure of an Appurtenant Structure - The sudden or rapid failure of an appurtenant structure could
threaten complete failure of the device and release of its impoundment. The concrete or metal
outlet devices through the embankment pose the greatest threat to the dam's stability due to the
potential for piping. Any large cracks in the slab, sides or walls could be signs of instability and
potential piping. Cracks in these structures could also be signs of slope instability and a potential
large slide. Culvert slabs and walls should be periodically inspected for signs of cracking and/or
seepage. A "crack map" sketch should be kept to identify old and new cracks of monitoring.
Page 14
Exhibit B
BK011.170PGO1164
Seepage - Seepage may vary in appearance from a soft, wet area to a flowing spring. It may show
up first as only an area where vegetation is more lush and darker green. Cattails, reeds, mosses,
and other marsh vegetation often become established in a seepage area. The downstream
abutment areas where the embankment fill and natural ground interface are very common
locations of seepage. Also, the contact between the embankment and the spillway conduit is a
very common location, which is generally attributed to poor compaction around the conduit. Due
to the way in which conduits are installed, this is generally more evident on the underside of the
conduit. Slides may result from excessively saturated embankment slopes.
Bio-retention Area Chief Repair - Excessive or continuous ponding of surface water several days
after a rain event, or accumulation of sediment in the mulch layer, or unusual diseased or dying
plant material. Chief repairs to Bio-retention areas to consist of the removal and replacement of
33% of plant material and or 25% of the volume of planting soils.
Wet Pond Chief Repairs - Accumulation of sediment or unusual diseased or dying plant material.
Chief repairs to consist of removal sediment in excess of 501/o of the sediment storage capacity.
4.3 EMERGENCY NOTIFICATION
The response to an identified emergency situation should proceed in four (4) steps:
1. The owner or person who identifies the emergency should notify local law enforcement
officials. Law enforcement and local officials should then proceed at their discretion with warning
and evacuation plans for potentially affected areas.
2. The owner should notify the City of Raleigh Engineering Department Stormwater officials.
Remedial actions to repair items under section 4.2 are major repair items for which escrow funds
held by the City may be used.
3. The owner should notify downstream property owners that would be affected by a failure of the
measure.
4. After notifying local law enforcement. City of Raleigh officials, and downstream property
owners, the owner should initiate efforts to prevent or delay the failure and repair the problem.
Page 15
Exhibit B
BKQ11.170PGO1165
EMERGENCY NOTIFICATION PLAN
If you are aware of any peculiarities or sudden changes in the Stormwater management measures,
water level, device embankments, or outlet structures, please:
FIRST - DIAL 9-1-1
calmly identify yourself, state your location and describe the situation.
then notify the followine:
State Warning Point (Non-Business Hours) [phone]
State Emergency Management Agency [phone]
City of Raleigh Police Department [phone]
City of Raleigh Engineering Department [phone]
Dept of Environment, Health & Natural Resources, Land Quality Section
Raleigh Regional Office (Business Hours) [phone]
Mr./Ms. , President
Glenwood North Homeowner's Association
Mr./Ms. , Sec.&Treasurer
Glenwood North Homeowner's Association
Emergency Management Agency, Wake County
Sheriff's Department, Wake County
Mr. David Goracke, Land Development
Vice President, Westfield Homes
(919) (work)
(919) (home)
(919) (work)
(919) (home)
[phone]
[phone]
[phone]
This Emergency Action Plan should be constantly updated to reflect changes in downstream
development that may be affected by potential failures. Names and telephone numbers should be
constantly kept up-to-date for all the above listed contract personnel.
Personnel should use their discretion in identifying a condition as an emergency. Most of the
conditions described above are signs of impending emergency except small amounts of seepage
through small cracks in appurtenances and minor erosion of upstream and downstream
embankment faces. However, these conditions should be checked as soon as possible by a
qualified professional. When in doubt, call the City of Raleigh Engineering Department.
Page 16
Exhibit B
BK01 1.1 70PGO1 166
4.4 . EMERGENCY REPAIRS
After making the appropriate notifications for implementing warning procedures, the owner
should initiate efforts to prevent or delay failure of the device.
It is also important to know what type of emergency repairs should be attempted for the different
modes of failure. The following description of possible actions to take to avoid failure are offered.
Extreme caution must be exercised by those working around the device during
implementation of any of these emergency repairs.
Be sure that the spillways are not blocked with debris and are functioning as efficiently as
possible. Debris removal may be difficult due to pressure from high velocity flow and should be
accomplished using long poles or hooks. Personnel should not be allowed close to spillway
inlets.
Open the drain valves on the primary outlet device to lower the water level
Great care should be taken when attempting to temporarily raise the top of embankments with
sandbags or other means to try to prevent overtopping of the device. This is because flood inflow
may still increase and result in the overtopping of the raised device. If the temporary raised
device fails, the release of an even greater volunie and depth of water would result.
If an eroded area has not developed too widely, a temporary remedy may be to cover the discharge
area with sand and gravel, or rip-rap stone, to temporarily prevent further erosion.
If a whirlpool (vortex) is visible in the impounded water, attempt to plug the "pipe" at the
upstream end of the device by dumping material into the whirlpool or sinkhole. Straw has been
used effectively for this purpose. If straw is not readily available, anything (earth, rock, etc.)
should be tried. Extreme caution should be taken during any attempts at temporary repairs.
If the "pipe" is plugged, the owner should be aware this is only a temporary repair. The device
should be fully drained and a qualified professional should be contacted to recommend permanent
remedial measures.
Attempt emergency repairs to prevent or delay failure. Extreme caution should be taken during
any attempts at emergency repairs. Slides may be caused by seepage pressures, a saturated
slope, a slope which is to steep. or possibly an earthquake. If a large slide in the upstream or
downstream slope has occurred which significantly lowers the crest of the device and threatens to
release impounded water, sandbags can be used to temporarily raise the crest to prevent
overtopping. A complete breach of the device may result if the embankment slope protection
fails and bare soil is exposed to overtopping flow. Temporary repair of the device and appurtenant
structures will depend on the nature of the problem. Extreme caution should be taken during
any attempts at temporary repairs.
Page 17
Exhibit B
BKp11,170PGO1167
5.0 MAJOR REPAIRS
Major repairs for the Wet Pond (Stormwater Area #3) include repairs whose cost exceeds $13,365
- one-third of the original cost to construct the Wet Pond (Stormwater Area 0). Examples of
major repairs include rehabilitation or replacement of the Wet Pond (Stormwater Area M3) dam to
correct seepage, slides and slumps and piping and/or substantial replacement of appurtenant
structures listed in section 4.2. Major repairs of bio-retention areas include any repair whose cost
exceeds $16,250. Major repairs are eligible to be funded by withdrawal from the Replacement
Fund deposited with the City of Raleigh, which must be replenished in accordance with the
schedule of contributions specified by the City of Raleigh prior to withdrawal of funds.
6.0 BUDGET
The following annual Budget was developed from information provided by Westfield Homes of
the Carolinas, LLC.
ANNUAL INSPECTION, MANAGEMENT, AND MAINTENANCE BUDGET
1. Liability Insurance and Property Insurance Premiums S 2,200.00
2. Admin., Management, and Annual Inspection Report $ 4,350.00
3. Maintenance Cost for mowing, seeding, fertilizing, $ 12,000.00
trash removal, and replacing mulch.
4. Sediment removal ( every 5 years) annualized cost S 16,000.00
5. Rip-rap replenishment (every 3 years) annualized cost $ 8,100.00
6. Plant replacement, mulch replacement, soil removal $ 7,500.00
And replacement (every 5 years) annualized cost
7. Replacement fund payments to the City of Raleigh S 24.184.39
Total Annual Budget
$ 74,334.39
Page 18
Exhibit B

BQ1 1,170PGO1 168
7.0 REPLACEMENT FUND PAYMENT TO CITY OF RALEIGH
*INITIAL CONSTRUCTION COST BUDGET
1. Initial cost of Bio-retention (Stormwater Area 42) $54,585.00
2. Initial cost of Wet Pond (Stormwater Area #3) $40,500.00
3. Initial cost of Bio-retention (Stormwater Area #4) $19,310.00
4. Initial cost of Bio-retention (Stormwater Area #5) $50,660.00
5. Initial cost of Bio-retention (Stormwater Area #6) 547,275.00
Total initial construction cost $212,330.00
*See Exhibit 7.0 for a breakdown of the initial construction costs.
SCHEDULE REPLACEMENT FUND PAYMENTS TO CITY OF RALEIGH DUE .IDLY 1ST
These numbers are based on initial costs. For years 2-5, the annual replacement fund payment is
calculated as total construction cost multiplied by 0.85, multiplied by 0.67 divided by five, year 1
equals the 2"d year replacement payment plus 15% of the total construction cost. For years 6-10,
the annual replacement fund is calculated as total construction cost multiplied by 0.85, multiplied
by 0.33 and divided by five.
2004 - $56,033.89
2005 - $24,184.39
2006 - $24,184.39
2007 - $24,184.39
2008 - $24,184.39
2009 - $11,911.71
2010 - $11,911.71
2011 - $11,911.71
2012 - $11,911.71
2013 - $11,911.71
Total Replacement Fund - $212,330.00 = Initial Construction Cost
Page 19
Exhibit B

BK101 1170PGO1169
.
EXHIBIT 7.0 BUDGET FOR INITIAL CONSTRUCTION OF STORMWATER DEVICES
(All Construction Cost Information Provided by Westfield Homes of the Carolinas, LLC)
GRADING $ 1,500.00
STRUCTURES S 9,295.00
SOIL $ 32,370.00
PLANTS & MULCH S 9,920.00
FINAL DRESS-UP S 1,500.00

TOTAL SWA #2 $54 ,585.00
810-RETENTION STORMWATER AREA #2)
WET POND (STORMWATER AREA #3)
GRADING S18,000.00
STRUCTURES S 4,500.00
RIP-RAP S 3,000.00
LANDSCAPE $ 15,000.00

TOTAL SWA #3 S 40,500.00
GRADING $ 1,000.00
STRUCTURES S 3,800.00
SOIL $ 10,550.00
PLANTS & MULCH S 2.960.00
FINAL DRESS-UP S 1,000.00

TOTAL SWA #4) 1 $19,310.00
BIO-RETENTION STORMWATER AREA #4)
GRADING S 1,500.00
STRUCTURES $ 9,000.00
SOIL S 29,900.00
PLANTS & MULCH S 8,760.00
FINAL DRESS-UP S 1,500.00

TOTAL SWA #5 S 50,660.00
1310-RETENTION STORMWATER AREA #5)
GRADING S 1,500.00
STRUCTURES S 26,000.00
SOIL $ 14,425.00
PLANTS & MULCH S 4,350.00
FINAL DRESS-UP S 1,000.00
TOTAL SWA #6 $ 47,275.00
BIO-RETENTION STORMWATER AREA 96)
PROJECT TOTAL S 212,330.00
PA cI E Z-'
Exhibit B

BKQ11170PGO1170
Exbibit C
Construction Cost Estimate and Replacement Schedule
(Page I of 1)
Replacement Fund Payment to City of Raleigh
Initial Construction Cost Budget
1. Initial cost of Bio-retention (Stormwater Area #2) S54,585.00
2. Initial cost of Wet Pond (Stormwater Area #3) $ 40,500.00
3. Initial cost of Bio-retention (Stormwater Area #4) $ 19,310.00
4. Initial cost of Bio-retention (Stormwater Area #5) $ 50,660.00
5. Initial cost of Bio-retention (Stormwater Area #6) S47,275.00
Total initial construction cost $212,330.00
Stormwatcr Construction Cost Schedule
These numbers are based on initial costs. For years 2-5, the annual replacement fund payment is
calculated as total construction cost multiplied by 0.85, multiplied by 0.67 divided by five, year 1
equals the 2nd year replacement payment plus 15% of the total construction cost. For years 6-10,
the annual replacement fund is calculated as total construction cost multiplied by 0.85, multiplied
by 0.33 and divided by five.
2004 - $56,033.89
2005 -- $24,184.39
2006 - $24,184.39
2007 - $24,184.39
2008 - $24,184.39
2009 - $11,911.71
2010-$11,911.71
2011 -$11,911.71
2012 - $11,911.71
2013 - 511,911.71
Total Escrow -- $212,330.00 = Initial Construction Cost
126009.02
LID: Raleigh

BKO?117OPGO1171

BOOK:011170 PAGE:0113G - ?-Ij
1
Yellow probate sheet is a vital part of your recorded document.
Please retain with original document and submit for rerecording.
-? Wake County Register of Deeds
77
WAKE Laura M. Riddick
COUNTY Register of Deeds
North Carolina - Wake County
The foregoing certificate- of (1 YYuj) [ %
Notary(ies) Public is (are) certified to be correct. This instrument
and this certificate are duly registered at the date and time and in the book and
page shown on the first page hereof.
Laura ?A RRid?dick, Register of Deeds
By: (' 79t2
Assistant/Deputy Register of Deeds
This Customer Group TU Document
# of Time Stamps Needed New Time Stamp
_-5- N of Pages
u.oo?m vw
e??
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr,, Secretary
Alan W. Klimek, P.E., Director
January 25, 2005
DWQ Project # 03-1002
Wake County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Glenwood Ave. Association, LC
C/o Garrett Development LLC, PO Box 2648-2721
Jeff Davis Highway, Suite 110
Stafford, VA 22554
Subject Property: Glenwood Forest (Glenwood North) Subdivision
REQUEST FOR MORE INFORMATION-Stormwater Management Plan
On January 7, 2005, the Division of Water Quality (DWQ) received the Storm Water
Management Plan prepared by your engineer, Mr. Bradley Bowling, P.E., of Priest, Craven &
Assoc., P.A., to comply with the conditions of the 401 Water Quality Certification issued on
September 14, 2001 and the Neuse River Buffer Rule Authorization Certificate issued on
September 15, 2003.
The Plan was incomplete and therefore, unacceptable for the following reasons:
Bio-retention (BMP Numbers 1, 2, 4, 5, and 6) must be designed in accordance with the
1999 Stormwater BMP Manual (Chapter 4). This is located on the DWQ website:
http:/ih2o.enr.state.nc.us/iicwctlands/mitresto.htm]. The deficiencies in the bio-retention
BMPs included in the submitted plan included the following:
• Exceeding the maximum depth allowed.
• Inadequate surface areas.
• Inlet velocities that would be considered erosive (not sheet flow).
• Lack of sufficient depth (bioretention bmp no. 2).
2. The Wet Pond (Stormwater Area Number 3) must be followed by a forested filter strip, or
redesigned as an extended detention wetland or bio-retention area (reference 401 Water
Quality General Certification No. 3402, Condition 4).
401 Wetlands Certiflcation 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://t)2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
NorthCarohna
Naturallff
Glenwood Forest (Glenwood North) Subdivision
Page 2 of 2
January 25, 2005
The storm water management plan submittal lacked details for Bio-retention Stormwater
Areas Number 7, 8, and 9. You have explained that this is because construction plans for
future development on the tracts those BMPs will serve have not been completed. Please
be advised that your existing 401 Water Quality Certification and the Neuse Buffer
Approval will be modified to include a Phased Stormwater Management Plan. In order
for us to appropriately modify the existing Certification, you must provide a specific
timeline for the completion of the construction plans for the future development as well
as a timeline for the submittal of the corresponding stormwater management plans.
These timelines will be included as conditions in the modified 401 Certification and
Neuse Buffer Approval. Failure to provide the required stormwater management plans
for future phases will result in a violation of the 401 Water Quality Certification and
Neuse Buffer Approval, with enforcement actions to be taken by the Division.
Please respond within three (3) weeks of the date of this letter by sending three (3) copies this
information in writing. This letter only addresses the Stormwater Management Plan review and
does not authorize any impacts to wetlands or streams until the Plans are approved. Please call
Ms. Cynthia Van Der Wiele, Ph.D. at 919.715.3473 if you have any questions regarding these
issues.
Sincerely,
al 6'
r
Cyndi B. Karoly
DWQ, Wetlands / 401 Unit
CBK/cvdw
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Bradley Bowling, Priest, Craven & Assoc., Inc., 3803-B Computer Dr., Raleigh, NC
27609
Kevin Martin, S&EC, 110 10 Raven Ridge Rd., Raleigh, NC 27614
PIE@MOV/2
PRIEST, CRAVEN& ASSOCIATES1,51N, .
LAND USE CONSULTANTS 11ETLAPEDS VJD STOR A'ATER BRANCH
PLANNERS/LANDSCAPE DESIGNERS/ENGINEERS/SURVEYORS
LETTER OF TRANSMITTAL
Attention:
Ms. Cyndi Karoly Date:
February 14, 2005
To:
NC Division of Water Quality Regarding: Glenwood North Subdivision

401/Wetlands Unit DWQ Project No. 03-1002
Wake County

Sending Attached By: ( )Mail ( )Fax (X )PC&A ( )Overnight ( )Pickup ( )Other
( )Specifications ( )Computer Disk (See Note) ( )Contracts
( )Plans/Prints (X )Letters ( )Other
Number of
Copies Number of
Sets Project
Number Description
3 2002-007 Response Letter

._I
17!-Q

W .TLAD1DS AND STORMWATER BRANCH

These Are Being Sent:
(X )For Your Approval
(X )For Your Use/Information
)For Review/Comment ( )As Requested By:
)For Your Signature ( )Other
Notes: Please find attached the response to our Request for More Information on the above-referenced project.
If you have an questions or re uire an additional information lease give me a call at 781-0300. Thank you in
advance for our time and consideration.

Note Priest, Craven & Associates, Inc. accepts no liability, expressed or implied ,
for the accuracy or the currentness of my information/data transmitted by computer
disk to others. Signature:
f 3radl eq Bowl inq, F?
3803 D Computer Drive, Suite 104, Raleigh, NC 27609 Phone [phone] Fax [phone] Email: PRIESTCRAV i AOL.COM
PRIEST, CRAVEN 8i ASSOCIATES, INC.
LAND USE CONSULTANTS
February 14, 2005
p@[-P?J OWE B
FEB 1 5 2005
Ms. Cyndi Karoly
North Carolina Division of Water Quality DENR - WATER QUALITY
401/Wetlands Unit WETUMSANDSTORfSNATERBW11CH
2321 Crabtree Blvd., Suite 250
Raleigh, North Carolina 27604
Re: Glenwood Forest (New Subdivision Name is Glenwood North Subdivision)
DWQ Project No. 03-1002, Wake County
Dear Ms. Karoly:
In the following letter, we will address comments pertaining to the Division of Water
Quality (DWQ) review and subsequent Request For More Information for the above-
referenced project. A narrative responding to each of the comments from the DWQ is
provided within this letter.
Please understand that the Preliminary Stormwater Plan for this project was developed
with substantial help, input, and instruction from the DWQ staff and the final design
adheres to the design criteria agreed upon previously during the original preparation,
submittal, review, and approval process.
Narrative response to comments:
1. The bio-retention devices have been designed in general accordance with the
1999 Stormwater BMP Manual.
a. Exceeding the maximum depth allowed - A maximum ponding depth of
9" has been used in the design of each of the bio-retention devices. The
ponding depth of 9" is based on design recommendations by the North
Carolina State Cooperative Extension, Neuse River Education Team, and
Dr. Bill Hunt, PE. Based on their experience, field observations, and per
the Stormwater BMP Academy Manual provided by the North Carolina
State Cooperative Extension, the maximum depth of acceptable ponding
water depth ranges in a bio-retention area is "6 to 12 inches, with 9 inches
standard." The 9-inch ponding depth is also efficient in providing some
extra storage for stormwater runoff.
b. Inadequate surface areas - Surface areas of all bioretention areas have
been sized per Chapter 4 of the Stormwater BMP Manual. A one-foot
thick layer of sand underlies all Bio-retention devices; therefore, the
required surface area of all bio-retention devices is "5% of the drainage
PLANNERS /LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609. Phone [phone]. Fax [phone]
area multiplied by the rational "C" coefficient." As designed, all bio-
retention areas exceed this surface area requirement.
c. Inlet velocities that would be considered erosive (not sheet flow) - Rip-
Rap Apron Level Spreaders have been provided at all inlets into the Bio-
retention Areas. These devices (along with details) were shown on the
Preliminary Stormwater Management Plans approved by your office on
September 15, 2003. In addition to the rip-rap apron velocity reduction
and level spreading devices, additional linear rip rap apron level spreaders
along the entire length of the sides of each of the Bio-retention Devices
where inlets are located have been specified to provide sheet flow into the
bio-retention areas.
d. Lack of Sufficient Depth (bio-retention bmp no. 2) - Per Chapter 4 of the
Stormwater BMP Manual and per the approved Preliminary Stormwater
Management Plans all Bio-retention Areas (including bio-retention
stormwater area 42) have a planting soil bed four feet in depth underlain
by a layer of sand one-foot in depth.
2. No forested filter strip was proposed on the approved Preliminary Stormwater
Management Plans or required by the approval issued by your office on
September 15, 2003. Per the instruction of the DWQ staff, and in order to satisfy
the DWQ Nitrogen Removal and TSS removal requirements, the 1" storm shall be
stored and released separately to a timber level spreading device as detailed on the
final plans and the Preliminary Stormwater Management Plans submitted to and
approved by your office on September 15, 2003.
3. Please find below an approximate schedule for the completion of construction
plans for the future phases of development and corresponding submittal of the
stormwater management plans to your office.
Complete Construction Plans for Lot 3
(Includes Stormwater Area #7)
Submit Stormwater Management Plans to DWQ
(Stormwater Area #7)
Complete Construction Plans for Lot 4
(Includes Stormwater Area #8 and #9)
Submit Stormwater Management Plans to DWQ
(Stonnwater Area 48 and #9)
Febrary 2006
February 2006
February 2006
February 2006
If you have any questions or require any additional information, please give me a call at
[phone].
Thank You,
?44-16? ?-z
Bradley Bowling, PE
Cc: David Goracke, Westfield Homes of the Carolinas, LLC
Kevin Martin, S&EC, PA
PRIEST, CRAVEN & ASSOCIATES, INC.
February 14, 2005
LAND USE CONSULTANTS
Ms. Cyndi Karoly
North Carolina Division of Water Quality
401 /Wetlands Unit
2321 Crabtree Blvd., Suite 250
Raleigh, North Carolina 27604
RR@ R10WRO
FEB 1 5 2005
DENR - WATER QUALITY
VVETLAN S AND STOR ATER BRANCH
Re: Glenwood Forest (New Subdivision Name is Glenwood North Subdivision)
DWQ Project No. 03-1002, Wake County
Dear Ms. Karoly:
In the following letter, we will address comments pertaining to the Division of Water
Quality (DWQ) review and subsequent Request For More Information for the above-
referenced project. A narrative responding to each of the comments from the DWQ is
provided within this letter.
Please understand that the Preliminary Stormwater Plan for this project was developed
with substantial help, input, and instruction from the DWQ staff and the final design
adheres to the design criteria agreed upon previously during the original preparation,
submittal, review, and approval process.
Narrative response to comments:
The bio-retention devices have been designed in general accordance with the
1999 Stormwater BMP Manual.
a. Exceeding the maximum depth allowed - A maximum ponding depth of
9" has been used in the design of each of the bio-retention devices. The
ponding depth of 9" is based on design recommendations by the North
Carolina State Cooperative Extension, Neuse River Education Team, and
Dr. Bill Hunt, PE. Based on their experience, field observations, and per
the Stormwater BMP Academy Manual provided by the North Carolina
State Cooperative Extension, the maximum depth of acceptable ponding
water depth ranges in a bio-retention area is "6 to 12 inches, with 9 inches
standard." The 9-inch ponding depth is also efficient in providing some
extra storage for stormwater runoff.
b. Inadequate surface areas - Surface areas of all bioretention areas have
been sized per Chapter 4 of the Stormwater BMP Manual. A one-foot
thick layer of sand underlies all Bio-retention devices; therefore, the
required surface area of all bio-retention devices is "5% of the drainage
PLANNERS /LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609. Phone [phone]. Fax [phone]
r#
area multiplied by the rational "C" coefficient." As designed, all bio-
retention areas exceed this surface area requirement.
Inlet velocities that would be considered erosive (not sheet flow,) - Rip-
Rap Apron Level Spreaders have been provided at all inlets into the Bio-
retention Areas. These devices (along with details) were shown on the
Preliminary Stormwater Management Plans approved by your office on
September 15, 2003. In addition to the rip-rap apron velocity reduction
and level spreading devices, additional linear rip rap apron level spreaders
along the entire length of the sides of each of the Bio-retention Devices
where inlets are located have been specified to provide sheet flow into the
bio-retention areas.
d. Lack of Sufficient Depth (bio-retention bmp no. 2) - Per Chapter 4 of the
Stormwater BMP Manual and per the approved Preliminary Stormwater
Management Plans all Bio-retention Areas (including bio-retention
stormwater area #2) have a planting soil bed four feet in depth underlain
by a layer of sand one-foot in depth.
2. No forested filter strip was proposed on the approved Preliminary Stormwater
Management Plans or required by the approval issued by your office on
September 15, 2003. Per the instruction of the DWQ staff, and in order to satisfy
the DWQ Nitrogen Removal and TSS removal requirements, the 1" storm shall be
stored and released separately to a timber level spreading device as detailed on the
final plans and the Preliminary Stormwater Management Plans submitted to and
approved by your office on September 15, 2003.
3. Please find below an approximate schedule for the completion of construction
plans for the future phases of development and corresponding submittal of the
stormwater management plans to your office.
Complete Construction Plans for Lot 3
(Includes Stormwater Area #7)
Submit Stormwater Management Plans to DWQ
(Stormwater Area 47)
Complete Construction Plans for Lot 4
(Includes Stormwater Area #8 and #9)
Submit Stormwater Management Plans to DWQ
(Stormwater Area #8 and 49)
Febrary 2006
February 2006
February 2006
February 2006
If you have any questions or require any additional information, please give me a call at
[phone].
Thank You,
Bradley Bowling, PE
Cc: David Goracke, Westfield Homes of the Carolinas, LLC
Kevin Martin, S&EC, PA
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Michael F. Easley, Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
Glenwood Ave. Association, LC
c/o Garrett Development LLC PO Box 2648-2721
Jeff Davis Highway, Suite 110
Stafford, VA 22554
Subject Property: Glenwood Forest
TAX PIN: 785392704
September 15, 2003
DWQ Project No. 031002
County: Wake
APPROVAL of Neuse River Buffer Rule (15A NCAC 02B.0233) AUTHORIZATION
CERTIFICATE
Dear Madame/Sir:
You have our approval, in accordance with 15A NCAC 02B .0233 and any conditions listed below, to
impact approximately 36216 ft2 of Zone 1 and 50043 ft2 of Zone 2 of the protected riparian buffers for
the purpose of constructing the stormwater management facilities required by the 401 Water Quality
Certification dated September 14, 2001 at the subject property as described within your application
dated August 13, 2003 except as described below. Also, you must meet all of the conditions in the
September 14, 2001 Certification. 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, Non-discharge regulations.
This approval is only valid 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 authorization and approval letter and is
thereby responsible for complying with all conditions. For this approval to be valid, you must follow the
conditions listed below.
1) Written Stormwater Management Plan (Final Plan Needed)
An additional condition is that a final, written stormwater management plan (including a signed and
notarized Operation and Maintenance Agreement) shall be approved in writing by this Office before the
impacts specified in the Certification dated September 14, 2001 occur. The stormwater management
plan must include plans and specifications for stormwater management facilities that are appropriate for
surface waters classified as NSW and designed to remove 85% TSS according to the most recent
version of the NC DENR Stormwater Best Management Practices Manual. These facilities must be
designed to treat the runoff from the entire project, unless otherwise explicitly approved by the Division
of Water Quality. Also, before any permanent building is occupied at the subject site, the facilities (as
approved by this Office) shall be constructed and operational, and the stormwater management plan
(as approved by this Office) shall be implemented. The structural stormwater practices as approved by
this Office as well as drainage patterns must be maintained in perpetuity. No changes to the structural
stormwater practices shall be made without written authorization from the Division of Water Quality.
North Carolina Division of Water Quality, WETLANDS / 401 UNIT
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Page 2 of 2
The drainage area to each BMP must be clearly delineated. Any areas that do not drain to one of the
specified BMPs must be directed 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. Of particular concern is the runoff from Poyner Road, Glenwood Forest
Road, the area around lots 243 to 283, and lots 374 to 404.
Also, please provide the outlet and forebay details for Wet Pond #1.
It is recommended that you provide a worksheet for each BMP available at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.htmi
2. Certificate of Completion
Upon completion of all work approved within this authorization, and any subsequent modifications, the
applicant is required to return the attached certificate of completion to the 401/Wetlands Unit, North
Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
This letter completes the review of the "No Practical Alternatives" determination under 15A NCAC 2B
.0233. If you have any questions or would like a copy of the.buffer rules, please call [phone].
This letter does not authorize any impacts to either Waters of the United States or Waters of the State.
Please contact the US Army Corps of Engineers (USACE) or NC Division of Water Quality (DWQ) if
any impacts are proposed to either of these waters.
Sincerely,
a
6 Alan W. Klimek, P.E.
NC DWQ, Director
cc: DWQ Raleigh Regional Office
File Copy
Central Office
Kevin Martin, S&EC, 11010 Raven Ridge Road, Raleigh, NC 27604
DWQ # 03-1002
Date: September 15, 2003
Glenwood Forest
Subject: Glenwood Forest
From: "Kevin Martin" <[e-mail]>
Date: Mon, 15 Sep 2003 08:21:17 -0400
To: <[e-mail]>
Todd I am emailing the 401 for this project in a MS Paint file, I only have
a fax of it so I thought a fax might not be legible, let me know if this is
not good enough. This is not the site where john did the NBR call reversal
of Matt Flynn, Mitchell did this site a copy was attached to the PCN. The
reversal site was on Ebenezer Church Road. Thanks for not putting on hold
due to section IV being blank. The roads are actually separate projects on
the thorofare plan but due to minimal impacts we did not argue that point,
other than the 2 road crossings on two separate streams the only impacts
were 2 sewer line crossings. Let me know if you need the 404 or anything
else. Kevin
Zo.,RAIN 11'x.. 1'i.1 ..3 E•1 22Gi1 JOHN K NWAO.011,1 r, 1t:+: ni
..,20/-002 QP:ui i -A\ , 1vG A31.t Si G.hhFP: 1-I' rr-:?-Lt.ur111?n 7' L,_Jnn?
LJY
Scptr.nlb,*l 1.1, s,001
I'linke County
DVJQ Prujticl #: O 1 1 107
APPROVAL OF 4o'IQuallty C+-111liaatiVn and ADDITIONAL CONDITIONS and Neu-,e Rivcr (3utfcr Rules
Gzi-rcU Dcvclopr-?.nt
P.O. Box 26,!8-272',
Jatf Davin 1 Ivry
uiln 110
ffarrl, VA 114:3 ;
Duerr Ur. ir.-:
You havc air rpproval, in arcordartc- with the n tic iod condtionz and tllo: e IIsInQ_hcluw, to unp.tdt 0.075 a,.:r<+,: of w 1Uands, 30S
hn,:-,rr foci of IravjTn (p1un 30 f"ol of tr-Inpolary slren-n Im,pacl) and O.G7 :tern of ntra.irn bufforn in r,rd-r t,+ (-.irv'jurl a ic_?iderlba
rubdi•vicion ..;t Glorrlrood r otost dcvclopment rile, as you do;,r_tibMd In your application dated July 19, 2001. Aflar reviaAinq you
application, vYn have dcddrd that thin firl in r_nveral by General Watcr Qu.oity CartiScaticxi rhimbt ,ls 32Fa and 3289. 7h,-,s(
crrtiJicaiionc allow yY u to u?H I'latiorm•ido f crrrlil NuniLc:r ; 17 and 14 vAiun lhn C wpc of En7invors t .rth_r Ulr+m. 11113 applov:u i? al:-A
valid for the IJEAJnn r2(vHr buffaf rulUC (1LA NCAC 213 .0--Q). In xJdilion, you should got any othor fodor?f, st:rtu or I,x;;,l F+ rmil:; bofort
you CO rJln.-+?:1 with yew pto;ccl including (but not limited to) nridimont slid lzrocion Control, Coast:.il ZAor11nvalef, Non Di.r:+:I-rt{„ exi(
Water Supply W.V.-trnhr,d rn{lulntlvns. This approval will a,epifu w1wn tlw accompanying 404 or CA1.1A permit expires unless
othorwiso specified In the Gencral Ccrtffieatlon.
i his zpproval is only vahd ;for lh+ ptirpmi d. and d-::Ign.ihat.you.doscribod in your application oxcopt a•: rncdihr_,i bclpw. ll.yet
change your plujx i you arum notity us irnd you may bo roqulred to -rid u- a nnw appircation. If lhu pioFtJr ty iS; :old, the of:w vw;rs
mu:a be-given a od:.py of !W: Cc3r1ificAllon and approval loltor and is thoreby rt+:.p+onrible for complying wiU1 all cvndilio-rc . It toll
we(iand blki for lhl proj +ct (, oey or in Vic latulc) oxcrnd ono actaa,. comp nsatory miGg,itio(i may bC icquirad a : dq< ribui in 1?,l
NC•A?C 2.N ,050G 01),(6) zrid (n. Tliin :4Ipraval ;hall tupire whon the wrrr_-qxndinJ rJ.nliornn'do Ferm'l Hxpifo . or cis pit icr vI.?c piovic:Bc
In thu Gonoral C:oltincaticn. For tlils approval to be Valid, you roust lcfrow UTA CUrldilion . limed in tt-t- att.?clicd o=rt;ilcation and i+ni
addi:ionol cond,hon Ilrtod bt.lcw,
1. Dcod notrficc,, . cr -ijriJur nx>eh.ri?m: nh:rll fin p1:x. 1 on uH roa f:inp plrlsrlkud AIA wcAaadu rand wMors or ofr,ne; w 1iin 5C
lhcst
feet of all :L-+ilalna and ponds to notify th. M, t.+ In crdyr !o asralre wn-lpliirlca for iuwrC well:iod andlor wator im poct-
nx/dT udr.tnc. i41all bo put In plnou within 30 day" of thr%dato of Uils tetlvr Or tho insuanco of the 404 Pornrt (w-ii0Over is la;cr).
2. An additional,c_cvldition is lli it 4 frral, weitt,#n storrnwator plan rh:Ul be nppiovcd by tthls einr_a botore the impacDL: rpecibad in rrw
Cer3Jfleatlorl rxour. 71l stofinwat,,f rn4riagurrv.nt p:an must Includo I:CinC 21nd specification. for fJomlwatnr rnr:nn!1om-n
fx1GU,1s do--l: ncd to rcmovn t157/6 TSS according to Ulo most rccont vomlon of tho NC DF_NH SYormwifur f3v.:l hfardq,rrnen
Practices h'f..hual. SturrnwAfAr i,hall be direotod to flaw at nrin-Arosivo voloddo2 rw:ross Ul(> entire protectrRd r.b-oanl button: inc
flrct utilize prut.'uatnicnl v.1Bi dry dctcnllon b;trJnr- %torn alivory a cotistrucb?d wcUand con bu corvnlructod if rhect Clow canno
be malntalnop. Aro, the slruclural etorrrwator pr-?cUcc;:(t; ilpprovcd by thi: olLcaa -. v:oll drainago patterns rrrust be
malrtalned IN porpotuity. No ehangos to the stiu?turzd rtornrwn'or pr:r_t:ceo -.di,- l bo m.ido wiUlout tivtitten a lhorlJ Iron from the
Divisive ur 11?/at?+r Oua:ity. A E)"Q appruvnd oriuraUoriat and rnnirtonnnco ogre+,morit t; required for the raw-ililiar:. Till!
agreement muM bH -.ii7n-d ..rid provided ti7 DWQ wl;r1ln 90 days of issuance of Uit> Coo hf,-.-;Ak n. 1 irially brforc nny p,rtn-+nr+n
build:ng is o:.cupiad at rho dto, tho ftx'sli;ieo, an Vproved by this 00"Ge, shall L., +xnr.trurt"--d cued op rurional, nnJ tt,r
storrnwat.%rR',ana9emontptafl, Qs approv.ld by ihls Oftico, LJi..ll bu implorncnt4d.
3. Imp.-!, to 1116 I oL,'t+d wod,,rid ur37t be dono in oompliwicu wiU1 1!,A NCAC 7N .1:;00 when Iha-.e rule.-cdf, •ctw-
4,- • Upon wnipl"Uon of 4t,e product, U1c applicant J alLcc r>,.tato vx1 roturn @,o du wJuca+d 'C rU4Qatiun of Completion Form' U n-Ll)
UNQ Uvnt .91tho vuork included In the 401 .Crr6.4c 'on has beers 1o1npt0l.1. The resp?n _.ibta party f.t:.Jlton+ph (cr too ottndlec
form and W-Jirl it 10 U+c: 40111,VHll.lrui<I Unit u1 ale Dlvl,lon of Wablr Qualhy.
It you do no' :-oopt anv of the conditions a thi ; ran'.tf? rthn, you may a.$ for nn adju,lle•: bury kcal itx1. You roust act w-thin Gr
d:rra of tho dnh+ lhn:you rowtvo this Ir-tt.?L To ar,k for a t-iriiiy, r un,l a wtilte,n pctilion, wti ch conlorir+; to Ch.ip•ror i50!3 oI tl- tlof41
'~-n,1-il 11-0 ill.rr'r Vi.11 S -6-, Crhl•.r -r .? Ic.n r'I.'t-I-17'. _?7a1r r....(?1"j v-,-i =•,)J - •• ",?';i
N nrth C.,rr,lcnt Drr.lrtm?nt cr Env?ronn-.cat rxr NJ1'J+..1 H..-, ?urcr
1 - csr+ur-,%Y __ Th- 1, r. rh.11
1+ t F ._.? A11111d Gir,.ctr
Uf.i?.i?n J( W..tr+ Gu•+LI
1 of 2 9/15/03 8:58 AM
Glenwood Forest
Af'f?l tfiVA1_ fi/- w.. -....! y .r.i.Iru/1.... ....f Al?U1lIV.JAL C?NUITIa.>N.J ?.../ N..u.•.. Riv... fJaJer.,.fi..l a.s
_ ^.t?a_ J 1 r±r a o ..+.. ? Yw? vf<1, ?-uCY^..c+aCw+T ^•f - a?/t..w vl•+,+n I?YC.aa
rv tnroo.. -c,aJ.?l lU..a1v<Iti.^•f++ 1 ?I llw ?.?I >f ..jai WU.. ,.?.r:. w.? ..H-...s a 71 ^tll?.r.
w,yL? . f1.. U.?..vICJ.. 1 1T . x <_rf r^s>Ir...^rn IJ
w - - ?/ I .,n»?<cn .. ?' i t.c? s ??,..,1 .?. .. wn?.?, • . . ?r ..e.?,... - ..?1?.? ..1.,.?.
i.?. .? ,....-....,.,./ .r..,.. ..??../. Y .,. .?... ,/ ....,.,w ..,.. .-?........r,.... 1.. ....., ?. o... „u_.. J....J a.. un. ,,. u<+.. ...w _....
.>=/'nc.ri.?..•..•. ?i •... .11. 1./ 1? ? .aT UU? ? rlfwia, a.JU±v.+. ._
J, Yaf1U.+.. wl??.v.:Iltl..r. ? .I..t .. .1 rF -h..+11 K .-•l [ ? ..?.-....-•.•+ ..
I.r.+ 1 1 }f lVv U?U 1 -1 ?/? ?`. ^fy.•f Y? a Iw
Cll 1 , ?. N A> vw.. ? n I w?'.
_ ti ?1 v /a. ..M a... aw.?aM1 .?. t+.f •r.an?O oS .u?. r. .?... r..•
._ ........,J w..u...../ .......r n...-f<..... r..?.s.u?..... w.u. i._.A r, _.AC._ r
,. ...! w.+.l ?...-t .r... cY?.,.?..a, u....•sx.n.....,! ?....n.?o.>-•r,e...., ,.r..f ...n .... /f ... .......?.....i -a .-......... ems. en...-. ... .
11 ?. r... w.+. /< . n V•. +U ?.. h s ......r• ... T I.v .?,•/+w.•.w,.. r Y .f ... .ry.l. r.., _. .<.?
1, Y.... .1.. r.r_. ...a...l ., ...w a+f .F. ..... ..x r•r Yr... ... /.... /..?'. r. ..Y .h.v ..•a
...., ? <.. u... aJ...... u,•a v...a ...... ,..,., u.......ur... T.-. aF.. r,,. _? r.-?.1 . ?..-....J ? w.,, ............. 1 ??.........r.,.. .. ?_.. ?f-..?... ? ,.ate .. ?... ,,. u.
2 of 2 9/15/03 8:58 AM
Re: Glenwood Forest Stormwater plans and Buffer approv
Subject: Re: Glenwood Forest Stormwater plans and Buffer approval Wake Co. It
was delivered to you on 8/8 or 8/11. Kevin
From: "Todd St. John" <[e-mail]>
Date: Mon, 15 Sep 2003 07:36:54 -0400
To: Kevin Martin <[e-mail]>
CC: "bob.zarzecki" <[e-mail]>, "Todd.St.John"
<Todd.St.John @ ncmail.net>
Kevin, Can you fax me a copy of the 401 that went with this project
previously, I can prepare the NBR approval in Bob's absence. Other
wise we will have to locate it out of the archives which have
recently been moved and are in disarray...
Along with that Part IV of the application was left blank. We could
put the project on hold for that. However, if you can provide a
little background with the copy of the 401 then i may be able to put
this thing together... for instance, is this the project for which
John reviewed a stream call on behalf of Umstead?
If you can provide these things i can write this up today...
thanks, todd
Kevin Martin wrote:
Todd and Bob, about 30 days ago I sent in final plans for
stormwater on this
project and a request for an approval to place a pond on a buffer
that is
not on a Corps jurisdictional stream (it was not called isolated
just not
jurisdictional). I and Priest Craven the project engineer had met
with you
and the plan appeared acceptable you just wanted them to do the
final
designs. Can you tell me the status of that project? It was
delivered on
8/8 or 8/11 and was a big roll of plans as well as PCN copies.
Kevin
Kevin Martin
Soil & Environmental Consultants, PA
919-846-5900
This electronic communication, including all attachments, is
intended only
for the named addressee (s) and may contain confidential
information. This
electronic communication may not have passed through our standard
1 of 2 9/15/03 7:51 AM
Re: Glenwood Forest Stormwater plans and Buffer approv...
review/quality control process. Design data and recommendations
included
herein are provided as a matter of convenience and should not be
used for
final design. Rely only on final, hardcopy materials bearing the
consultant's original signature and seal. If you are not the
named
addressee (s), any use, dissemination, distribution or copying of
this
communication is prohibited. If you have received this electronic
communication in error, please notify the sender by return e-mail
and delete
the original communication from your system. Thank you.
2 of 2 9/15/03 7:51 AM
7 ".'ll, ??Ot?? M CI N' 1 1 = 25 FAX :5GI 221;;1 MAIN K )1i.'_`ii)r3TI
0- +?t?n?? ta3.01 1':L.l ,; It!G:,:a.t l ift G.lhlti'7']' r?i:1L,l.??i,!i1=r; I'
J? yv n f ?-?„
Nnrfh Garcdina Dcrattmcot c( E
r' S '> \ -
APPROVAL OF 40•IQuallty Cc-itifi"INn and ADDITIONAL CONDITIONS and Neuse Rivcr Gutfcr R
O?rrcll pcvcloprrr?r,t
P.O.3ox 761-2;
Jr,ff Davi. 1 1h,ry
,,tllto 140
t t ffarrl, VA 22554
Dun r ti.r. Sirs;
You have: our approvail, in arr-ordznnc-i vilth li<cattanccd concd'dons and toso Ilsted-below, to.irnPa(
lirncar fast of slloarils (plus 34 foot of tcmForacy slrcxn In pacl) and 0.67 ajo off z t aam buffurs in r.
,ubdivision nt Glorl -,rood Forost development site, ns you doscribed in your applicAon dated July 1!
application, wo havc dccldcd (hat This fill is covercd by Goncral Water Quaiity Carti`?calion N urr.
[x:rlilicalions 011041-u to usa Nadonveido Peirnit Numbers 12 and 14 whon thu Corp; of Enginuors issu
valid for lhl NEAins Rear buffer rulF,!~ (1511 NCAC 213.033). In cddition, yrni should got ur?y othor fodor
you 6o -1iond witli 'your lxo;ecl including (tut not limitod to) Sadimont and Erosion control, trovsWl St
'ltll,t9.r Sui:Tty Watbrsh?Dd rogulatfvn3. This approval will expire vihen t.hc accompanying 404 or
otherwiso sp©cified In the General Cortifrcafion.
Ibis-opprovJ- s only valid ;foi the pirp6-;;6 and de'sign.th.at.y(;u•dosaibcd in your applcation oxc
change your ptuj :c? you mu:-,t nctify u aid you may bo.required to r ?d tin a now application. If th© p
must be- giycn a aaVj of this Cgrtifcr-ition and approval letter and is thereby. ruspon:ible for 'complylr
wenand fill:; for lhi ti prolUrt nnvj or in lflc iuturo)-exccdd r+nn acre,,, conponsat,ory mitigation rn%q be
NCAC 2H,05506 (li)',(?) and f7?. T11is approval ;hill oxpire wficin llle c7orrczTpanding 1131ionwido Pan O a?
In tho Goveral certlhca?cn, For this approaval to be vNid, you must follow 111,73 condition: listed in thr,
addi'iond condition: II tc,d holovi,
i. Decd nobbcabQns or sirnlar nrx;hanin,= chnll hn pl;3ced ro a'rl rurnairjng jurlscih-durlal wclands
feet cf all st; itinlnc and ponds to no ify Ni -lito lit ordof '.o 4s•suro wniplianco for future wa lan,
Ric] chanltmlt.be put In puler. within 30 days of 11io date of this letlor or the is=anco of lhr, 40?
2. An additional,condiOon is i1141 a Gnal, wlitiwi ttormwator pl. n Fah;Al be approved by this Offico befo
Crrtldnakri occur. Thy{ stormwatef rr1?ri_r uum?,nt p'an must Includo plans and -_Tof.ifcat ens
tacllidos do5lj,'7cd to rcmova 859/ TSS 3xording to [he moat fccont vorsion of the MC Dr~NR .
Practictls M.ahuaf, Storm'.""Ifor shall be dircoled to Bove at nan-uroavo voloGdo.,, tosfi Uir) cnGrt
A—& .XIS-... {._._{_. __{ .-JLL j- . J.L__1__ Il- __ _-L.._I_J _.._A..?J _- L... -
I:!J (1 0 _
.n.,ironrnunt arA 1.4.11 R,r_nuurce
r dIllu D 4roc
Ulvlr.i?C? of 'r'i.;tvr Qu,1L1
SGptPmbu 1;1, Qt)l
'."lake counly
DINQ Projacl fl: 011-107
ules
;t 0.026 ;aCrc4,q of "llands, 30(
?rtfc? to mm-JiuCI a icsidonda
3, 2001, Afar reviewing you
Ibor;: 3288 and 3299. I hest
es Uiern. RN apprwai i al ,(
DI, st-i o ur I(Y,;d p4rmils Won
.crnv.*r, Non Duch rqo i,71(
;AMA permit expire; unbmss
npt as mccli(icd bcJpw. I(.yot
FQFQFtYis scold, lhc'n-.',v ow;w
iq wile all. oinditians- if (ofa
required n dq=ibud in 15?t
:pirt? or zt`a UI?ICrti9'I?? picvidec
atl decd c.:rli(iaallon and z:n)
,and walers or araos ti?7,kdr? 5r
I and/or watch irrlr acL 1 hm
I Pc-jrndt (vi ;ic icvcr is b'ur).
fe thei irrl7ardr, npcciG- d in V)
for ,:krniw3tor rnznngorngi
S1vrfrlwj(cr UO.3t Ma na,gemort
protected : Iriian I buffer:; an(
.__,....?, :. a. ,,.? a_... ..,....
IIIZA VUI]-'U PIVL'VdUIRl IIL YOU I LI IY UL'ICIIUL}II ??7 JFI-j, jiiL01I1,111-my a I:U115Uu=rl": WC%UJIIU UJII U!; UL
b=a malntaln4 Aw, the evu.,tural etormwator przctlct:s ac opprovud by Ihi-- Oitic-a az v"011 ,
malrtainud IN potpotuity. No cbange5 to the tiuctural storrrv;a ar pr.cfi--u :,.liaq bo rnndo Y.,idlou
Division of 11V<:t?ir Quality. A DWQ approved cporakrm! and maintenonco ngwi-) ont Is re
agrecrl-ient must he sipnnd ahd provided to DINQ W, itn S0 days of I5 ljanrEt of thl- CeAri lion.
building is _o;:cvp'knd nt tho Woo tnt fa li ics, as ::ppravvd by thi, ofilco, shall bo conbilur,
r,tormw.,tq r ianiigemrimt plan, ?s approvod by ING Ctfce, shell bit irnplorncnh-A.
3. Imparts to lhb 11cda-fid vit3&ind rm,!A ba done In compliarxru wi0115A NCAC aH .1,00 whonAw"a
Upc1n mpl «i]on of a + roJ« ct, .tire applicant zhall,com+cloto xi rnturn.etlt3 onc7o?d'Coriiticatior
DWQ t , tt -1116 work included In the 401.CorOc i lon has boci corTlplat+..'.:j. , Thc: rc:,flonvib1,O pai
form -nnd Wugn it 1o [tic 4WAVall., 10a ; Ujilt o1 Qic DIvlslon of Wafer Qu ]? /.
It you do no, cl:opt any of the conditions cf if)!!: rwIl(IuAnn, you may asj for on idjudic_:tor/ tic.
dayn of the data thn you rooaK o thij Icttcr, To a : fQr a h«?arin? guilt] a vailto-n peblion, whicli conforms
Vfe :?f1drJ SU1 l?;,it l li.r.J ???It $9N4.r Crilt'f i2 aNljh, W- ?'lk+ '1•?t14 F1) (71«} 733-7016 `ax; r7li
JrRjtJUW17U It mlYv LrcilllU
?is drolnge pnQcrns rrius' be
( written .rt,`?orl.? ilon from t.E
.quircd fo., lho facililia n. Thi:
l inally before any pormanai7
tcd and opcraUnnJ, and $r
rula,:. hacn.?y, c?ff<.ctiv?.
I of Complc- ion Farn".t) noGL?)
?ty.sh.?il?compl??c,E? t'r?t.:.iki?cl?cc
a?ir?g. You rnli-it rc( wthin oG
loChnptor ISO of U10 t'lurl
r.•cr
i J l l'u l t: 3- ! i -Y:
Project No. DNVQ 03-1002
Project Name: Glenwood Forest
Bio-retention 1
SUBMITTED DESIGN:
elevations
Permanent Pool (ft) 337
Temporary Pool (ft) 337.75
areas
Permanent Pool SA (sq ft) 6600
Drainage Area (ac) 4.8
Impervious Area (ac) 2.3
Rational C 0.61
Size % 5
volumes
REQUIRED DESIGN:
0.75 ft. depth
63772 sq. ft.
ac
47.9 % impervious
no sand underdrain
check depth
check surfac
Inlet Velocity 1 0 fps check veloci
Inlet Flow Depth 1.2 in
Depth to Ground Water 7 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration 0 0.00 in/hr check

0 0
1. (i'2 `' ?Yt-??? ALL °J
u? CC? • '? ?J 3?
Project No. DNVQ 03-1002
Project Name: Glenwood Forest
Bio-retention 2
SUBAIITFED DESIGN.
elevations
Permanent Pool (ft) 301
Temporary Pool (ft) 301.75
areas
Permanent Pool SA (sq ft) 9205
Drainage Area (ac) 6.2
Impervious Area (ac) 3.4
Rational C 0.65
Size % 5
volumes
REQUIRED DESIGN:
0.75 ft. depth
87773 sq. ft.
ac
54.8 no impervious
no sand underdrain
check depth
check surfac
Inlet Velocity 1.1 0 fps check veloci
Inlet Flow Depth 1.3 in
Depth to Ground Water 7 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration 0 0.00 in/hr check

Project Name: Glenwood Forest
Project No. DNV Q 031002
Pond 3
SUBA117TED DESIGN: REQUIRED DESIGN.
elevations S.1 average depth status
280
288 8 ft. depth check depth
Temporary Pool (ft) 289.55 1.55 ft. depth ok
areas
Permanent Pool SA (sq ft) 33090 14148 sq. ft. ok
Drainage Area (ac) 29.6 18886 based on avg depth ok
Impervious Area (ac) 16.4 55.4 % -

volumes
Permanent Pool (cu ft) 170000
Temporary Pool (cu ft) 61650 58951 cu. ft. ok
Forebay (cu ft) 34000 20.0% ok
other parameters
SA/DA 1.4 1.10 -
Orifice Diameter (in) 3 0.21 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SA/DA***
8 ft. Permanent Pool Depth
`/o Im ervious SAIDA fron (Avg. Depth)
Next Lowest 50 1 1.171000302 1.03
Project Impervious 55.4 1.10 1.46; 1.27
Next Highest 60 1.18 1.714375944 1.43
3 ft 4
CGU dbd 1, .ZS , os
Project No. DWQ 03-1002
Project Name: Glenwood Forest
Bio-retention 4
SUBA117TED DESIGN:
elevations
Permanent Pool (ft) 333
Temporary Pool (ft) 333.75
areas
Permanent Pool SA (sq ft) 3010
Drainage Area (ac) 1.6
Impervious Area (ac) 0.9
Rational C 0.67
Size % 5
volumes
REQUIRED DESIGN:
0.75 ft. depth
23348 sq. ft.
ac
56.3 % impervious
check depth
check suifac
no sand underdrain
Inlet Velocity 1 0 fps check veloci
Inlet Flow Depth 1.2 in
Depth to Ground {Pater 7 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration 0 0.00 in/hr check

Project No. DWQ 03-1002
Project Name: Glenwood Forest
Bio-retention 5
SUBMITTED DESIGN:
elevations
Permanent Pool (ft) 339
Temporary Pool (ft) 339.75
areas
Permanent Pool SA (sq ft) 8020
Drainage Area (ac) 5.1
Impervious Area (ac) 2.6
Rational C 0.63
Size ryo 5
volumes
REQUIRED DESIGN:
0.75 ft. depth
69979 sq. ft.
ac
51.0 % impervious
check depth
check surfac
no sand underdrain
Inlet Velocity 1.01 0 fps check veloci
Inlet Flow Depth 1.4 in
Depth to Ground Water 7 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration 0 0.00 in/hr check

Project No. DWQ 03-1002
Project Name: Glenwood Forest
Bio-retention 6
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations
Permanent Pool (ft) 371
Temporary Pool (ft) 371.75
0.75 ft. depth
check depth
areas
Permanent Pool SA (sq ft) 6290
Drainage Area (ac) 4.7
Impervious Area (ac) 2.1
Rational C 0.59
Size % 5
volumes
60396 sq. ft.
ac
44.7 % impervious
no sand underdrain
check surfac
Inlet Velocity 1.1 0 fps check veloci
Inlet Flow Depth 1.5 in
Depth to Ground Water 7 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr ok
In-Situ Soil Infiltration 0 0.00 in/hr check

O?O? W AT ?RQG
DW . r
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
August 26, 2003
To: Bob Zarzecki
From: Todd St. John
Re: Glenwood Fores
DWQ# 031002
Wake County
have reviewed the stormwater for this project and have the following comments and proposed approval lingo:
I am not certain I understand that there are no stream impacts proposed as there appear to be a number of culverts as
well as flooding and a dam. There are certain areas that do not appear to have any means of addressing stormwater
runoff such as the runoff from Poyner Road, Glenwood Forest Road, the area around lots 243 to 283, and lots 374 to 404.
Also, why don't they need to put forest vegetation around the pond?
Is this the one where John made the new stream call?
Here's some lingo: (I can't tell if this is for 401 or NBR)
$$) Written Stormwater Management Plan (Final Plan Needed)
An additional condition is that a final, written stormwater management plan (including a signed and
notarized Operation and Maintenance Agreement) shall be approved in writing by this Office before the
impacts specified in this Certification occur per Condition No. in GC No. . The stormwater
management plan must include plans and specifications for stormwater management facilities that are
appropriate for surface waters classified as and designed to remove 85% TSS according to the
most recent version of the NC DENR Stormwater Best Management Practices Manual. These facilities
must be designed to treat the runoff from the entire project, unless otherwise explicitly approved by the
Division of Water Quality. Also, before any permanent building is occupied at the subject site, the
facilities (as approved by this Office) shall be constructed and operational, and the stormwater
management plan (as approved by this Office) shall be implemented. The structural stormwater
practices as approved by this Office as well as drainage patterns must be maintained in perpetuity. No
changes to the structural stormwater practices shall be made without written authorization from the
Division of Water Quality.
The drainage area to each BMP must be clearly delineated. Any areas that do not drain to one of the
specified BMPs must be directed 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 26 .0233 (5). If this is not possible it may be necessary to provide stormwater facilities that are
considered to remove nitrogen. Of particular concern is the runoff from Poyner Road, Glenwood Forest
Road, the area around lots 243 to 283, and lots 374 to 404.
Also, please provide the outlet and forebay details for Wet Pond #1.
It is recommended that you provide a worksheet for each BMP available at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Project No. DWQ Glenwood r.N
Project Name: 03-1002
SUBMITTED DESIGN. 1 REQUIRED DESIGN:
elevations

Permanent Pool (ft) 337 0.5 ft. depth
Temporary Pool (ft) 337.5
areas
Permanent Pool SA (sq ft)
6600
6377 sq. ft.
Drainage Area (ac) 4.8 ac
Impervious Area (ac) 2.3 47.9 % impervious
Rational C 0.61
Precipitation (in) 0.5 sand underdrain
volunnes
Inlet Velocity 0.62 0 fps
Inlet Flow Depth 1.2 in
Depth to Ground Water 7 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr
In-Situ Soil Infiltration 0.62 0.00 in/hr
ok
ok
ok
ok
ok
Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
elevations

Permanent Pool (ft) 301 0.5 ft. depth
Temporary Pool (ft) 301.5
areas
Permanent Pool SA (sq ft)
9205
8777 sq. ft.
Drainage Area (ac) 6.2 ac
Impervious Area (ac) 3.4 54.8 % impervious
Rational C 0.65
Precipitation (in) 0.5 sand underdrain
volumes
Inlet Velocity 0.67 0 fps
Inlet Flow Depth 1.3 in
Depth to Ground Dater 6 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr
In-Situ Soil Infiltration 0.27 0.00 in/hr
ok
ok
ok
ok
ok
0 e? F6 J D42,4ekj+b[5?0 &75' 11 -
Project Name: Glenwood F.N
Project No. DWQ 03-1002

SUBMITTED DESIGN. Pond No'
(? 3 /
`/
REQUIRED DES
elevations _ 5.1 y average pth status
Bottom of Basin (ft) 280
Permanent Pool (ft) 288 ft. de c reek depth
Temporary Pool (ft) 289.55 1. t. depth
areas
Permanent Pool SA (sq ft)
33090
19996 sq. ft.
ok
Drainage Area (ac) 29.6 2234, based on avg depth ok
Impervious Area (ac) 16.4 55.4 % -
volumes
Permanent Pool (cu ft) 170000
Temporary Pool (cu ft) 61650 58951 cu. ft. ok
Forebay (cu ft) 34000 20.0 % ok
other parameters
SA/DA 1.4 1.55 -
Orifice Diameter (in) 4 0.37cfs raw down
Design Rainfall (in) L
draw own check drawG
Linear Interpolation of Corr ect SAIDA***
8 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 50 1.34 0.784249 018 1.08
Project Impervious 55.4 1.55 0.95 1.27
Next Highest 60 1.73 1.088748 867 1.43
3 ft 4

-W- 42
??aif 6S
Project Name: Glenwood F.N
Project No. DWQ 03-1002
Pond No.
SUBMITTED DESIGN. 3 REQUIRED DESIGN.-
elevations 3. 0, depth status
Bottom of Basin (ft) 283
Permanent Pool (ft) 288 5 ft. depth ok
Temporary Pool (ft) 289.55 1.55 ft. depth ok
areas
Permanent Pool SA (sq ft)
20000
19996 sq. ft.
ok
Drainage Area (ac) 29.6 19996 based on avg depth ok
Impervious Area (ac) 16.4 55.4 % -

volumes
Permanent Pool (cu ft) 60000
Temporary Pool (cu ft) 61650 58951 cu. ft. ok
Forebay (cu ft) 12000 20.0 % ok

other parameters
SA/DA 1.4 1.55 -
Orifice Diameter (in) 3 0.21 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SAIDA***
5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 50 1.34 1.34 1.08
Project Impervious 55.4 1.55 1.55 1.27
Next Highest 60 1.73 1.73 1.43
3 ft 4
Project Name: Glenwood F.N 12?11
'
Project No. DWQ 03-1002 //?-?``}
Pond No.
SUBMITTED DESIGN. 3 REQUIRED DESIGN:
elevations 5. 1_ depth status
Bottom of Basin (ft) 283
Permanent Pool (ft) 288 5 ft. depth ok
Temporary Pool (ft) 289.55 1.55 ft. depth ok

areas
Permanent Pool SA (sq ft)
33090
19996 sq. ft.
ok
Drainage Area (ac) 29.6 12234 based on avg depth ok
Impervious Area (ac) 16.4 55.4 % -

volumes
Permanent Pool (cu ft) 170000
Temporary Pool (cu ft) 61650 58951 cu. ft. ok
Forebay (cu ft) 34000 20.0 % ok

other parameters
SAMA 1.4 1.55 -
Orifice Diameter (in) 3 0.21 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 50 1.34 0.784249018 1.08
Project Impervious 55.4 1.55 095 1.27
Next Highest 60 1.73 1.088748867 1.43
3 ft 4
Project Name: Glenwood F.N
Project No. DWQ 03-1002
Pond No.
SUBMITTED DESIGN. 3 REQUIRED DESIGN.-
elevations average depth status
Bottom of Basin (ft) 283
Permanent Pool (ft) 288 5 ft. depth ok
Temporary Pool (ft) 289.55 1.55 ft. depth ok

areas
Permanent Pool SA (sq ft)
33090
19996 sq. ft.
ok
Drainage Area (ac) 29.6 19916 based on avg depth ok
Impervious Area (ac) 16.4 55.4 % -

volumes
Permanent Pool (cu ft) 100000
Temporary Pool (cu ft) 61650 58951 cu. ft. ok
Forebay (cu ft) 20000 20.0 % ok

other parameters
SA/DA 1.4 1.55 -
Orifice Diameter (in) 3 0.21 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SAIDA ***
5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 50 1.34 1.334264128 1.08
Project Impervious 55.4 1.55 L54? 1.27
Next Highest 60 1.73 1.723381686 1.43
3 ft 4
Y?

Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBMITTED DESIGN: 4 REQUIRED DESIGN:
elevations
Permanent Pool (ft) 333 0.5 ft. depth
Temporary Pool (ft) 333.5
areas
Permanent Pool SA (sq ft) 3010 2335 sq. ft.
Drainage Area (ac) 1.6 ac
Impervious Area (ac) 0.9 56.3 % impervious
Rational C 0.67
Precipitation (in) 0.5 sand underdrain
volumes
Inlet Velocity 0.67 0 fps
Inlet Flow Depth 1.2 in
Depth to Ground IYater 6 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr
In-Situ Soil Infiltration 0.68 0.00 in/hr
F
ok
ok
ok
ok
ok
Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBAII= DESIGN. 5 REQUIRED DESIGN:
elevations

Permanent Pool (ft) 339 0.5 ft. depth
Temporary Pool (ft) 339.5
areas
Permanent Pool SA (sq ft)
8020
6998 sq. ft.
Drainage Area (ac) 5.1 ac
Impervious Area (ac) 2.6 51.0 % impervious
Rational C 0.63
Precipitation (in) 0.5 sand underdrain
volumes
Inlet Velocity 0.67 0 fps
Inlet Flow Depth 1.4 in
Depth to Ground (rater 7 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr
In-Situ Soil Infiltration 0.68 0.00 in/hr
ok
ok
ok
ok
ok
Project No. DWQ Glenwood F.N.
Project Name: 03-1002
SUBMITTED DESIGN: 6 REQUIRED DESIGN:
elevations
Permanent Pool (ft) 371 0.5 ft. depth
Temporary Pool (ft) 371.5
areas
Permanent Pool SA (sq ft) 6290 6040 sq. ft.
Drainage Area (ac) 4.7 ac
Impervious Area (ac) 2.1 44.7 % impervious
Rational C 0.59
Precipitation (in) 0.5 sand underdrain
volumes
Inlet Velocity 0.67 0 fps
Inlet Flow Depth 1.5 in
Depth to Ground Mater 7 6 ft
Planting Soil Infiltration 0.52 0.52 in/hr
In-Situ Soil Infiltration 0.68 0.00 in/hr

ok
ok
ok
ok
ok
PRIEST, CRAVEN & ASSOCIATE
LAND USE CONSULTANTS
PLANNERS/LANDSCAPE DESIGNERS/ENGINEERS/SURVEYORS JA `s 0 rl 2I1n7

LETTER L::a - Yil lt:i, CX/',LITY
OF TRANSMITTAL
Attention:
Ms. Cyndi Karoly Date:
January 05, 2005
To:
NC Division of Water Quality Regarding: Glenwood North Subdivision

401/Wetlands Unit (previously -Glenwood Forest)
DWQ Project No. 031002, Wake County

Sending Attached By: ( )Mail ( )Fax (X )PC&A ( )Overnight ( )Pickup ( Other
(X )Specifications ( )Computer Disk (See Note) ( )Contracts
(X)Plans/Prints (X )Letters ( )Other
Number of
Copies Number of
Sets Project
Number Description
1 DWQ - 031002 Cover Letter
1 DWQ - 031002 Stormwater Device Worksheets (6)
1 DWQ - 031002 Recorded Operation and Maintenance Agreement
1 DWQ - 031002 Stormwater Operations and Maintenance Manual and Budget
1 DWQ - 031002 Stormwater Runoff Analysis
1 DWQ - 031002 Stormwater Drainage Area Worksheet
1 DWQ - 031002 Construction Plans
These Are Being Sent:
( )For Your Approval ( )For Review/Comment
(X )For Your Use/Information ( )For Your Signature
)As Requested By:
)Other
Notes: Please find enclosed the information requested b our approval letter for Glenwood Forest (now
referred to as Glenwood North) - DWQ Project No. 031002, Wake County. If you have an questions lease
give me a call at 781-0300. Thank You.

t st, Craven & Associates, Inc. accepts no habilay, expressed or implied,
uracy or the currentness of my information/data transmitted by computer
ers. Signature:
f3radl e?{ Bowl inq, p?
3803 n Computer Drive, Suite 104, Raleigh, NC 27609 Phone [phone] Fax [phone] Email: PIZIESTCIZAV PAOL.COM
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
EXHIBIT
FOR
GLENWOOD WORTH
SUBDIVISION
(PHASES 1-8)
(5-118-2003)
STORMWATER OPERATIONS AND
MAINTENANCE MANUAL AND BUDGET
February 17, 2004
Revised: March 31, 2004
Revised: September 30, 2004
Revised: November 15, 2004
Revised: December 3, 2004

SEAL _
P ?
6967 op-
:?9 '?• GINE.' ?.
lift I it; I 1W
RALEIGH, WAKE COUNTY, NORTH CAROLINA
PLANNERS /LANDSCAPE DESIGNERS / ENGINEERS / SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609. Phone [phone]. Pax 919/782-1288
OPERATIONS AND MAINTENANCE MANUAL
February 17, 2004
Revised: March 31, 2004
Revised: September 30, 2004
Revised: November 15, 2004
Revised: December 3, 2004
GLENWOOD NORTH SUBDIVISION (PHASES 1-8)
OPERATIONS AND MAINTENANCE MANUAL AND BUDGET
Raleigh, Wake County, North Carolina
1.0 INTRODUCTION
Glenwood North Subdivision (Phases 1-8) is a single family attached residential townhome
development located near the intersection of Glenwood Avenue and Hilburn Road in Northwest
Raleigh, within Wake County, North Carolina. The City of Raleigh Subdivision Number for this
Development is S-118-2003.
The City of Raleigh Stormwater Control and Watercourse Buffer Regulations, Part 10, Chapter
9, applies to this subdivision. Compliance with"this ordinance will require the installation and
perpetual maintenance of a number of Stormwater Control Measures.
The Stormwater Control Measures shall be constructed by Westfield Homes of the Carolinas,
LLC, the developer and builder of Glenwood North Subdivision (Phases 1-8). Upon completion
of the Stormwater Control Measures and other subdivision infrastructure, the measures will be
transferred to the Glenwood North Homeowners Association who will be responsible for the
operation and maintenance of the Stormwater Control Measures. All of these measures are
shown on construction drawings prepared by Priest, Craven & Associates, Inc., entitled
"Glenwood North Subdivision" dated July 13, 2004 and revised August 17, 2004 and approved
by the City Conservation Engineer on August 23, 2004.
2.0 STORMWATER CONTROL DEVICES
2.1 General - The stormwater management plan for Glenwood North Subdivision (Phases 1-8)
calls for the installation of the following Stormwater Control Measures.
2.2 Wet Pond - There shall be one Wet Pond (Stormwater Area #3) located within a private
drainage easement. The Wet Pond (Stormwater Area #3) shall be located on Lot 1 of Glenwood
North Subdivision (Phases 1-8) as shown on the plats recorded with the Wake County Register
of Deeds. The Wet Pond (Stormwater Area #3) design specifications are detailed in the
Glenwood North Subdivision "Stormwater Runoff Analysis" prepared by Priest, Craven and
Associates, Inc. dated February 16, 2004 and Revised April 1, 2004 and on construction
drawings prepared by Priest, Craven & Associates, Inc., entitled "Glenwood North Subdivision"
dated July 13, 2004, revised August 17, 2004, and approved by the City Conservation Engineer
Page 2
on August 23, 2004. Portions of Lot 1, Lot 2, and Lot 3 shall utilize the Wet Pond (Stormwater
Area #3) as a stonmwater device. The depth of the permanent pool of the Wet Pond (Stormwater
Area 93) shall be six feet. The Wet Pond (Stormwater Area #3) shall have a storage volume of
approximately 208,000 cubic feet from the bottom of the pond to the normal pool and
approximately 164,400 cubic feet of storage from the normal pool to the top of the principal
spillway. The Wet Pond (Stormwater Area #3) shall have dimensions of approximately 150 feet
wide, 215 feet long, and approximately 8.0 feet deep (from the normal pool elevation to the
bottom of the pond). The surface area of the normal pool shall be approximately 33,090 square
feet at elevation 288.0. The bottom of the pond shall be at approximately 280.0. The Wet Pond
(Stormwater Area #3) shall have three inlet pipes, a 30" RCP, a 36" RCP, and a 42" RCP. The
pond shall have a permanent 72" concrete riser with a trash rack as the principal spillway and a
rip-rap (or approved equal) lined emergency spillway. The top of the riser shall be 290.90. The
pond shall have 108 linear feet of 48" RCP as the barrel with an invert of 282.0 at the riser and
an invert of 280.70 at its downstream outlet. The rip-rap (or approved equal) lined emergency
spillway shall be a minimum of 25' wide at elevation 292.90. The top of the dam shall be at
elevation 295.0 and shall have a minimum width of 10'. The anticipated draw down time of the
volume of runoff stored in the Wet Pond (Stormwater Area 43) shall be approximately two days.
All outlet structures shall be inspected as detailed under the "Maintenance and Inspection
Requirements" section found below.
The storm sewer inlets into the Wet Pond (Storfnwater Area 93) shall have a stone lined velocity
dissipater pad at all discharge points into the wet pond forebays. A rip-rap lined velocity
dissipater pad shall be downstream of the 48" RCP barrel structure. Design for velocity
dissipater pads shall be as follows: at the 30" FES - length of 10', width of 8', depth of 22"
consisting of class B rip-rap, at the 36" FES - length of 10', width of 8', depth of 22" consisting
of class B rip-rap, at the 42" FES - length of 10', width of 8', depth of 22" consisting of class B
rip-rap, and downstream of the 48" RCP Barrel Structure - length of 21', width of 20', depth of
27" consisting of class 2 rip-rap. Stone for the riprap dissipater pads shall be replenished every
three years to their original design specifications.
The pond shall provide a minimum of two feet of depth at the bottom of the pond along with
forebays at each inlet for permanent sediment storage. The top of the two-foot permanent
sediment storage zone at the bottom of the pond shall be approximately 282.0. The two-foot
permanent sediment zone shall contain approximately 34,600 cubic feet of storage. There shall
be three forebays for sediment storage, one at each inlet. The forebays shall be created with Rip
Rap Baffles. All baffles shall have a top elevation of approximately 286.0. The depth of each
forebay shall be approximately six feet. The volume of the forebays shall be as follows: at the
30" inlet pipe - approximately 9,000 cubic feet, at the 36" inlet pipe - approximately 13,000
cubic feet, and at the 42" inlet pipe - approximately 12,000 cubic feet. The level of accumulated
sediment shall be checked during the annual inspection of the devices. A minimum of six
measurements shall be taken utilizing a measurement stick or pole to determine sediment build-
up. One measurement shall be take at each of the forebays, and at least three measurements shall
be taken throughout the remainder of the pond at random locations making sure to check levels
around the edge of the pond and at the center of the pond. Additional measurements shall be
taken until the pond inspector feels he or she has obtained sediment depths representative of each
Page 3
forebay as well as the remainder of the pond. Accumulated sediment shall be removed from the
AWL pond before the level reaches the top of the sediment storage zones / baffles - approximately
elevation 282.0 for the permanent sediment storage at the bottom of the Pond and approximately
elevation 286.0 for each of the forebays. It is estimated that accumulated sediment will have to
be removed every five years.
2.3 Bio-retention Areas - There shall be five Bio-retention Areas to be located in private
drainage easements as shown on the plats recorded with the Wake County Register of Deeds.
Bio-retention (Stormwater Area 91) shall be located on Lot 1 along the west side of Glenwood
Forest Road and shall be shared by Lot 1, Lot 3, and Lot 4. Bio-retention (Stormwater Area #2)
shall be located on Lot 1 to the south of Townhome Lot 36. Bio-retention (Stormwater Area
44) shall be located on Lot 1 between townhome lots 243 and 244. Bio-retention (Stormwater
Area #5) shall be located on Lot 1 along Poyner Road next to townhome lot 254 and shall be
shared by Lot 1 and Lot 2. Bio-retention (Stormwater Area #6) shall be located on Lot 2 along
Poyner Road and Pleasant Valley Road behind townhome lots 368 - 387 and shall be shared by
Lot 1, Lot 2, and Lot 3. The storm sewer inlets into the Bio-retention Areas shall have a stone
lined rip rap apron level spreader at all discharge points into the bio-retention areas. All storm
sewer outlets from the overflow inlets of the Bio-retention Areas shall have a stone lined rip-rap
apron at their discharge points. Stone for riprap apron level spreaders and rip-rap apron velocity
reduction pads shall be replenished every three years to their original design specifications. Each
Bio-retention Area shall have a rip-rap (or approved equal) lined emergency spillway.
Bio-retention (Stormwater Area #1) shall have dimensions of approximately 180 feet long, 50
feet wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be two discharge points
into Bio-retention (Stormwater Area 91), both 24" RCP. There shall be a Rip Rap Apron Level
Spreader located at both discharge points into Bio-retention (Stormwater Area 91). The design
of both Rip Rap Apron Level Spreaders shall be - length of 16', width of 12', depth of 22"
consisting of class B rip-rap. A 3' wide rip-rap level spreader shall run along the entire length of
the eastern side of Bio-retention (Stormwater Area #1). Bio-retention (Stormwater Area 91) shall
have two City of Raleigh Standard Drop Inlets, Standard #30.03 taken from City of Raleigh
Central Engineering Department Standard Details. The top elevation of the inlets shall be
337.75. There shall be one 24" RCP outlet with a rip-rap lined velocity dissipater pad at its
discharge point with the following design - length of 12', width of 10', depth of 22" consisting of
class B rip-rap. The rip-rap (or approved equal) lined emergency spillway shall be a minimum
of 25' wide at elevation 338.5. The top of the dam shall be at elevation 339.5 and shall have a
minimum width of 10'.
Bio-retention (Stormwater Area #2) shall have dimensions of approximately 200 feet long, 40
feet wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be two discharge points
into Bio-retention (Stormwater Area 42), one 15" RCP and one 30" RCP. There shall be a Rip
Rap Apron Level Spreader located at both discharge points into Bio-retention (Stormwater Area
#2). The design of the Rip Rap Apron Level Spreader at the 15" RCP shall be length of 10',
width of 8', depth of 22" consisting of class B rip-rap. The design of the Rip Rap apron Level
Spreader at the 30" RCP shall be length of 15', width of 12', depth of 22" consisting of class B
rip-rap. A 3' wide rip-rap level spreader shall run along the entire length of the northern and
Page 4
eastern side of Bio-retention (Stormwater Area 42). Bio-retention (Stormwater Area #2) shall
have three City of Raleigh Standard Drop Inlets, Standard #30.03 taken from City of Raleigh
Central Engineering Department Standard Details. The top elevation of the inlets shall be
301.75. There shall be one 30" RCP outlet with a rip-rap lined velocity dissipater pad at its
discharge point with the following design - length of 15', width of 12', depth of 22" consisting of
class B rip-rap. The rip-rap (or approved equal) lined emergency spillway shall be a minimum
of 25' wide at elevation 302.5. The top of the dam shall be at elevation 303.5 and shall have a
minimum width of 10'.
Bio-retention (Stormwater Area #4) shall have dimensions of approximately 92 feet long, 32 feet
wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be three discharge points
into Bio-retention (Stormwater Area 44), two 15" RCP and one 18" RCP. There shall be a Rip
Rap Apron Level Spreader located at all discharge points into Bio-retention (Stormwater Area
94). The design of the Rip Rap Apron Level Spreader at the 15" RCP pipes shall be length of
10', width of 8', depth of 22" consisting of class B rip-rap. The design of the Rip Rap Apron
Level Spreader at the 18" RCP shall be length of 10', width of 8', depth of 22" consisting of
class B rip-rap. A 3' wide rip-rap level spreader shall run along the entire length of the northern
side of Bio-retention (Stormwater Area #4). Bio-retention (Stormwater Area 94) shall have two
City of Raleigh Standard Drop Inlets, Standard #30.03 taken from City of Raleigh Central
Engineering Department Standard Details. The top elevation of the inlets shall be 333.75. There
shall be one 18" RCP outlet with a rip-rap lined'velocity dissipater pad at its discharge point with
the following design - length of 10', width of 8', depth of 22" consisting of class B rip-rap. The
rip-rap (or approved equal) lined emergency spillway shall be a minimum of 25' wide at
elevation 334.5. The top of the dam shall be at elevation 335.5 and shall have a minimum width
of 10'.
Bio-retention (Stormwater Area 95) shall have dimensions of approximately 160 feet long, 50
feet wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be three discharge
points into Bio-retention (Stormwater Area 95), one 15" RCP, one 18" RCP, and one 24" RCP.
There shall be a Rip Rap Apron Level Spreader located at all discharge points into Bio-retention
(Stormwater Area #5). The design of the Rip Rap Apron Level Spreader at the 15" RCP, 18"
RCP, and 24" RCP pipes shall be length of 10', width of 8', depth of 22" consisting of class B
rip-rap. A 3' wide rip-rap level spreader shall run along the entire length of the northern and
eastern side of Bio-retention (Stormwater Area #5). Bio-retention (Stormwater Area #5) shall
have three City of Raleigh Standard Drop Inlets, Standard #30.03 taken from City of Raleigh
Central Engineering Department Standard Details. The top elevation of the inlets shall be
339.75. There shall be one 24" RCP outlet with a rip-rap lined velocity dissipater pad at its
discharge point with the following design - length of 12', width of 10', depth of 22" consisting of
class B rip-rap. The rip-rap (or approved equal) lined emergency spillway shall be a minimum
of 25' wide at elevation 340.5. The top of the dam shall be at elevation 341.5 and shall have a
minimum width of 10'.
Bio-retention (Stormwater Area #6) shall have dimensions of approximately 120 feet long, 75
feet wide, 5 feet deep, underlain by a one foot deep sand bed. There shall be two discharge points
into Bio-retention (Stormwater Area #6), both 18" RCP. There shall be a Rip Rap Apron Level
Page 5
Spreader located at both discharge points into Bio-retention (Stormwater Area #6). The design
of both Rip Rap Apron Level Spreaders shall be - length of 10', width of 8', depth of 22"
consisting of class B rip-rap. A 3' wide rip rap level spreader shall run along the entire length of
the eastern side of Bio-retention (Stormwater Area 46). Bio-retention (Stormwater Area 96) shall
have two City of Raleigh Standard Drop Inlets, Standard 930.03 taken from City of Raleigh
Central Engineering Department Standard Details. The top elevation of the inlets shall be
371.75. There shall be one 24" RCP outlet with a rip-rap lined velocity dissipater pad at its
discharge point with the following design - length of 12', width of 10', depth of 22" consisting of
class B rip-rap. The rip rap (or approved equal) lined emergency spillway shall be a minimum of
25' wide at elevation 372.5. The top of the dam shall be at elevation 373.5 and shall have a
minimum width of 10'.
The planting soil utilized in the bio-retention areas shall be as described in the Construction
Procedures and Requirements contained on the construction drawings, a sandy loam with a clay
content of less than 25%, and an infiltration rate in excess of 0.52 inches per hour. Planting Soil
shall be in a pH range of 5.5 tp 6.5, organic matter from 1.5% to 3.0%, and soluble salts shall not
exceed 500 ppm. A 2-inch thick layer of shredded hardwood mulch shall cover the surface of
the bio-retention area. Planting within the bio-retention area shall be a mixture of trees and
shrubs in accordance with the plant list on the construction drawings.
3.0 MAINTENANCE AND INSPECTION REQUIREMENTS
3.1 General - All maintenance and inspections shall be carried out in accordance with the
requirements and recommendations contained in the latest revision of NCDENR's Stormwater
Best Management Practices, the latest revision of the City of Raleigh Stormwater Design
Manual, and Part 10, Chapter 9 of the Code of Ordinances of the City of Raleigh. Persons and/or
organizations responsible for maintenance should obtain copies and thoroughly familiarize
themselves with this information. The majority of the following general maintenance guidelines
for each type of device are taken directly from the latest edition of NCDENR's Stormwater Best
Management Practices in place at the time of preparation of the Maintenance Plan for Glenwood
North Subdivision (Phases 1-8). Persons and/or organizations responsible for maintenance and
operation of the stormwater devices for Glenwood North Subdivision (Phases 1-8) should also
obtain the latest copies of the detailed construction plans and design information for the
Glenwood North Subdivision, including any revisions to the design details and/or construction
plans occurring after the latest revision date of this manual, and thoroughly familiarize
themselves with the plans and design of all of the devices.
3.2 Wet Pond (Stormwater Area #3) Maintenance Guidelines
Routine Maintenance:
a) Mowing - Mow all areas surrounding pond on a regular basis during the mowing season
(April - October or as necessary). All grassed areas of a Wet Pond should be mowed to a
maximum height of six inches.
Page 6
b) Debris removal - remove all trash and debris from pond and surrounding banks. Inspect
orifice trash guard at spillway and remove debris as required. (inspect monthly or after storms of
more than I inch of rainfall in 24 hours)
c) Minor slope failures - Repair by seeding or sodding as soon after detection as possible.
d) Periodic Inspection - Inspect pond after all major storm events (more than 1 inch of rainfall in
24 hours) or after extended periods of rain (more than 2 to 3 days). Look for damage to inlet
channels, spillways, debris build-up at spillway and trash guard, and eroded or slumped
embankments.
e) Trees and Brush - Trees and brush shall not be permitted on embankments or in spillways.
regular mowing shall prevent unwanted growth.
f) Miscellaneous items - excessive plant growth, algae blooms, odors, discoloration, animal
pests, etc. should be addressed with the governmental office having jurisdiction for watershed
protection on an as needed basis. Solutions to these types of problems should be non-chemical
and deemed safe for drinking water supply reservoir application.
g) Annual Inspections - Semi-Annual maintenance inspections shall be performed by the
owner's engineer.
Non-routine Maintenance:
These maintenance items will require a registered professional engineer to prepare a plan and/or
details and to certify completion in accordance with the plan and/or details. All revisions and
repairs shall be done in accordance with City of Raleigh and NCDENR guidelines and
specifications.
a) Sediment clean-out - Sediment removal from the pond, forebays, or rip rap baffles shall be
detailed to indicate finish elevations, removal and disposal methods of sediment, stabilization of
disturbed areas, erosion control, and stabilization of spoil areas.
b) Channel Stabilization - Repair small rills by sodding. Reshaping and revegetation of
waterway will be necessary for larger failures. Maintain rip rap channels to prevent tree/brush
growth on banks and bottoms. Replace rip rap as required to maintain design capacity.
c) Principal Spillway - Inspect spillways for improper alignment, cracks, leaks, corrosion,
blockage, etc. Spillway repairs shall be detailed, approved, constructed, and certified in
accordance with City of Raleigh and NCDENR guidelines.
d) Dam Failures - Failures which endanger the structural integrity or water tightness of the dam
shall have a plan and detail prepared to repair said damage.
Page 7
e) Seepage - Seepage control measures will be required if the safety of the dam is threatened.
AOL All methods to control seepage must be designed to and constructed under the supervision of and
certified by a professional engineer experienced with dams
0 Catastrophic Device Failures as described in Section 4.2 - PRINCIPAL TYPES OF DEVICE
FAILURE AND EARLY WARNING SIGNS.
Additional Maintenance Notes and Requirements:
The Wet Pond requires frequent mowing of slopes and unclogging of outlets. Poorly designed
ponds with steep side slopes may be hazardous to mow with power equipment creating difficult
and/or expensive maintenance. Trash, debris and sediment accumulation is rapid in most ponds,
requiring frequent cleaning.
All grassed areas of a Wet Pond should be mowed to a maximum height of six inches.
Reseeding of any areas not germinating ivith ground cover - Periodic reseeding may be required
to establish grass on areas where seed did not take or has been destroyed. Before seeding,
fertilizer (12-12-12) shall be applied at a minimum rate of 12 to 15 pounds per 1000 square feet.
The seed should be covered with soil to a depth of approximately 1/4 of an inch. Immediately
following the planting, the area should be mulched with straw. At a minimum, semi annual
maintenance should include seeding and fertilizing of the Wet Pond and shall be performed by
the grounds keeping contractor or individual otherwise noted.
Wet Ponds will tend to collect debris. It should be removed whenever it accumulates, or at least
quarterly.
The Pond should be inspected semi-annually to ensure that it is operating as designed.
At a minimum, items that should be included in the semi-annual inspection and addressed are:
clogging of the outlet or too rapid a release,
erosion on the banks,
erosion at the inlet and outlet,
sediment accumulation and the need for removal ,
condition of the emergency spillway,
woody vegetation in the embankment, and condition of embankment,
embankments shall be kept clear of any woody vegetation,
rip-rap pads, channels, and slope protection shall be repaired or replaced as
needed.
Replenish all rip rap pads every 3 years to their original design specifications.
Inspect Wet Pond (Stormwater Area #3) after rainfall events of one inch or more in 24 hours to
ensure that debris is removed from inlets and outlets and the crest of the spillway.
Page 8
3.3 Bio-retention Area Maintenance Guidelines
A schedule of recommended maintenance for bio-retention areas is given in Table 3.3. The
table gives general guidance regarding methods, frequency, and time of year for bio-retention
area maintenance.
Planting Soil
The planting soil utilized in the bio-retention area shall be as described in the Construction
Procedures and Requirements contained on the construction drawings, a sandy loam with a clay
content of less than 25%, and an infiltration rate in excess of 0.52 inches per hour. Planting Soil
shall be in a ph range of 5.5 tp 6.5, organic matter from 1.5% to 3.0%, and soluble salts shall not
exceed 500 ppm.
Urban plant communities tend to become very acidic due to precipitation as well as the
influences of stormwater runoff. For this reason, it is recommended that the application of an
alkaline substance, such as limestone be considered once or twice a year. Testing of the pH of
the organic layer and soil should precede the limestone, application to determine the amount of
limestone required.
Soil testing should be conducted annually so that the accumulation of toxins and heavy metals
can be detected or prevented. Over a period of time, heavy metals and other toxic substances
will tend to accumulate in the soil and the plants. Data from other environments such as forest
buffers and grass swales suggest accumulation of toxins and heavy metals within five years of
installation. However, there is no methodology to estimate the level of toxic materials in the bio-
retention areas runoff, soil, and plant characteristics will vary from site to site.
As the toxic substances accumulate, the plant biological functions may become impaired, and the
plant may experience dwarfed growth followed by mortality. The biota within the soil can also
perish and the natural soil chemistry may be altered. The preventative measures would include
the removal of the contaminated soil. In some cases, removal and disposal of the entire soil base,
as well as the plant material, may be required.
Jtlrtlch
Bio-retention areas should be mulched once the planting of trees and shrubs has occurred.
Mulch shall be a two inch deep layer of 12 month old shredded hardwood mulch Any ground
cover specified as plugs may be installed once the area has been mulched. Ground cover
established by seeding and/or consisting of grass should not be covered with mulch.
Page 9

Table 3.3 Example Maintenance Schedule for Bio-retention Areas
Description Method Frequency Time of Year
Soil
Inspect and Repair Visual Monthly Monthly
Erosion
Soil Test for
toxicity and Multiple samples Once a year Spring
chemistry
Organic Layer
2 Any additional mulch By hand Once a year Spring
Remulch any void
area By hand Monthly Monthly
Remove previous
mulch layer before
applying new layer Once every two or
(optional) By hand three years Spring

added
Remove and
replacement of all
dead and diseased
vegetation considered See planting
beyond treatment and specifications Twice a year 3/15 to 1/30 and 10/1
replant per landscape to 11/30
plan
Varies, but will

N/A depend on insect,
Treat all diseased Mechanical or by infestation, diseased
trees and shrubs hand or soil quality.
Page 10
0 1 Description I Method I Frequency I Time of Year

Watering plant
material shall take Immediately after
place at the end of completion of project
each day for fourteen
consecutive days and By hand as needed to N/A
after planting has accommodate any
been completed as replanting
needed
Replacement of Only remove stakes
support stakes By hand Once a year in the spring
Replace any deficient By hand Whenever needed Whenever needed
stakes or wires
Twice a year,
Fertilize Plants By hand, within the in accordance with
plant root zone, with the results and Spring and Fall
a slow release recommendations of
fertilizer the annual soil testing
Plant Materials
Plant material within the bio-retention area will be a mix of trees and shrubs as specified in the
Plant List on the construction drawings.
Ongoing monitoring and maintenance is vital to the overall success of bio-retention areas.
Maintenance will be required for plant material, mulch layer, and soil layer. A maintenance
schedule should include all of the main considerations discussed.
Maintenance requirements will vary depending on the importance of aesthetics. Replacement of
mulch layers may be necessary every two to three years. Mulch should be replaced in the spring.
When the mulch layer is replaced, the previous layer should be removed first. Plant material
upkeep will include addressing problems associated with disease or insect infestations, replacing
dead plant material, and any necessary pruning.
Page 11
Non-Erosive Perimeter
The area around the perimeter of the bio-retention area shall be maintained in a stabilized, non-
erosive fashion with grass, ground cover, mulch, natural plant litter, or hardened surface areas. If
sediment appears within the bio-retention area, the source should be discovered and stabilized.
Maintenance shall be performed as follows :
All grassed areas along the perimeter of the bio-retention areas should be mowed
to a maximum height of six inches.
Reseeding of any areas not Qerntinatin.g with ground cover
Periodic reseeding may be required to establish grass on areas where seed did not take or has
been destroyed. Before seeding, fertilizer (12-12-12) shall be applied at a minimum rate of 12 to
15 pounds per 1000 square feet. The seed should be covered with soil to a depth of
approximately 1/4 of an inch. Immediately following the planting, the area should be mulched
with straw. At a minimum, semi-annual maintenance should include seeding and fertilizing of
the perimeters of the Bio-retention Areas. The grounds keeping contractor or individual
otherwise noted shall perform the seeding and fertilizing of the perimeters.
Rip Rap Apron Level Spreaders and Rip Rap Level Spreaders
Rip Rap Apron Level Spreaders and Rip Rap Level Spreaders at Discharge Points into all Bio-
retention Areas shall be inspected and repaired quarterly to ensure sheet flow into the Bio-
retention areas. If erosion or channelization occurs additional level-spreading measures shall be
installed to produce non-erosive, sheet flow from the inlets into each Bio-retention Area. All
repairs and any installation of additional measures must be carried out under the direction of a
registered Professional Engineer.
Sediment around the level spreaders shall be removed annually to ensure that the area is level.
Rip Rap Apron Velocity Reduction Pads at Discharge Points out of all Bio-retention Areas shall
be inspected and repaired quarterly. If erosion or channelization occurs additional velocity
reduction measures shall be installed to produce non-erosive flow from the discharge points. All
repairs and any installation of additional measures must be carried out under the direction of a
registered Professional Engineer.
3.4 Inspections
During the first year period commencing when the devices are placed in operation, inspections of
all major components shall be conducted quarterly by the owner's representative. At the
conclusion of the initial year operating period, the devices should be inspected annually, and
reports filed with the Stormwater Division of the Public Works Department in accordance with
Section 10-9028 of the City of Raleigh Municipal Code by a qualified registered Professional
Page 12
Engineer, Professional Land Surveyor, or Professional Landscape Architect. Any deficiencies
noted at that time should be corrected as soon as possible. A registered geotechnical engineer
shall perform an inspection on the conditions of the embankment every five years. Inspect all
Bio-retention Areas after rainfall events of one inch or more in 24 hours.
3.5 Reports and Record keeping
Copies of all inspection reports and records of any remedial or corrective action taken shall be
maintained in the files of the Homeowners Association.
Regularly Scheduled and Preventive Maintenance - The owner shall establish and maintain a
schedule of regular maintenance as referenced above and as prescribed by the City requirements
and State guidelines contained in Stormwater Best Management Practices. A report detailed
scheduled and preventative maintenance activities undertaken shall be maintained by the
Homeowners Association.
3.6 Items of Special Concern
The owner's representative shall inspect the outlet structures and discharge channels after any
rainfall event in excess on one inch in 24 hours for any sign of erosion or deterioration of any
type. Should any instability become evident, the'Homeowners Association should immediately
request an inspection by a registered Professional Engineer or the City of Raleigh. Should
erosion or deterioration of the devices occur, eroded areas should be repaired by backfilling with
earth and covering with sod or planted in accordance with the original design of the device. If
the area is a reoccurring problem, an alternate remedial measure should be developed and
submitted to the City for their review and approval. All repairs must be carried out under the
direction of a registered Professional Engineer.
Bio-retention (Stormwater Area #2) should be inspected more frequently than the other Bio-
retention Areas due to the drainage area that flows to it. Due to the size of the drainage area
flowing to Bio-retention (Stormwater Area #2), more frequent repairs and maintenance may be
required. All repairs must be carried out under the direction of a registered Professional
Engineer.
4.0 EMERGENCY ACTION PLAN
4.1 IDENTIFICATION OF EMERGENCY CONDITIONS
Representatives of the Homeowners Association and maintenance personnel must be prepared to
act promptly and effectively when a stormwater control measure exhibits signs of failure. They
should be familiar with principal types of failure and their identifiable signs. Because of their
familiarity with the measures and associated appurtenances, the owners and maintenance
personnel can more readily detect changes in the devices.
Page 13
The seven (7) principal types of catastrophic device failure the owner and maintenance personnel
should be aware of are as follows:
1. Overtopping of Wet Pond
2. Piping of Wet Pond
3. Development of a large slide of the Wet Pond
4. Failure of an appurtenant structure of Wet Pond
5. Seepage of Wet Pond
6. Bio-retention Area Chief Repair
7. Wet Pond Chief Repair
If any of the above conditions are noticed, the EMERGENCY ACTION PLAN should be
implemented immediately. A description of these conditions is as follows:
4.2 PRINCIPAL TYPES OF DEVICE FAILURE AND EARLY WARNING SIGNS
Overtopping - The water level of should be monitored during periods of heavy rainfall and runoff.
The likelihood of the device being overtopped is slight due to the minimum freeboard at the
spillway design storm and storage capacity of the device. However, overtopping could result if a
large slide or slough in the upstream or downstream slope of the embankment significantly
lowered the device crest. Overtopping could also occur if the primary and emergency spillways
are not working adequately. The crest areas of the spillways must be cleaned bi-annually of any
accumulated debris to maintain proper operations of flows.
Piping - Piping is usually indicated by a rapid increase in seepage rate, a muddy discharge at or
near the downstream toe, sinkholes on or near the embankment and/or a whirlpool (eddy) in the
reservoir. Boils at or near the downstream toe may be an indication that piping is beginning. The
downstream side of all devices and embankments, particularly in the area of the outlet device
should be monitored regularly for any signs of change.
Development of any Slide or Slump - A slide or slump could develop in either the upstream or
downstream slope of the embankment and threaten to release any impounded water. The slopes
should be periodically inspected for signs of erosion and repairs should be made immediately.
The upstream face is especially vulnerable due to saturated conditions and changes in water level.
Arch shaped cracks are indications that slides are slipping or beginning to slip.
Failure of an Appurtenant Structure - The sudden or rapid failure of an appurtenant structure could
threaten complete failure of the device and release of its impoundment. The concrete or metal
outlet devices through the embankment pose the greatest threat to the dam's stability due to the
potential for piping. Any large cracks in the slab, sides or walls could be signs of instability and
potential piping. Cracks in these structures could also be signs of slope instability and a potential
large slide. Culvert slabs and walls should be periodically inspected for signs of cracking and/or
seepage. A "crack map" sketch should be kept to identify old and new cracks of monitoring.
Page 14
Seepage - Seepage may vary in appearance from a soft, wet area to a flowing spring. It may show
Adh up first as only an area where vegetation is more lush and darker green. Cattails, reeds, mosses,
and other marsh vegetation often become established in a seepage area. The downstream
abutment areas where the embankment fill and natural ground interface are very common
locations of seepage. Also, the contact between the embankment and the spillway conduit is a
very common location, which is generally attributed to poor compaction around the conduit. Due
to the way in which conduits are installed, this is generally more evident on the underside of the
conduit. Slides may result from excessively saturated embankment slopes.
Bio-retention Area Chief Repair - Excessive or continuous ponding of surface water several days
after a rain event, or accumulation of sediment in the mulch layer, or unusual diseased or dying
plant material. Chief repairs to Bio-retention areas to consist of the removal and replacement of
33% of plant material and or 25% of the volume of planting soils.
Wet Pond Chief Repairs - Accumulation of sediment or unusual diseased or dying plant material.
Chief repairs to consist of removal sediment in excess of 50% of the sediment storage capacity.
4.3 EMERGENCY NOTIFICATION
The response to an identified emergency situation should proceed in four (4) steps:
1. The owner or person who identifies the emergency should notify local law enforcement
officials. Law enforcement and local officials should then proceed at their discretion with warning
and evacuation plans for potentially affected areas.
2. The owner should notify the City of Raleigh Engineering Department Stormwater officials.
Remedial actions to repair items under section 4.2 are major repair items for which escrow funds
held by the City may be used.
3. The owner should notify downstream property owners that would be affected by a failure of the
measure.
4. After notifying local law enforcement, City of Raleigh officials, and downstream property
owners, the owner should initiate efforts to prevent or delay the failure and repair the problem.
Page 15
0 EMERGENCY NOTIFICATION PLAN
If you are aware of any peculiarities or sudden changes in the Stormwater management measures,
water level, device embankments, or outlet structures, please:
FIRST - DIAL 9-1-1
calmly identify yourself, state your location and describe the situation.
then notifv the following:
State Warning Point (Non-Business Hours) [phone]
State Emergency Management Agency [phone]
City of Raleigh Police Department [phone]
City of Raleigh Engineering Department [phone]
Dept of Environment, Health & Natural Resources, Lan d Quality Section
Raleigh Regional Office (Business Hours) [phone]
Mr./Ms. , President (919) (work)
Glenwood North Homeowner's Association (919) (home)
Mr./Ms. , Sec.&Treasurer (919) (work)
Glenwood North Homeowner's Association (919) (home)
Emergency Management Agency, Wake County [phone]
Sheriffs Department, Wake County [phone]
Mr. David Goracke, Land Development [phone]
Vice President, Westfield Homes
This Emergency Action Plan should be constantly updated to reflect changes in downstream
development that may be affected by potential failures. Names and telephone numbers should be
constantly kept up-to-date for all the above listed contract personnel.
Personnel should use their discretion in identifying a condition as an emergency. Most of the
conditions described above are signs of impending emergency except small amounts of seepage
through small cracks in appurtenances and minor erosion of upstream and downstream
embankment faces. However, these conditions should be checked as soon as possible by a
qualified professional. When in doubt, call the City of Raleigh Engineering Department.
Page 16
4.4 EMERGENCY REPAIRS
After making the appropriate notifications for implementing warning procedures, the owner
should initiate efforts to prevent or delay failure of the device.
It is also important to know what type of emergency repairs should be attempted for the different
modes of failure. The following description of possible actions to take to avoid failure are offered.
Extreme caution must be exercised by those working around the device during
implementation of any of these emergency repairs.
Be sure that the spillways are not blocked with debris and are functioning as efficiently as
possible. Debris removal may be difficult due to pressure from high velocity flow and should be
accomplished using long poles or hooks. Personnel should not be allowed close to spillway
inlets.
Open the drain valves on the primary outlet device to lower the water level.
Great care should be taken when attempting to temporarily raise the top of embankments with
sandbags or other means to try to prevent overtopping of the device. This is because flood inflow
may still increase and result in the overtopping of the raised device. If the temporary raised
device fails, the release of an even greater volume and depth of water would result.
If an eroded area has not developed too widely, a temporary remedy may be to cover the discharge
area with sand and gravel, or rip-rap stone, to temporarily prevent further erosion.
If a whirlpool (vortex) is visible in the impounded water, attempt to plug the "pipe" at the
upstream end of the device by dumping material into the whirlpool or sinkhole. Straw has been
used effectively for this purpose. If straw is not readily available, anything (earth, rock, etc.)
should be tried. Extreme caution should be taken during any attempts at temporary repairs.
If the "pipe" is plugged, the owner should be aware this is only a temporary repair. The device
should be fully drained and a qualified professional should be contacted to recommend permanent
remedial measures.
Attempt emergency repairs to prevent or delay failure. Extreme caution should be taken during
any attempts at emergency repairs. Slides may be caused by seepage pressures, a saturated
slope, a slope which is to steep. or possibly an earthquake. If a large slide in the upstream or
downstream slope has occurred which significantly lowers the crest of the device and threatens to
release impounded water, sandbags can be used to temporarily raise the crest to prevent
overtopping. A complete breach of the device may result if the embankment slope protection
fails and bare soil is exposed to overtopping flow. Temporary repair of the device and appurtenant
structures will depend on the nature of the problem. Extreme caution should be taken during
any attempts at temporary repairs.
Page 17
9`-
5.0 MAJOR REPAIRS
Major repairs for the Wet Pond (Stormwater Area #3) include repairs whose cost exceeds $13,365
- one-third of the original cost to construct the Wet Pond (Stormwater Area 43). Examples of
major repairs include rehabilitation or replacement of the Wet Pond (Stormwater Area #3) dam to
correct seepage, slides and slumps and piping and/or substantial replacement of appurtenant
structures listed in section 4.2. Major repairs of bio-retention areas include any repair whose cost
exceeds $16,250. Major repairs are eligible to be funded by withdrawal from the Replacement
Fund deposited with the City of Raleigh, which must be replenished in accordance with the
schedule of contributions specified by the City of Raleigh prior to withdrawal of funds.
6.0 BUDGET
The following annual Budget was developed from information provided by Westfield Homes of
the Carolinas, LLC.
ANNUAL INSPECTION. MANAGEMENT. AND jVAINTENANCE BUDGET
1. Liability Insurance and Property Insurance Premiums $ 2,200.00
2. Admin., Management, and Annual Inspection Report $ 4,350.00
3. Maintenance Cost for mowing, seeding, fertilizing, $ 12,000.00
trash removal, and replacing mulch.
4. Sediment removal ( every 5 years) annualized cost $ 16,000.00
5. Rip-rap replenishment (every 3 years) annualized cost $ 8,100.00
6. Plant replacement, mulch replacement, soil removal $ 7,500.00
And replacement (every 5 years) annualized cost
7. Replacement fund payments to the City of Raleigh $ 24,184.39
Total Annual Budget
$ 74,334.39
Page 18
0 7.0 REPLACEMENT FUND PAYMENT TO CITY OF RALEIGH
*INITIAL CONSTRUCTION COST BUDGET
1. Initial cost of Bio-retention (Stormwater Area #2) $54,585.00
2. Initial cost of Wet Pond (Stormwater Area #3) $40,500.00
3. Initial cost of Bio-retention (Stormwater Area #4) $19,310.00
4. Initial cost of Bio-retention (Stormwater Area #5) $50,660.00
5. Initial cost of Bio-retention (Stormwater Area #6) $47.275.00
Total initial construction cost $212,330.00
*See Exhibit 7.0 for a breakdown of the initial construction costs.
SCHEDULE REPLACEMENT FUND PAYMENTS TO CITY OF RALEIGH DUF, TULY 1sT
These numbers are based on initial costs. For years 2-5, the annual replacement fund payment is
calculated as total construction cost multiplied by 0.85, multiplied by 0.67 divided by five, year 1
equals the 2"d year replacement payment plus 15% of the total construction cost. For years 6-10,
the annual replacement fund is calculated as total construction cost multiplied by 0.85, multiplied
by 0.33 and divided by five.
2004 - $56,033.89
2005 - $24,184.39
2006 - $24,184.39
2007 - $24,184.39
2008 - $24,184.39
2009 - $11,911.71
2010 - $11,911.71
2011 - $11,911.71
2012-$11,911.71
2013 - $11,911.71
Total Replacement Fund - $212,330.00 = Initial Construction Cost
Page 19
EXHIBIT 7.0 BUDGET FOR INITIAL CONSTRUCTION OF STORMWATER DEVICES
(All Construction Cost Information Provided by Westfield Homes of the Carolinas, LLC)

BIO-RETENTION STORMWATER AREA #2)
GRADING $ 1,500.00
STRUCTURES S 9,295.00
SOIL $ 32,370.00
PLANTS & MULCH $ 9,920.00
FINAL DRESS-UP $ 1,500.00

TOTAL (SWA #2) $ 54,585.00
GRADING $18,000.00
STRUCTURES $ 4,500.00
RIP-RAP $ 3,000.00
LANDSCAPE $15,000.00

TOTAL SWA #3)
0.00
$40,50
WET POND STORMWATER AREA #3
GRADING $ 1,000.00
STRUCTURES S 3,800.00
SOIL $ 10,550.00
PLANTS & MULCH $ 2,960.00
FINAL DRESS-UP $ 1,000.00

TOTAL (SWA #4) $19,310.00
BIO-RETENTION STORMWATER AREA #4)
GRADING $ 1,500.00
STRUCTURES S 9,000.00
SOIL $ 29,900.00
PLANTS & MULCH $ 8,760.00
FINAL DRESS-UP $ 1,500.00

TOTAL (SWA #5) $ 50,660.00
BIO-RETENTION STORMWATER AREA #5)
BIO-RETENTION STORMWATER AREA #6)
GRADING S 1,500.00
STRUCTURES $ 26,000.00
SOIL $14,425.00
PLANTS & MULCH $ 4,350.00
FINAL DRESS-UP $ 1,000.00
TOTAL SWA #6) $ 47,275.00
PROJECT TOTAL S 212,330.00
PA CIE Zv

DWO Project No. 0 3 1 0 0 2-
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the fcilowing information):
Project Name: LrilweoD FoFZES i (A):,4 67 LG- WcoD /yc?Z 7-H
Contact Person: F? 2--D L F-1 ?ow L_ ,' V Phone Number: (4t9 ) 7 a ! - c. 3 o c
For projects with multiple basins, specifyrwhich basin this worksheet applies to: Rio.
RFr ., i lor.J srarLM ?/rt ! rrL AAA ?r- I)
Permanent Pool Elevation 331 ft . (elevation of the orifice invert out) roP of &lo-RCTt-" TI O" 501"
Temporary Pool Elevation 337."1 ; ft. .04 (elevation of the outlet structure invert in) Top o F 9" 3 7D 2Rci(?_
Eicretention Surface Area t (OGOD sq. ft.
Crainage A.rea 4. 8 ac. (on-site and off-site drainace to the basin)
Impervious Area Z. 3 ac. (en-site and off-site drainace to the basin)
Rational C Coefficient o. tv I /
Size °v 5 °,o D •) (either 5".o in w/sand under drain or 7% in w/o)
F-C' ci, ? t 26 C1 n) L
Inlet Ve!ccity ( fps 0,
Inlet flow depth *- I • Z in 7? ST'aM
Cepth to Ground Water > (o' ft.
F!antino Soil Infiltration Rate A, N C•5'L in.;'hr. (the soil layer down to •t feet)
In-Situ Soil Infiltration Rate l1Nt?e!?DRr1iNS Pp4g in.ihr. (the soil layer be!cw 4 feet or below the sand bed)
II. REQUIRED ITEMS CHECKLIST
o.;-? ' ©'6
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 stcrmwater management plan submittal includes
a worksheet for each EMP, design calculations. plans and specifications showing all EMFs and outlet structure details, a detailed
drainace plan and a fully executed operation and maintenance agreement. An incomplete submittal packace will result in a request for
additional information and will substantially delay final review and aoprcval of the project.
acclicants 'nitials
5 D b No vertical sand bed is proposed
b B The bioretenticn area is at least 40 feet by 15 feet.
P? D R Sheet flow is provided at inlet.
t) Water table depth is greater than o feet.
Minimum of o" ponding is provided.
B D R The pcnded area will draw down in less than 4 days.
R Planting soil infiltraticn rate is greater than 0.52'nihr.
UwoER n N The in-situ soil infiltration rate is greater than 0.2 inihr.
f3pB A planting plan with speces and densities is provided.
R D R Mulcn layer is specified in pans.
R Planting soil meets minimum soil specifications (NCCENR Stermwater Eest Management
Practices Manual, April 1999)
f? O Plan details for the bioretenticn area provided.
R D Plan details for the inlet and cutlet are provided.
ED R An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
1
DWQ Project No. 0:5 1 0 o Z
DIVISION OF WATER QUALITY • SIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: ?C LE?JWcoD FoP-eS 1 ?APA 67 t.?VJ-0 /?LzTH
Contact Person: B ?-+b hey ow (.I r-J V Phone Number: (q i2 ) 7,9 1 - ? 3 0 0
For projects with multiple basins, specify which basin this worksheet applies to: ?t o ( ,., n o ?! (srar?nn ..l.1 i /4 A&A * 2)
Permanent Pool E!evation
Temporary Pool Elevation
301 ft.
301.75 ft.
(elevation of the orifice invert out) I-o P of 81 o - F-Gf>= NTi oi.J Sw L
(elevation of the cutlet structure invert in) To i, or- V s Ta2,tGt
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size °'o
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
q Zo 5 sq. ft.
'- (P. Z
ac.
t 3.4- ac.
b• (D?'J
5 %
t II3 lns
> co ft.
A i N 0.52 in./hr.
Uf4DE2DV',,JS PRay',)in./hr.
II. REQUIRED ITEMS CHECKLIST
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5°10 in w/sand under drain or 7`/o in w/o)
Z. -J E A R- Sro iLAI
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed) 19. 64,
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.
Acolicants Initials
B D b No vertical sand bed is proposed
r'? b B The bioretention area is at least 40 feet by 15 feet.
Pi D B Sheet flow is provided at inlet.
R b Water table depth is greater than 6 feet.
Minimum of 6" ponding is provided.
B D 8 The ponded area will draw down in less than 4 days.
B D $ Planting soil infiltration rate is greater than 0.52 in/hr.
UWPEP- +zAl-She in-situ soil infiltration rate is greater than 0.2 in/hr.
8DB A planting plan with species and densities is provided.
8123 Mulch layer is specified in plans.
A1213 Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April loco)
g b Plan details for the bioretention area provided.
8L) B Plan details for the inlet and outlet are provided.
BD f3 An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
Project No. DWO O ?j 1 0 0 2 (to be provided by DWO)
DIVISION OF WATER QUALITY • 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
1. PROJECT INFORMATION (please complete the following information): . /
Project Name: Cjt.Ery w oor? Po R-EST (A r-A 6 LE-N W Q Op 'Vole-iff )
Contact Person: a E A DL-E w L. „?J Phone Number: L9(q) 78 1 - 03 o o
For projects with multiple basins, specify hich basin this worksheet applies to: VJ E r Pr^j o ( 5 TVtzm wA-r K AA -C-A 4? 3
Basin Bottom Elevation ± 2 S o . o ft. (average elevation of the floor of the basin)
Permanent Pool Elevation ± Z 6 6 • o ft. (elevation of the orifice invert out)
Temporary Pool Elevation * 2 B9 -55: ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area
Drainage Area
Impervious Area
'-_?a09 o sq. ft.
29. (o ac.
_Iko.4 ac.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SAIDA used
Diameter of Orifice
170, 000 cu. ft.
z (D t, (D 1J 0 cu. ft.
} i 4, o o o cu. ft.
1.4-o
4-.0 in
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual. 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
B D 3 The temporary pool controls runoff from the 1 inch storm event.
I.) 5EE ATi ?k-rfEi:>The basin length to width ratio is greater than 3:1.
61-> $ The basin side slopes are no steeper than 3:1.
1,)SEE /}=A-rqEp A submerged and vegetated perimeter shelf at less than 6:1 is provided.
R b g Vegetation to the permanent pool elevation is specified.
R D & An emergency drain is provided to drain the basin.
R D B The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
B D a_The temporary pool draws down in 2 to 5 days.
B D 6 The forebay volume is approximately equal to 20% of the total basin volume.
B DB Sediment storage is provided in the permanent pool.
R D B Access is provided for maintenance.
91A A notarized site specific operation and maintenance (0&M) plan is provided.
6 D B A vegetation management/mowing schedule is provided in the 0&M plan.
B f7 g Semi-annual inspections are specified in the 0&M plan.
8 D S A debris check is specified in the 0&M plan to be performed after every storm event.
B D P?' A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
BDB A responsible party is designated in the 0&M plan.
DWQ - 401 Wet Detention Basin Worksheet Attachment
The length to width ratio of the Wet Pond (Stormwater Area #3) is not exactly
3:1. The final configuration of the wet pond is similar to the one shown on the
Preliminary Stormwater Management Plan approved by your office on September
15, 2003. This configuration was allowed to limit buffer disturbance. Also, there
are three discharge points at different corners of the wet pond with each discharge
point having a separate forebay. The three discharge points at separate locations
within the pond preclude the ability to provide a 3:1 length to width ratio.
2. A submerged and vegetated perimeter shelf was not proposed in the Preliminary
Stormwater Management Plan and not required as part of your approval dated
September 15, 2003. The submerged and vegetated perimeter shelf was not
provided due to topographic and spatial constraints.
DWQ Project No. 0:3 10 0 2-
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: 67LEn/w00D FOP-6S I (APA CnL'G?uJoou l\/C(LTH
Contact Person: B ?-A-D L -`f o w t_r rnl V Phone Number: 12i9 ) 7 9 - 3 0 0
For projects with multiple basins, specify which basin this worksheet applies to: i o . ?,? n o,J (sra r? h ?.t t/C AAA
Permanent Pool Elevation
Temporary Pool Elevation
Sioretenticn Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
11. REQUIRED ITEMS CHECKLIST
3 3 3 ft. (elevation of the orifice invert out) j o p of 8 r 0 -RE it NTi oN 5° 1 "
333-795 ft. (elevation of the outlet structure invert in) To P o F
} 3010 sq. ft.
± I . (o ac. (on-site and off-site drainage to the basin)
} 0.9 ac. (on-site and off-site drainage to the basin)
o. (o'l
5 % (either 51% in w/sand under drain or 7°,o in w/o)
+ I fp
I . Z. in 2 11(L
> co ft.
A, N 0-1522 in./hr. (the soil layer down to 4 feet)
L 14DE8D AwS Ph in./hr.,p (the soil layer below 4 feet or below the sand bed)
0 _2 r.
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.
Aoolicants Initials
B b No vertical sand bed is proposed
R b H The bioretention area is at least 40 feet by 15 feet.
D B Sheet flow is provided at inlet.
R b.?_Water table depth is greater than 6 feet.
?2? Minimum of 6" ponding is provided.
B D f3 The ponded area will draw down in less than 4 days.
PD9 Planting soil infiltration rate is greater than 0.52 in/hr.
UW PEP A,N . The in situ soil infiltration rate is greater than 0.2 in/hr.
BDR A planting plan with species and densities is provided.
R Pe Mulch layer is specified in plans.
,g(3 Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
8 n 6 Plan details for the bioretention area provided.
R D)2 Plan details for the inlet and outlet are provided.
E3D B An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
DWQ Project No. 0 3 1 0 0 2-
DIVISION OF WATER QUALITY • EICRETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: ?C LEn/wuoD FoFLES I (AkA 67LC-?Wccop iyc(ZN
Contact Person: B I-A-D L -:f !_-o w L_I r l V Phone Number: (9111 1 7 ?? J- 0 3 0 0
For projects with multiple basins, specify which basin this worksheet applies to: X19 . 9.r__l?N n0"J (srarr i .in T E4 A4.&A r 5)
Permanent Pool Elevation
Temporary Pool Elevation
ft.
3 • - ft.
(elevation of the orifice invert out) rop of 81cItETC" T,1orJ SIOi L-
(elevation of the outlet structure invert in) j o P of q S7bXA4 E
Sioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size °'o
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
± S 0 Zo sq. ft.
t 5.1 ac.
t 2. tp ac.
o • co
5 %
7 1.01 fps
f i 4 in
N 0•SZ in./hr
Urrn?rsnR?trMS Fhihin./hr
REQUIRED ITEMS CHECKLIST
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/sand under drain or 7°10 in wlo)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
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.
Aoolicants Initials
B D b No vertical sand bed is proposed
t? b B The bioretention area is at least 40 feet by 15 feet.
P? D B Sheet flow is provided at inlet.
P, b. Water table depth is greater than 6 feet.
?(ZB Minimum of 6" ponding is provided.
B D f3 The ponded area will draw down in less than 4 days.
_Planting soil infiltration rate is greater than 0.52 in/hr.
U,, a A I" The in-situ soil infiltration rate is greater than 0.2 in/hr.
81) A planting plan with species and densities is provided.
A U B Mulch layer is specified in plans.
R nl3 Planting soil meets minimum soil specifications (NCCENR Stormwater Best Management
Practices Manual, April 1999)
B b F3 Plan details for the bioretention area provided.
D Plan details for the inlet and outlet are provided.
)3D F3 An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
.q
DWQ Project No. 0 31 0 0 2
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: 67Lrn/W0of> Fo(LES 1 (APA 67Li?:NlW0o1> lyo(ZTl-)
Contact Person: P? D utzy ow l<? 'i V Phone Number: (9)1 ) -78 1 - 0 300
For projects with multiple basins, specify which basin this worksheet applies to: ?? o - Raj ,v T7o,.1 (sibrz,h .J?t i2 A#zEA (o>
Permanent Pool Elevation
Temporary Pool Elevation
371 ft.
371.7, ft.
(elevation of the orifice invert out) Toi> v r (fro - PE7en4r'r orJ So I t--
(elevation of the outlet structure invert in) oP pF y STct'Lar Q 6
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
Inlet Velocity
Inlet flow depth
Depth to Ground Water
Planting Soil Infiltration Rate
In-Situ Soil Infiltration Rate
t (029 o sq. ft
t 4 . 'l ac.
t Z.1 ac.
o.59
5 %
I. I fps
- I•? in
> ft.
,? N O.52 in./hr
(1btRM2AWS PRayn in./hr
II. REQUIRED ITEMS CHECKLIST
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in w/sand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
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
B h d No vertical sand bed is proposed
i? b B The bioretention area is at least 40 feet by 15 feet.
3 D S Sheet flow is provided at inlet.
A b. _Water table depth is greater than 6 feet.
A D .a Minimum of 6" ponding is provided.
B D F3 The ponded area will draw down in less than 4 days.
Planting soil infiltration rate is greater than 0.52 in/hr.
UN r nIN The in-situ soil infiltration rate is greater than 0.2 in/hr.
BDg A planting plan with species and densities is provided.
A 213 Mulch layer is specified in plans.
?m3 Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
8 D 3 Plan details for the bioretention area provided.
Bo 8 Plan details for the inlet and outlet are provided.
BD g An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
PINC.
r LAND USE CONSULTANTS
GLENWOOD NORTH SUBDIVI IO
CASE NUMBER -S-118-2003
7251 Glenwood Avenue -'Raleigh, North Carolina
Developer: Westfield Homes of the Carolinas, LLC
STORM WQIITEG4
RUNOFF ANAL YS9S
??`D?C1? CA4p ?ti,
r .
IAL _
69 7
:?••r?
17 4Z
February?6,2004
(Revised: April 1, 2004)
PLANNERS / LANDSCAPE ARCHITECTS / ENGINEERS/ SURVEYORS
3803-B Computer Drive, Suite 104, Raleigh NC 27609. Phone [phone] Fax [phone]
TABLE OF CONTENTS
Abstract ...............................................................................................................1
Storm Water Management Area #1 (Bioretention) ........................................................2
Storm Water Management Area #2 (Bioretention) .......................................................7
Storm Water Management Area #3 (Wet Pond) ........................................................12
Wet Pond Design Summary .........................................................................
16
Routing of 2-Year Design Storm ....................................................................32
Routing of 10-Year Design Storm ...................................................................36
Routing of 100-Year Design Storm .................................................................39
Storm Water Management Area #4 (Bioretention) ......................................................43
Storm Water Management Area #5 (Bioretention) ......................................................48
Storm Water Management Area #6 (Bioretention) ......................................................53
E ST-OP-,q CtUVLATIQ^!? ......................................................................................58
GLENWOOD NORTH SUBDIVISION (S-118-2003) - 7251 GLENWOOD AVE., RALEIGH, NC
STORM WATER ANALYSIS
ABSTRACT
This analysis has been conducted in order to comply with the City of Raleigh's Post
development runoff requirements as well as the Neuse River Nutrient Management
requirements.
Glenwood North is a proposed development located at the intersection of Glenwood Avenue
and Hilburn Drive. The portion of this development, approved as S-118-2003, that pertains to
this analysis are 419 proposed town homes in Lots 1 & 2. Future analysis will be required on
the remainder of this site once site plans have been developed for Lots 3 & 4. The majority of
the tract is zoned 0&1-1. The density for the proposed Lots is approximately 8 lots/acre.
This analysis was prepared using the following available sources of information:
1. Boundary data from a survey performed by Newcomb Land Surveyors, Raleigh
Planemetric Data, and Wake County GIS Data.
2. Wake County tax map information.
3. A topographic survey by Newcomb Land Surveyors and Raleigh GIS aerial topographic
mapping.
4. USDA, SCS, Soil Survey for Wake County, NC.
5. FEMA Flood Insurance Rate Map for Raleigh, NC
6. Preliminary Subdivision and Development Plans prepared by this office.
This analysis is based on the hydrologic and hydraulic principles and methodologies documented
in the following publications and programs: '
1. USDA, SCS, National Engineering Handbook, Section 4, Hydrology (NEH-4)
2. Elements of Urban Stormwater Design by H. Rooney Malcom, P.E.
3. City of Raleigh Storm Water Management Design Manual
4. NCDENR Storm Water Best Management Practices
Discharges for all Drainage Points were calculated using Rational Formula Methodology.
While the numbers and values generated in this analysis are not absolutely correct, the analysis
has been performed in a consistent fashion such that the results are sufficient for the comparison
of the before and after development conditions. All calculations have been performed using the
best available information, from readily available sources.
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #1) FILE NAME : FINAL-BIORETENTION-1.123
POST-DEVELOPMENT DATE : FEBRUARY 16, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO. GROUP AC.
-----------------
1 BUILDINGS AND STREETS (INCL. FUTURE) ----------
B, C ----
98 ----------
0.95 ---------
2.30
2 LANDSCAPED AREAS (INCL. FUTURE) B. C 73 0.30 1.70
3 UNDISTURBED AREAS B, C 72 0.25 0.00
4 UNDISTURBED AREAS (FUTURE DEVELOPMENT) B, C 72 0.25 0.60
5 LANDSCAPED AREAS (OFFSITE-CEMETARY) B, C 73 0.30 0.20
TOTALS AND COMPOSITE NUMBERS 85 0.61 4.80
TIME OF CONCENTRATION
Hydraulic length 1250 LF
Change in elevation 55 FT
Time of concentration ( by Kirpich) = 6.3 MIN
RAINFALL INTENSITIES
2 year, 6 minute rainfall intensity 5.56 in./hr.
10 year, 6 minute rainfall intensity 7.00 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Op = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 16.2 cfs
10 year discharge Q10 = 20.3 cfs
2
f. " TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrogr aph based on the equation
Tp = Runoff Volume / 1.37' Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 84.9
Runoff = 2.092 inches
Runoff Volume = 36446 cf
Tp = 27.5 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
C N 84.9
Runoff = 3.71 inches
Runoff Volume = 64575 cf
Tp = 38.6 min
3
PRIEST, CRAVEN & ASSOCIATES, INC.
J!'' LAND USE CONSULTANTS
tk 3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #1) FILE NAME : FINAL-BIORETENTION-1.123
PRE - DEVELOPMENT DATE : FEBRUARY 16, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO.
----------------------------------------- GROUP
-------------------
----
---------- AC.
--------
-----------------------------------------
1 BUILDINGS AND STREETS -------------------
B, C ----
98 ----------
0.95 --------
0.50
2 LANDSCAPE AREAS B, C 73 0.30 0.80
3 UNDISTURBED AREAS B, C 72 0.25 3.50
TOTALS AND COMPOSITE NUMBERS 75 0.33 4.80
TIME OF CONCENTRATION
Hydraulic length 1250 LF
Change in elevation 55 FT
Time of concentration ( by Kirpich) = 6.3 MIN
RAINFALL INTENSITIES
2 year, 7 minute rainfall intensity 5.56 in./hr.
10 year, 7 minute rainfall intensity 7.00 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 8.8 cfs
10 year discharge Q10 = 11.1 cfs

TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37 ` Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
C N 74.9
Runoff = 1.365 inches
Runoff Volume = 23784 cf
Tp = 32.7 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
C N 74.9
Runoff = 2.75 inches
Runoff Volume = 47908 cf
Tp = 52.4 min
6
DETERMINE THE REQUIRED STORAGE VOLUME - 2 YEAR STORM
Post - Development Runoff Volume 36446 cf
Pre - Development Runoff Volume 23784 cf
Required Storage Volume 12663 cf
BIORETENTION AREA CALCULATIONS
Size bioretention area to treat the runoff from the site
Surface Area = Area' 0.05' C = 0.15 ac
6327 sf
Bioretention Area Planting Soil & Sand Depth 5.00 feet
Ponding Depth 9.00 inches
Min. Storage Vol. Provided ( assumes 50% void ratio) 20563 cf
Surface Area Provided 6500 sf
Storage Volume Provided 21125 cf
> 6327 sf o.k.
> 12663 cf o.k.
C9
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #2) FILE NAME: FINAL-BIORETENTION-2.123
POST-DEVELOPMENT DATE : FEBRUARY 16, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C. N. C AREA
NO. GROUP AC.
1 BUILDINGS AND STREETS B. C 98 0.95 3.30
2 LANDSCAPED AREAS B, C 70 0.30 2.90
3 UNDISTURBED AREAS B, C 69 0.25 0.00
4 UNDISTURBED AREAS (FUTURE DEVELOPMENT) B. C 69 0.25 0.00
5 LANDSCAPED AREAS (OFFSITE-CEMETARY) B. C 70 0.30 0.00
TOTALS AND COMPOSITE NUMBERS 85 0.65 6-2-0
TIME OF CONCENTRATION
Hydraulic length 750 LF
Change in elevation 46 FT
Time of concentration ( by Kirpich) = 3.7 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 23.6 cfs
10 year discharge Q10 = 29.6 cfs
1
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37 * Qp
Determine runoff volume from S.C.S. procedures
2 year storm
10 year storm
24 hour, 2 year rainfall 3.60 inches
CN 85.1
Runoff = 2.113 inches
Runoff Volume = 48320 cf
Tp = 24.9 min
24 hour, 10 year rainfall 5.38 inches
CN 85.1
Runoff = 3.73 inches
Runoff Volume = 85351 cf
Tp = 35.1 min
6
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #2) FILE NAME : FINAL-BIOR ETENTION-2.123
PRE - DEVELOPMENT DATE : FEBRUARY 16, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO.
----------------------------------------- GROUP
-------------------
----
---------- AC.
--------
-----------------------------------------
1 BUILDINGS AND STREETS -------------------
B, C ----
98 ----------
0.95 --------
0.00
2 LANDSCAPE AREAS B, C 70 0.30 0.00
3 UNDISTURBED AREAS B, C 69 0.25 6.30
TOTALS AND COMPOSITE NUMBERS 69 0.25 6.30
TIME OF CONCENTRATION
Hydraulic length 750 LF
Change in elevation 46 FT
Time of concentration ( by Kirpich) = 3.7 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Op = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 9.1 cfs
10 year discharge Q10 = 11.4 cfs
-1
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37 ' Op
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 69.0
Runoff = 1.014 inches
Runoff Volume = 23198 cf
Tp = 31.1 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 69.0
Runoff = 2.24 inches
Runoff Volume = 51179 cf
Tp = 54.8 min
to
DETERMINE THE REQUIRED STORAGE VOLUME - 2 YEAR STORM
Post - Development Runoff Volume 48320 cf
Pre -Development Runoff Volume 23198 cf
Required Storage Volume 25121 cf
BIORETENTION AREA CALCULATIONS
Size bioretention area to treat the runoff from the site.
Surface Area = Area ` 0.05 ' C =
Bioretention Area Planting Soil & Sand Depth
Ponding Depth
Min. Storage Vol. Provided ( assumes 50% void ratio )
Surface Area Provided
Storage Volume Provided
0.21 ac
8930 sf
5.00 feet
9.00 inches
29022 cf
9300 sf > 8930 sf o. k.
30225 cf > 25121 cf o. k.
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
WET POND (AREA #3)
PRE-DEVELOPMENT DATE : OCTOBER 28, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO.
------------------------------------------------- GROUP
----------
-----
---------- AC.
---------
-------------------------------------------------
1 BUILDINGS AND STREETS ----------
B -----
98 ----------
0.95 ---------
0.00
2 LANDSCAPED AREA B 66 0.30 0.00
3 UNDISTURBED WOODED AREAS B 65 0.25 25.80
4 BUILDINGS AND STREETS (future development) B 98 0.95 0.00
5 LANDSCAPED AREA (future development) B 66 0.30 0.00
TOTALS AND COMPOSITE NUMBERS 65.0 0.25 25.80
TIME OF CONCENTRATION
Hydraulic length 1800 LF
Change in elevation 120 FT
Time of concentration ( by Kirpich) = 7.1 MIN
RAINFALL INTENSITIES
2 year, 7 minute rainfall intensity 5,36 in./hr.
10 year, 7 minute rainfall intensity 6.78 in./hr.
100 year, 7 minute rainfall intensity 9.19 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
"A" is the drainage area in acres
2 year discharge Q2 = 34.6 cfs
10 year discharge Q10 = 43.7 cfs
100 year discharge Q10 = 59.3 cfs
(Z
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrog raph based on the equation
Tp = Runoff Volume / 1.37 ' Op
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 65.0
Runoff = 0.805 inches
Runoff Volume = 75394 of
Tp = 26.5 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 65.0
Runoff = 1.91 inches
Runoff Volume = 179005 cf
Tp = 49.8 min
100 year storm
24 hour, 100 year rainfall 8.00 inches
CN 65.0
Runoff = 3.89 inches
Runoff Volume = 364710 cf
Tp = 74.9 min
13
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
" 3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
WET POND (AREA #3)
POST-DEVELOPMENT DATE : OCTOBER 28, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO.
------------------------------------------------- GROUP
----------
-----
---------- AC.
---------
-------------------------------------------------
1 BUILDINGS AND STREETS ----------
B -----
98 ----------
0.95 ---------
14.40
2 LANDSCAPED AREA B 66 0.30 11.70
3 UNDISTURBED WOODED AREAS B 60 0.25 0.60
4 BUILDINGS AND STREETS (future development) B 98 0.95 2.00
5 LANDSCAPED AREA (future development) B 66 0.30 0.90
TOTALS AND COMPOSITE NUMBERS 83.6 0.66 29.60
TIME OF CONCENTRATION
Time of concentration = 5.0 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
100 year, 5 minute rainfall intensity 9.72 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
C " is the runoff coefficient
I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 112.4 cfs
10 year discharge Q10 = 140.9 cfs
100 year discharge Q10 = 189.6 cfs
(ASSUMES 70°,o IMPERVIOUS)
4-
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrog raph based on the equation
Tp = Runoff Volume / 1.37 • Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 83.6
Runoff = 1.991 inches
Runoff Volume = 213932 cf
Tp = 23.2 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 83.6
Runoff = 3.58 inches
Runoff Volume = 384719 cf
Tp = 33.2 min
100 year storm
24 hour, 100 year rainfall 8.00 inches
CN 83.6
Runoff = 6.05 inches
Runoff Volume = 649957 cf
Tp = 41.7 min
Ih
DETERMINE THE REQUIRED STORAGE VOLUME
Water Quality requirements mandate control of the runoff from the 1 inch storm
on the impervious surfaces
Rv = 0.05 + 0.009(1)
1 = Impervious cover percentage of tract 55%
Required Storage Volume - Quality 58951 cf
City of Raleigh Neuse Protection Ordinances
mandate control of the 2 year storm
Required Storage Volume 138538 cf
WET POND (AREA #3) SIZING CALCULATIONS
Size a wet pond to treat the runoff from the site.
Normal pool depth 6 feet
Impervious cover percentage of the tract 55%
Surface Area to Drainage Area Ratio 1.402
Required Surface Area 0.41 ac
18077 sf
Surface Area Provided 33090 sf
DEVICE INFORMATION
Riser Size 72 in. RCP
Barrel Diameter 48 in. RCP
Invert Elevation at Riser 282.00
Invert Elevation at Headwall/FES 28&.70
Bottom of Pond 280.00
Normal Pool Elevation 288.00
Top of Water Quality Pool Elevation 289.55 To store 1" storm
Low Flow Outlet 4 - 8" diameter orifices
Low Flow Outlet Elevation 289.55
Principal Spillway Elevation 290.90
2 Year Water Surface Elevation 291.47
10 Year Water Surface Elevation 292.15
Emergency Spillway Width 25.00 feet
Emergency Spillway Elevation 292.90
100 year Water Surface Elevation 292.81
Top of Berm Elevation 295.00
Water quality pool drawdown orifice diameter 4.00 in
Drawdown time from falling head orifice equation 2.3 days
(P
PRIEST, CRAV EN & ASSOCIA TES, INC. DATE: OCT OBER 28, 2004
3803-B COMPU TER DRIVE, SU ITE 104
RALEIGH, N.C 27609

LENWOOD NORTH SUBDIVI SION -PHA SES 1-8 -WET P OND (AREA #3
STAGE STORA GE EQUATION

NO. PTS. 8

ELEV. STAGE AREA DELTA CUMULATIVE LN OF LN OF STAGE • STAGE'
! STORAGE STORAGE STAGE STORAGE STORAGE STAGE
FT FT SQ. FT. I CU. FT. CU. FT. AC. FT.

288.0 0.0 330901 0.01 0 0.0000 0.0000 1 0.0000 0.0000
38405.0
289.0 1.0 43720 38405.0 0.8817 0.0000 10.5559 0.0000 0.0000
45047.5
290.0 2.0 46375 83452.5 1.9158 0.6931 11.3320 7.8548 0.4805
47737.5 1
291.0 3.0 49100 131190.0 3.0117 1.0986 11.7844 12.9465 1.2069
50495.0
292.0 4.0 51890 181685.0 4.1709 1.3863 12.1100 16.7881 1.9218
53307.5
293.0 5.0 54725 234992.5 5.39471 1.6094 12.3673 19.9044 2.5903
56187.5 1
294.01 6.0 57650 291180.0 6.68461 1.7918 12.5817 22.54341 3.2104
1 59145.0
295.0 7.0 60640 350325.0 8.04241 1.9459 12.7666 24.84271 3.7866

8.5252 83.4980 104.8798 13.1965
B= 1.1333960278
KS = 38099.231845

iECK BY CA LCULATION US ING KS AND B

ELEVATION STAGE STORAGE! DIFF.I %

288.0 0 0 01 01

289.0 1 38099 -306 -0.80

290.0 2 83580 128 0.15

291.0 3 132338 1148 0.87
I
292.0 4 ( 183353 1668 0.91 I

293.0 5 236116 1124 0.48

294.0 6 290315 -865 -0.30
1 I
295.0 71 1 345738 4587 -1.331 1

17
PRIEST, CRAVEN & SSOCIAT ES, INC. DATE: OCTOBER 28, 200 4
LAND USE CONSULT NTS
3803-B COMPUTER D RIVE
RALEIGH, NC 27609

STAGE DISCHARGE ORKSH EET
GLENWOOD NORTH PHASE 1-8
WET POND #1 (STO MWATE R AREA # P)

CULVERTS/ORIFICES WEIRS TOTAL
1 2 3 1 2 3 LIMITING
DISCHARGE
DIAMETER (in.) 48 4 8 LENGTH (ft.) 18.85 25 0 EXCLUDES
INVERT 282.00 288.00 289.55 ELEV. 290.90 292.90 0.00 CULVERT I
CD 0.65 0.65 0.65 COEFF. 3.0 3.0 0.0
NUMBER 1 1 4
I
WS ELEV. CFS CFS CFS CFS CFS CFS CFS

288.00 131.0 0.0 0.0 0.0 0.0 0.0 0.0
289.55 154.3 0.5 0.0 0.0 0.0 0.0 0.5
289.56 154.4 0.5 0.0 0.0 0.0 0.0 0.5
289.57 154.6 0.5 0.0 0.0 0.0 0.0 0.6
289.58 154.7 0.5 0.0 0.0 0.0 0.0 0.6
289.59 154.8 0.5 0.1 0.0 0.0 0.0 0.6
289.60 155.0 0.5 0.1 0.0 0.0 0.0 0.6
289.61 155.1 0.5 0.1 0.0 0.0 0.0 0.7
289.62 155.2 0.5 0.1 I 0.0 0.0 0.0 0.7
289.63 155.4 0.6 0.2 0.0 0.0 0.0 0.7
289.64 155.5 0.6 0.2 0.0 0.0 0.0 0.8
289.65 155.7 0.6 0.2 0.0 0.0 0.0 0.8
289.66 155.8 0.6 0.3 0.0 0.0 0.0 0.8
289.67 155.9 0.6 0.3 0.0 0.0 0.0 0.9
289.68 156.1 0.6 0.4 0.0 0.0 0.0 0.9
289.69 156.2 0.6 0.4 0.0 0.0 0.0 1.0
289.70 156.3 0.6 0.4 0.0 0.0 0.0 1.0
289.71 156.5 0.6 0.5 0.0 0.0 0.0 1.1
289.72 156.6 0.6 0.5 0.0 0.0 0.0 1.1
289.73 156.8 0.6 0.6 0.0 0.0 0.0 1.2
289.74 156.9 0.6 0.6 0.0 0.0 0.0 1.2
289.75 157.0 0.6 0.7 0.0 0.0 0.0 1.3
289.76 157.2 I 0.6 0.7 0.0 0.0 0.0 1.3
289.77 157.3 0.6 0.8 0.0 0.0 0.0 1.4
289.78 157.4 0.6 0.9 0.0 0.0 0.0 1.4
289.79 157.6 0.6 0.9 0.0 0.0 0.0 1.5
289.80 157.7 0.6 1.0 0.0 0.0 0.0 1.5
289.81 157.9 0.6 1.0 0.0 0.0 0.0 1.6
289.82 158.0 0.6 1.1 0.0 0.0 0.0 1.7
289.83 158.1 0.6 1.1 0.0 0.0 0.0 1.7
289.84 158.3 0.6 1.2 0.0 0.0 0.0 1.8
289.85 158.4 0.6 1.3 0.0 0.0 0.0 1.9
289.86 158.5 0.6 1.3 0.0 0.0 0.0 1.9
289.87 158.7 0.6 1.4 0.0 0.0 0.0 2.0
289.88 158.8 0.6 1.5 1 0.0 0.0 0.0 2.1
289.89 158.9 0.6 1.5 0.0 0.0 0.0 2.1
289.90 159.1 0.6 1 1.6 0.0 0.0 0.0 2.2
289.91 159.2 0.6 1.7 0.0 0.0 0.0 1 2.3
289.92 159.3 0.6 1.7 0.0 0.0 0.0 2.3
289.93 159.5 0.6 1.8 0.0 0.0 0.0 2.4
289.94 159.6 0.6 1.9 0.0 0.0 0.0 2.5
289.95 159.7 0.6 2.0 0.0 0.0 0.0 2.6
289.96 159.9 0.6 2.0 0.0 0.0 0.0 2.6
289.97 160.0 0.6 2.1 0.0 0.0 0.0 2.7
289.98 160.1 0.6 2.2 0.0 0.0 0.0 2.8
289.99 160.3 0.6 2.3 0.0 1 0.0 0.0 2.9
290.00 160.4 0.6 2.3 0.0 0.0 0.0 2.9
290.01 160.5 0.6 2.4 I 0.0 0.0 0.0 3.0
16
290.02 160.7 0.6 2.5 0.0 0.0 0.0 3.1
290.03 160.8 0.6 2.6 0.0 0.0 0.0 3.2
290.04 160.9 0.6 2.7 0.0 0.0 0.0 3.3
290.05 161.1 0.6 2.7 0.0 0.0 0.0 3.4
290.06 161.2 0.6 2.8 0.0 0.0 0.0 3.4
290.07 161.3 0.6 2.9 0.0 0.0 0.0 3.5
290.08 161.5 0.6 3.0 0.0 0.0 0.0 3.6
290.09 161.6 0.6 3.1 0.0 0.0 0.0 3.7
290.10 161.7 0.6 3.2 0.0 0.0 0.0 1 3.8
290.11 161.9 0.6 3.2 0.0 0.0 0.0 1 3.9
290.12 162.0 0.6 3.3 0.0 0.0 0.0 1 4.0
290.13 162.1 0.6 3.4 0.0 0.0 0.0 1 4.1
290.14 162.3 0.6 3.5 0.0 0.0 0.0 4.1
290.15 162.4 0.6 3.6 0.0 0.0 0.0 4.2
290.16 162.5 0.6 3.7 0.0 0.0 0.0 4.3
290.17 162.7 0.6 3.8 0.0 0.0 0.0 4.4
290.18 162.8 0.6 3.9 0.0 0.0 0.0 4.5
290.19 162.9 0.6 4.0 0.0 0.0 0.0 4.6
290.20 163.1 0.6 4.1 0.0 0.0 0.0 4.7
290.21 163.2 0.7 4.1 0.0 0.0 0.0 4.8
290.22 163.3 0.7 4.2 0.0 0.0 0.0 4.9
290.23 163.5 0.7 4.3 0.0 0.0 0.0 4.9
290.24 163.6 0.7 4.3 0.0 0.0 0.0 5.0
290.25 163.7 0.7 4.4 0.0 0.0 0.0 5.1
290.26 163.9 0.7 4.5 0.0 0.0 0.0 5.1
290.27 164.0 0.7 4.5 0.0 0.0 0.0 5.2
290.28 164.1 0.7 4.6 0.0 0.0 0.0 5.2
290.29 164.2 0.7 4.6 0.0 0.0 0.0 5.3
290.30 164.4 0.7 4.7 0.0 0.0 0.0 5.4
290.31 164.5 0.7 4.8 0.0 0.0 0.0 5.4
290.32 164.6 0.7 4.8 0.0 0.0 0.0 5.5
290.33 164.8 0.7 4.9 0.0 0.0 0.0 5.5
290.34 164.9 0.7 4.9 0.0 0.0 0.0 5.6
290.35 165.0 0.7 5.0 0.0 0.0 0.0 5.6
290.36 165.2 0.7 5.0 0.0 0.0 0.0 5.7
290.37 165.3 0.7 5.1 0.0 0.0 0.0 5.8
290.38 165.4 0.7 5.1 0.0 0.0 0.0 5.8
290.39 165.5 0.7 5.2 0.0 0.0 0.0 5.9
290.40 165.7 0.7 5.2 0.0 0.0 0.0 5.9
290.41 165.8 0.7 5.3 0.0 0.0 0.0 6.0
290.42 165.9 0.7 5.3 0.0 0.0 0.0 6.0
290.43 166.1 0.7 5.4 0.0 0.0 0.0 6.1
290.44 166.2 0.7 5.4 0.0 0.0 0.0 6.1
290.45 166.3 0.7 5.5 0.0 0.0 0.0 6.2
290.46 166.4 0.7 5.5 0.0 0.0 0.0 6.2
290.47 166.6 0.7 5.6 0.0 0.0 0.0 6.3
290.48 166.7 0.7 5.6 0.0 0.0 0.0 6.3
290.49 166.8 0.7 5.7 0.0 0.0 0.0 6.4
290.50 167.0 0.7 5.7 0.0 0.0 0.0 6.4
290.51 167.1 0.7 5.8 0.0 0.0 0.0 6.5
290.52 167.2 0.7 5.8 0.0 0.0 0.0 6.5
290.53 167.3 0.7 5.9 0.0 0.0 0.0 6.6
290.54 167.5 0.7 5.9 0.0 0.0 0.0 6.6
290.55 167.6 0.7 5.9 0.0 0.0 0.0 6.6
290.56 167.7 0.7 6.0 0.0 0.0 0.0 6.7
290.57 167.9 0.7 6.0 0.0 0.0 0.0 6.7
290.58 168.0 0.7 6.1 0.0 0.0 0.0 6.8
290.59 168.1 0.7 6.1 0.0 0.0 0.0 6.8
290.60 168.2 0.7 6.2 0.0 0.0 0.0 6.9
290.61 168.4 0.7 6.2 0.0 0.0 0.0 6.9
290.62 168.5 0.7 6.2 0.0 0.0 0.0 7.0
290.63 168.6 0.7 6.3 0.0 0.0 0.0 7.0
290.64 168.8 0.7 6.3 0.0 0.0 0.0 7.0
290.65 168.9 0.7 6.4 0.0 0.0 0.0 7.1
290.66 169.0 0.7 6.4 0.0 0.0 0.0 7.1
290.67 169.1 0.7 6.5 0.0 0.0 0.0 7.2
290.68 169.3 0.7 6.5 0.0 0.0 0.0 7.2
19
290.69 169.4 0.7 6.5 0.0 0.0 0.0 7.3
290.70 169.5 0.7 6.6 0.0 0.0 0.0 7.3
290.71 169.6 0.7 6.6 0.0 0.0 0.0 7.3
290.72 169.8 0.7 6.7 0.0 0.0 0.0 7.4
290.73 169.9 0.7 6.7 0.0 0.0 0.0 7.4
290.74 170.0 0.7 6.7 0.0 0.0 0.0 7.5
290.75 170.1 0.7 6.8 0.0 0.0 0.0 7.5
290.76 170.3 0.7 6.8 0.0 0.0 0.0 7.5
290.77 170.4 0.7 6.9 0.0 0.0 1 0.0 7.6
290.78 170.5 0.7 6.9 0.0 0.0 1 0.0 7.6
290.79 170.6 0.7 6.9 0.0 0.0 0.0 7.7
290.80 170.8 0.7 7.0 0.0 0.0 0.0 7.7
290.81 170.9 0.7 7.0 0.0 0.0 0.0 7.7
290.82 171.0 0.7 7.0 0.0 0.0 0.0 7.8
290.83 171.1 0.7 7.1 0.0 0.0 0.0 7.8
290.84 171.3 0.7 7.1 0.0 0.0 0.0 7.9
290.85 171.4 0.7 7.2 0.0 0.0 1 0.0 7.9
290.86 171.5 0.7 7.2 0.0 0.0 0.0 7.9
290.87 171.6 0.7 7.2 0.0 0.0 0.0 8.0
290.88 171.8 0.7 7.3 0.0 0.0 0.0 8.0
290.89 171.9 0.8 7.3 0.0 0.0 0.0 8.1
290.90 172.0 0.8 7.3 0.0 0.0 0.0 8.1
290.91 I 172.1 0.8 7.4 ( 0.1 0.0 0.0 8.2
290.92 172.3 0.8 7.4 0.2 0.0 0.0 8.3
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293.30 199.7 1.0 13.4 CONTROL 210.3 19.0 0.0 243.7
293.31 199.8 1.0 13.5 ELEV:293.31 211.3 19.7 0.0 245.5
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293.99 207.0 1.1 14.7 239.3 85.3 0.0 340.5
294.00 207.1 1.1 14.8 239.7 86.5 0.0 342.1

Check Riser Using Orf ice Equati on:

Top of Riser: 290.9

Riser (in) op-Rise Cd A h (elev.) Q (cfs)

72 290.9 0.6 28.2735 290.90 0.00
72 290.9 0.6 28.2735 290.91 13.61
72 290.9 0.6 28.2735 290.92 19.25
72 290.9 0.6 28.2735 290.93 23.58
72 290.9 0.6 28.2735 290.94 27.23
72 290.9 0.6 28.2735 290.95 30.44
72 290.9 0.6 28.2735 290.96 33.35
72 290.9 0.6 28.2735 290.97 36.02
72 290.9 0.6 28.2735 290.98 38.51 1
72 290.9 0.6 28.2735 290.99 40.84
72 290.9 0.6 28.2735 291.00 43.05 1
72 290.9 0.6 28.2735 291.01 45.15 1
72 290.9 0.6 28.2735 291.02 47.16
72 290.9 0.6 28.2735 291.03 49.08
72 290.9 0.6 28.2735 291.04 50.-64-
72 290.9 0.6 28.2735 291.05 52.73
72 290.9 0.6 28.2735 291.06 54.45
72 290.9 0.6 28.2735 291.07 56.13
72 290.9 0.6 28.2735 291.08 57.76
72 290.9 0.6 28.2735 291.09 59.34
72 290.9 0.6 28.2735 291.10 60.88
72 290.9 0.6 28.2735 .291.11 62.39
72 290.9 0.6 28.2735 291.12 63.85
72 290.9 0.6 28.2735 291.13 65.29
72 290.9 0.6 28.2735 291.14 66.69
72 290.9 0.6 28.2735 291.15 68.07
72 290.9 0.6 28.2735 291.16 69.42
72 290.9 0.6 28.2735 291.17 70.74
72 290.9 0.6 28.2735 291.18 72.04
72 290.9 0.6 1 28.2735 1 291.19 73.31
72 290.9 0.6 28.2735 291.20 74.56
72 290.9 0.6 28.2735 291.21 75.80
72 290.9 0.6 28.2735 291.22 77.01
72 290.9 0.6 28.2735 291.23 78.20
72 290.9 0.6 28.2735 291.24 79.38
72 290.9 0.6 28.2735 291.25 80.54 I
72 290.9 0.6 28.2735 291.26 81.68 I
72 290.9 0.6 28.2735 291.27 82.81 I
72 290.9 0.6 28.2735 291.28 83.92
72 290.9 0.6 28.2735 291.29 85.02
72 290.9 0.6 28.2735 291.30 86.10
72 290.9 0.6 1 28.2735 291.31 87.17 1
72 290.9 0.6 1 28.2735 291.32 88.23 1
72 290.9 0.6 1 28.2735 291.33 89.27 1
72 290.9 0.6 1 28.2735 291.34 90.30
72 290.9 0.6 1 28.2735 1 291.35 91.32
72 290.9 0.6 1 28.2735 291.36 92.33
72 290.9 0.6 28.2735 291.37 93.33
72 290.9 0.6 28.2735 291.38 94.32
72 290.9 0.6 28.2735 291.39 95.30
72 290.9 0.6 28.2735 291.40 96.26
72 290.9 0.6 28.2735 291.41 97.22
72 290.9 0.6 28.2735 291.42 98.17 1
72 290.9 0.6 28.27351 291.43 99.11
72 290.9 0.6 28.2735 291.44 100.04
72 290.9 0.6 28.2735 291.45 100.96
72 290.9 0.6 28.2735 291.46 101.88
72 290.9 0.6 28.2735 291.47 102.78
72 290.9 0.6 28.2735 291.48 103.68
'L 7
72 290.9 0.6 28.2735 291.49 104.57
72 290.9 0.6 28.2735 291.50 105.45
72 290.9 0.6 28.2735 291.51 106.33
72 290.9 0.6 28.2735 291.52 107.19
72 290.9 0.6 28.2735 291.53 108.05
72 290.9 0.6 28.2735 291.54 108.91
72 290.9 0.6 28.2735 291.55 109.76
72 290.9 0.6 28.2735 291.56 110.60
72 290.9 0.6 28.2735 291.57 111.43
72 290.9 0.6 28.2735 291.58 112.26
72 290.9 0.6 28.2735 291.59 113.08
72 290.9 0.6 28.2735 291.60 113.90
72 290.9 0.6 28.2735 291.61 114.71
72 290.9 0.6 28.2735 291.62 115.52 1
72 290.9 0.6 28.2735 291.63 116.31
72 290.9 0.6 28.2735 291.64 117.11
72 290.9 0.6 28.2735 291.65 117.90
72 290.9 0.6 28.2735 291.66 118.68
72 290.9 0.6 28.2735 291.67 119.46
72 290.9 0.6 28.2735 291.68 120.23
72 290.9 0.6 28.2735 291.69 12110
72 290.9 0.6 28.2735 291.70 121.76
72 290.9 0.6 28.2735 291.71 122.52
72 290.9 0.6 28.2735 291.72 123.28
72 290.9 0.6 28.2735 291.73 124.03
72 290.9 0.6 28.2735 291.74 124.77
72 290.9 0.6 28.2735 291.75 125.51
72 290.9 0.6 28.2735 291.76 126.25
72 290.9 0.6 28.2735 291.77 126.98
72 290.9 0.6 28.2735 .291.78 127.71
72 290.9 0.6 28.2735 291.79 128.43 I
72 290.9 0.6 28.2735 291.80 129.15
72 290.9 0.6 28.2735 291.81 129.87 I
72 290.9 0.6 28.2735 291.82 130.58
72 290.9 0.6 28.2735 291.83 131.29
72 290.9 0.6 28.2735 291.84 131.99
72 290.9 0.6 28.2735 291.85 132.69
72 290.9 0.6 28.2735 291.86 133.39
72 290.9 0.6 28.2735 291.87 134.08 I
72 290.9 0.6 28.2735 291.88 134.77 I
72 290.9 0.6 1 28.2735 291.89 135.45
72 290.9 0.6 1 28.2735 291.90 136.14 1
72 290.9 0.6 1 28.2735 291.91 136.82
4
72 290.9 0.6 1 28.2735 291.92 137.49
72 290.9 0.6 1 28.2735 291.93 138.16
72 290.9 0.6 28.2735 291.94 138.83
72 290.9 0.6 28.2735 291.95 139.50
72 290.9 0.6 1 28.2735 291.96 140.16
72 290.9 0.6 28.2735 291.97 140.82
72 290.9 0.6 28.2735 291.98 141.48
72 290.9 0.6 28.2735 291.99 142.13
72 290.9 0.6 28.2735 292.00 142.78
72 290.9 0.6 28.2735 292.01 143.43
72 290.9 0.6 28.2735 292.02 144.07
72 290.9 0.6 28.2735 292.03 144.71
72 290.9 0.6 1 28.2735 292.04 145.35
72 290.9 0.6 28.2735 292.05 145.99
72 290.9 0.6 28.2735 292.06 146.62
72 290.9 0.6 28.2735 292.07 147.25
72 290.9 0.6 28.2735 292.08 147.88
72 290.9 0.6 28.2735 292.09 148.51
72 290.9 0.6 28.2735 292.10 149.13
72 290.9 0.6 28.2735 292.11 149.75
72 290.9 0.6 28.2735 292.12 150.37
72 290.9 0.6 28.2735 292.13 150.98 I
72 290.9 I 0.6 28.27351 292.14 151.59 I
72 290.9 0.6 28.2735 292.15 152.20
2 kP
72 290.9 0.6 28.2735 292.16 152.81
72 290.9 0.6 28.2735 292.17 153.42
72 290.9 0.6 28.2735 292.18 154.02
72 290.9 0.6 28.2735 292.19 154.62 1
72 290.9 0.6 28.2735 292.20 155.22 I
72 290.9 0.6 28.2735 292.21 155.82
72 290.9 0.6 28.2735 292.22 156.41
72 290.9 0.6 28.2735 292.23 157.00
72 290.9 0.6 28.2735 292.24 157.59
72 290.9 0.6 28.2735 292.25 158.18
72 290.9 0.6 28.2735 292.26 158.76
72 290.9 0.6 28.2735 292.27 159.34
72 290.9 0.6 28.2735 292.28 159.92
72 290.9 0.6 28.2735 292.29 160.50
72 290.9 0.6 28.2735 292.30 161.08
72 290.9 0.6 28.2735 292.31 161.65
72 290.9 0.6 28.2735 292.32 162.23
72 290.9 0.6 28.2735 292.33 162.80
72 290.9 0.6 28.2735 292.34 163.36
72 290.9 0.6 28.2735 292.35 163.93
72 290.9 0.6 28.2735 292.36 164.49
72 290.9 0.6 28.2735 292.37 165.06
72 290.9 0.6 28.2735 292.38 165.62
72 290.9 0.6 28.2735 292.39 166.18
72 290.9 0.6 28.2735 292.40 166.73
72 290.9 0.6 28.2735 292.41 167.29
72 290.9 0.6 28.2735 292.42 167.84
72 290.9 0.6 28.2735 292.43 168.39
72 290.9 0.6 28.2735 292.44 168.94
72 290.9 0.6 28.2735 .292.45 169.49
72 290.9 0.6 28.2735 292.46 170.03 1
72 290.9 0.6 28.2735 292.47 170.58 I 1 I
72 290.9 0.6 28.2735 292.48 171.12
72 290.9 0.6 28.2735 292.49 171.66 i
72 290.9 0.6 1 28.2735 292.50 172.20
72 290.9 0.6 1 28.2735 292.51 172.74
72 290.9 0.6 1 28.2735 292.52 173.27
72 290.9 0.6 1 28.2735 292.53 173.81
72 1 290.9 0.6 1 28.2735 292.54 174.34 1
72 290.9 0.6 1 28.2735 292.55 174.87
72 290.9 0.6 1 28.2735 292.56 175.40
72 290.9 0.6 28.2735 292.57 175.93
72 290.9 0.6 28.2735 292.58 176.45
72 290.9 0.6 28.2735 292.59 176.98
72 290.9 0.6 1 28.2735 292.60 177.50
72 290.9 0.6 1 28.2735 292.61 178.02 I
72 290.9 0.6 28.2735 292.62 178.54
72 290.9 0.6 1 28.2735 292.63 179.06
72 290.9 0.6 28.2735 292.64 179.58
72 290.9 0.6 28.2735 292.65 180.09
72 290.9 0.6 28.2735 292.66 180.61
72 290.9 0.6 28.2735 292.67 181.12
72 290.9 0.6 1 28.2735 292.68 181.63
72 290.9 0.6 1 28.2735 292.69 182.14
72 290.9 0.6 28.27351 292.70 182.65
72 290.9 0.6 28.2735 292.71 183.15
72 290.9 0.6 28.2735 292.72 183.66
72 290.9 0.6 28.2735 292.73 184.16
72 290.9 0.6 28.2735 292.74 184.66
72 290.9 0.6 28.2735 292.75 185.17
72 290.9 0.6 28.2735 292.76 185.67
72 290.9 0.6 28.2735 292.77 186.16
72 290.9 0.6 28.2735 292.78 186.66
72 290.9 0.6 28.2735 292.79 187.16
72 1 290.9 0.6 28.2735 292.80 187.65
72 290.9 0.6 28.2735 292.81 188.14
72 _ 290.9 0.6 28.2735 292.82 188.64
21
72 290.9 0.6 28.2735 292.83 189.13
72 290.9 0.6 28.2735 292.84 189.62
72 290.9 0.6 28.2735 292.85 190.10
72 290.9 0.6 28.2735 292.86 190.59
72 290.9 0.6 28.2735 292.87 191.08
72 290.9 0.6 28.2735 292.88 191.56
72 290.9 0.6 28.2735 292.89 192.04
72 290.9 0.6 28.2735 292.90 192.53
72 290.9 0.6 28.2735 292.91 193.01
72 290.9 0.6 28.2735 292.92 193.49
72 290.9 0.6 28.2735 292.93 193.96
72 290.9 0.6 28.2735 292.94 194.44
72 290.9 0.6 28.2735 292.95 194.92
72 290.9 0.6 28.2735 292.96 195.39
72 290.9 0.6 28.2735 292.97 195.87
72 290.9 0.6 28.2735 292.98 196.34
72 290.9 0.6 28.2735 292.99 196.81
72 290.9 0.6 28.2735 293.00 197.28
72 290.9 0.6 28.2735 293.01 197.75
72 290.9 0.6 28.2735 293.02 198.22
72 290.9 0.6 28.2735 293.03 198.68
72 290.9 0.6 28.2735 293.04 199.15 1
72 290.9 0.6 28.2735 293.05 199.61
72 290.9 0.6 28.2735 293.06 200.08
72 290.9 0.6 28.2735 293.07 200.54
72 290.9 0.6 28.2735 293.08 201.00
72 290.9 0.6 28.2735 293.09 201.46
72 290.9 0.6 28.2735 293.10 201.92
72 290.9 0.6 28.2735 293.11 202.38
72 290.9 0.6 28.2735 .293.12 202.84 1
72 290.9 0.6 28.2735 293.13 203.29
72 290.9 0.6 28.2735 293.14 203.75
72 290.9 0.6 28.2735 293.15 204.20
72 290.9 0.6 28.2735 .16 204.66 I
72 290.9 0.6 28.2735 t293.17 205.11
72 290.9 0.6 28.2735 .18 205.56
72 290.9 0.6 28.2735 293.19 206.01
72 290.9 0.6 1 28.2735 293.20 206.46 1
72 290.9 0.6 28.2735 293.21 206.91
72 290.9 0.6 28.2735 293.22 207.36
72 290.9 0.6 28.2735 293.23 207.80
72 290.9 0.6 1 28.2735 293.24 208.25
72 290.9 0.6 28.2735 293.25 208.69
72 290.9 0.6 28.2735 293.26 209.14
72 290.9 0.6 1 28.2735 293.27 209.58
72 290.9 0.6 28.2735 293.28 210.02
72 290.9 0.6 28.2735 293.29 210.46 ORFICE
72 290.9 0.6 28.2735 293.30 210.90 CONTROL
72 290.9 0.6 28.2735 293.31 211.34 ELEV:293.3 1
72 290.9 0.6 28.2735 293.32 211.78 RISER
72 290.9 0.6 28.2735 293.33 212.22
72 290.9 0.6 28.2735 293.34 212.65
72 290.9 0.6 28.2735 293.35 213.09
72 290.9 0.6 28.2735 293.36 213.52
72 290.9 0.6 28.2735 293.37 213.95
72 290.9 0.6 28.2735 293.38 214.39
72 290.9 0.6 28.2735 293.39 214.82
72 290.9 0.6 28.2735 293.40 215.25
72 290.9 0.6 28.2735 293.41 215.68
72 290.9 0.6 28.2735 293.42 216.11
72 290.9 0.6 28.2735 293.43 216.54
72 290.9 0.6 28.2735 293.44 216.97
72 290.9 0.6 28.2735 293.45 217.39
72 290.9 0.6 28.2735 293.46 217.82
72 1 290.9 0.6 28.2735 293.47 218.24
72 290.9 0.6 28.2735 293.48 218.67
72 290.9 0.6 28.2735 293.49 219.09

72 290.9 0.6 28.2735 293.50 219.51 1
72 290.9 0.6 28.2735 293.51 219.93 1
72 290.9 0.6 1 28.2735 293.52 220.36 1
72 290.9 0.6 1 28.2735 293.53 220.78
72 290.9 0.6 1 28.2735 293.54 221.20
72 290.9 0.6 1 28.2735 293.55 221.61
72 290.9 0.6 1 28.2735 293.56 222.03
72 290.9 0.6 28.2735 293.57 222.45
72 290.9 0.6 1 28.2735 293.58 222.86
72 290.9 0.6 28.2735 293.59 223.28
72 290.9 0.6 28.2735 293.60 22169
72 290.9 0.6 28.2735 293.61 224.11
72 290.9 0.6 28.2735 293.62 224.52
72 290.9 0.6 28.2735 293.63 224.93
72 290.9 0.6 28.2735 293.64 225.35
72 290.9 0.6 28.2735 293.65 225.76
72 290.9 0.6 28.2735 293.66 226.17
72 290.9 0.6 28.2735 293.67 226.58
72 290.9 0.6 28.2735 293.68 226.98
72 290.9 0.6 28.2735 293.69 227.39
72 290.9 0.6 28.2735 293.70 227.80
72 290.9 0.6 28.2735 293.71 228.21
72 290.9 0.6 28.2735 293.72 228.61
72 290.9 0.6 28.2735 293.73 229.02
72 290.9 0.6 28.2735 293.74 229.42
72 290.9 0.6 28.2735 293.75 229.82
72 290.9 0.6 28.2735 293.76 230.23
72 290.9 0.6 28.2735 293.77 230.63
72 290.9 0.6 28.2735 293.78 231.03
72 290.9 0.6 28.2735 .293.79 231.43
72 290.9 0.6 28.2735 293.80 231.83
72 290.9 0.6 1 28.2735 293.81 232.23
72 290.9 0.6 28.2735 293.82 232.63
72 290.9 0.6 28.2735 293.83 233.03
72 290.9 0.6 28.2735 293.84 233.43
72 290.9 0.6 28.2735 293.85 233.82
72 290.9 0.6 28.2735 I 293.86 234.22
72 290.9 0.6 28.2735 293.87 234.61
72 290.9 0.6 28.2735 293.88 235.01
72 290.9 0.6 28.2735 293.89 235.40
72 290.9 0.6 28.2735 293.90 235.79 1
72 290.9 0.6 28.2735 293.91 236.19
72 290.9 0.6 28.2735 1 293.92 236.58
72 290.9 0.6 1 28.2735 293.93 236.97
72 290.9 0.6 28.2735 ( 293.94 237.36 1
72 290.9 0.6 28.2735 293.95 1 237.75
72 290.9 0.6 28.2735 293.96 238.14
72 290.9 0.6 28.2735 293.97 238.53
72 290.9 0.6 28.2735 293.98 238.92
72 290.9 0.6 28.2735 293.99 239.31
72 290.9 0.6 28.2735 294.00 239.69
72 290.9 0.6 28.2735 294.01 240.08
72 290.9 0.6 28.2735 294.02 240.46
72 290.9 0.6 28.2735 294.03 240.85
72 290.9 0.6 28.2735 1 294.04 241.23
72 290.9 0.6 28.2735 294.05 241.62
72 290.9 0.6 28.2735 294.06 242.00
72 290.9 0.6 28.2735 294.07 242.38
72 290.9 0.6 28.2735 294.08 242.77
72 290.9 0.6 28.2735 294.09 243.15
72 290.9 0.6 28.2735 294.10 243.53
72 290.9 0.6 28.2735 294.11 243.91
72 290.9 0.6 28.2735 294.12 244.29
72 290.9 0.6 28.2735 294.13 244.67
72 1290.9 0.6 28.2735 294.14 245.05
72 290.9 0.6 28.2735 294.15 1 245.42
72 290.9 0.6 28.2735 294.16 245.80
Z1
72 290.9 0.6 28.2735 294.17 246.18
72 290.9 0.6 28.2735 294.18 246.55
72 290.9 0.6 28.2735 294.19 246.93
72 290.9 0.6 28.2735 294.20 247.30
72 290.9 0.6 28.2735 294.21 247.68
72 290.9 0.6 28.2735 294.22 248.05
72 290.9 0.6 28.2735 294.23 248.43
72 290.9 0.6 28.2735 294.24 248.80
72 290.9 0.6 28.2735 294.25 249.17
72 290.9 0.6 28.2735 294.26 249.54
72 290.9 0.6 28.2735 294.27 249.91
72 290.9 0.6 28.2735 294.28 250.28
72 290.9 0.6 28.2735 294.29 250.65
72 290.9 0.6 28.2735 294.30 251.02
72 290.9 0.6 28.2735 294.31 251.39
72 290.9 0.6 28.2735 294.32 251.76
72 290.9 0.6 28.2735 294.33 252.13
72 290.9 0.6 28.2735 294.34 252.50
72 290.9 0.6 28.2735 294.35 252.86
72 290.9 0.6 28.2735 294.36 253.23
72 290.9 0.6 28.2735 294.37 253.59
72 290.9 0.6 28.2735 294.38 253.96
72 290.9 0.6 28.2735 294.39 254.32
72 290.9 0.6 28.2735 294.40 254.69
72 290.9 0.6 28.2735 294.41 255.05
72 290.9 0.6 28.2735 294.42 255.41
72 290.9 0.6 28.2735 294.43 255.78
72 290.9 0.6 28.2735 294.44 256.14
72 290.9 0.6 28.2735 294.45 256.50
72 290.9 0.6 28.2735 .294.46 256.86
72 290.9 0.6 28.2735 294.47 257.22
72 290.9 0.6 28.2735 294.48 257.58
72 290.9 0.6 28.2735 294.49 257.94
72 290.9 0.6 28.2735 294.50 258.30
72 290.9 0.6 28.2735 294.51 258.66
72 290.9 0.6 28.2735 294.52 259.02
72 290.9 0.6 28.2735 294.53 259.37
72 290.9 0.6 28.2735 294.54 259.73
72 290.9 0.6 28.2735 294.55 260.09
72 290.9 0.6 28.2735 294.56 260.44
72 290.9 0.6 28.2735 294.57 260.80
72 290.9 0.6 28.2735 294.58 261.15
72 290.9 0.6 28.2735 294.59 261.51
72 290.9 0.6 28.2735 294.60 261.86
72 290.9 0.6 28.2735 294.61 262.22
72 290.9 0.6 28.2735 294.62 262.57
72 290.9 0.6 28.2735 294.63 262.92
72 290.9 0.6 28.2735 294.64 263.27
72 290.9 0.6 28.2735 294.65 263.63
72 290.9 0.6 28.2735 294.66 263.98
72 290.9 0.6 28.2735 294.67 264.33
72 290.9 0.6 28.2735 294.68 264.68
72 290.9 0.6 28.2735 294.69 265.03
72 290.9 0.6 28.2735 294.70 265.38
72 290.9 0.6 28.2735 294.71 265.73
72 290.9 0.6 1 28.2735 294.72 266.08
72 290.9 0.6 28.2735 294.73 266.42
72 290.9 0.6 28.2735 294.74 266.77
72 290.9 0.6 28.2735 294.75 267.12
72 290.9 0.6 28.2735 294.76 267.47
72 290.9 0.6 28.2735 294.77 267.81
72 290.9 0.6 28.2735 294.78 268.16
72 290.9 0.6 28.2735 294.79 268.50
72 290.9 0.6 28.2735 294.80 268.85
72 290.9 0.6 28.2735 294.81 269.19
72 290.9 0.6 28.2735 294.82 269.54
72 290.9 0.6 28.2735 294.83 269.88
30
72 290.9 0.6 28.2735 294.84 270.22
72 290.9 0.6 28.2735 294.85 270.57
72 290.9 0.6 28.2735 294.86 270.91
72 290.9 0.6 28.2735 294.87 271.25
72 290.9 0.6 28.2735 294.88 271.59
72 290.9 0.6 28.2735 294.89 271.93
72 290.9 0.6 28.2735 294.90 272.27
72 290.9 0.6 28.2735 294.91 272.61 I
72 290.9 0.6 28.2735 294.92 272.95
72 290.9 0.6 28.2735 294.93 273.29 I
72 290.9 0.6 28.2735 294.94 273.63
72 290.9 0.6 28.2735 294.95 273.97
72 290.9 0.6 28.2735 294.96 274.31
72 290.9 0.6 28.2735 294.97 274.64
72 290.9 0.6 28.2735 294.98 274.98
72 290.9 0.6 28.2735 294.99 275.32
72 290.9 0.6 28.2735 295.00 275.65
3'
PRIEST, CRAVEN & ASSOC ATES, INC.
LAND USE (CONSULTANTS
3803-B COMPUTER DRIVE
RALEIGH, NIC. 27609

GLENWOO NORTH - PHAS E 1-8
2 YEAR DES IGN STORM DATE : OCTOBER 8, 2004
WET PON AREA #3)

INFLOW H Y DROGRAP NORMAL P OL ELEV. 288.0
TIME INCR EMENT= 1 min.
STA GE ELEV. 0'= 288.0
STAG E STO RAGE FUN CTION : S = 38099.23185 B= 1.1333960278

Opt 112.4 Opt 0.0 MAX. DISC HARGE = 34.3 cfs
Tpt 23.2 Tp1 0.0 MAX. ELEV ATION = 291.47 ft.

STORM RD TING "HR M METHOD"

INFLOW ONE INFLO O TOTAL
TIME ' INFLOW TIMEI INFLOW TIME INFLOW STORAGE I STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) (cfs) (min.) (cfs) (1000 cf) I (ft.) I (Cfs) (ft.)
......... .....,... .......... ........ ..... I ...,..... ......... ............... ............. ........... ..............
0.01 - 0.0 0.0 0 0 0.0 0.0001 0.001 0.0 288.00
dS= 0.0001
1.0 ' 0.51 1.0 0 1.0 0.5 0.0001 0.00 0.0 288.00
0.0311
2.0 ' 2.0 2.0 0 2.0 2.0 0.0311 0.00 0.0 288.00
0.1231
3.0 ' 4.6 3.0 01 3.0 4.61 0.1541 0.01 0.0 288.01
1 0.2741
4.0 8.01 4.0 0 4.0 8.0 0.428 0.02 0.0 288.02
0.4831 1
5.0 12.4 5.0 0 5.0 12.4 0.911 0.04 0.01 288.04
0.744
6.0 17.6 6.0 ' 0 6.0 17.6 1.655 0.06 0.0 288.06
1.0531 1
7.0 ' 23.4 7.0 ' 0 7.0 23.4 2.708 0.10 0.0 288.16-
1.405
8.0 29.9 8.0 ' 01 8.0 29.9 4.113 0.141 0.0 288.14
1.793
9.0 ' 36.8 9.0 01 9.0 36.8 5.905 0.191 0.0) 288.19
2.209 1
10.0 ' 44.11 1 10.0 ' 0 10.0 44.1 8.114 0.26 0.0 288.26
2.647
11.0 ' 51.6 11.0 ' 0 11.0 51.6 10.761 0.33 0.0 288.33
3.098 1
12.0 ' 59.2 12.0 ' 0 12.0 59.2 13.8601 0.41 0.0 288.41
3.555
13.0 ' 66.81 13.0 0 13.0 66.8 17.414 0.50 0.0 288.50
4.007
14.0 ' 74.1 14.0 0 14.0 74.11 21.422 0.601 0.01 288.60
4.449
15.0 ' 81.21 1 15.01 1 0 15.0 81.2 25.8701 0.711 0.0 288.71
-?Z

STORM RO UTING "HR M METHOD"

INFLO ONE INFLOW TWO TOTAL
TIME ' INFLOW TIME ' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 co (ft.) (cfs) (ft.)
......... ......... .....,..... ........, ......... ......... ................ 1.............., ........... ..............
4.870
16.0 87.7 1 1 16.0 ' 0 16.0 87.7 30.741 0.83 0.0 288.83
5.264
17.0 ' 93.7 17.0 ' 0 17.0 93.7 36.005 0.95 0.0 288.95
5.624
18.0 ' 99.0 1 18.0 ' 1 0 18.0 99.0 41.629 1.08 0.0 289.08
5.942
19.0 ' 103.6 19.01 ' 0 19.0 103.6 47.571 1.22 0.01 289.22
6.213
20.0 ' 107.2 20.01 ' 0 20.0 107.2 53.784 1.36 0.01 289.36
1 1 6.4321
21.0 ' 109.9 21.0 0 21.0 109.9 60.216 1.50 0.0 289.50
6.5951 1
22.0 111.7 22.0 ' 0 22.0 111.7 66.812 1.64 0.8 289.64
6.652
23.0 ' 112.4 23.0 0 23.0 112.4 73.463 1.78 1 1.4 289.78
6.6591
24.0 ' 112.1 24.0 0 24.0 112.1 80.122 1.93 2.4 289.93
I 6.580
25.0 ' 110.7 25.0 0 25.0 110.71 86.702 2.07 3.5 290.07
I 6.434
26.0 108.4 26.01 0 1 26.0 108.4 93.137 2.20 4.7 290.20
6.223
27.0 ' 105.1 27.0 0 27.0 105.1 99.359 2.33 1 5.5 290.33
5.977
28.0 ' 100.91 1 28.0 0 28.0 100.9 105.337 2.45 6.2 290.45
5.684
29.0 ' 95.9 29.0 0 29.0 95.9 111.021 2.57 6.7 290.57
5.3541
30.0 ' 90.8 30.0 0 30.0 90.8 116.3751 2.68 7.21 290.68
5.017
31.0 ' 85.91 31.0 0 31.0 85.91 121.393 2.781 7.6 290.78
4.6961
32.0 ' 81.2 32.0 0 32.0 81.2 126.089 2.87 8.0 290.87
4.3921 1
33.0 ' 76.8 33.0 ' 0 33.0 76.8 130.4811 2.96 9.1 290.96
4.060
34.0 ' 72.6 34.0 0 34.01 72.6 134.5411 3.04 11.6 291.04
3.659
35.0) 68.61 35.0 0 35.0 68.6 138.2001 3.121 14.7 291.12
3.236
36.0 ' 64.9 36.0 ' 0 36.0 64.9 141.436 3.18 17.5 291.18
2.843
37.0 ' 61.4 37.0 ' 0 37.0 61.4 144.279 3.24 20.5 291.24
2.451 1
38.0 ' 58.0 38.0 0 38.0 58.0 146.7301 3.29 23.21 291.29
3-;2

TORM RO UTING "HR M METHOD"

INFLO ONE INFLO O TOTAL
TIME ' INFLOW TIME INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (min.) (cfs) (min.) (cfs) (1000 Co (ft.) (cfs) (ft.)
............. . ............. ............. . ............. ............. ............. .................. ................ ............... ............«....
2.089
39.0 54.8 39.0 0 39.0 54.8 148.819 3.33 25.5 291.33
1.7-6-1 7-
40.01 51.91 40.0 0 1 40.0 51.9 150.5801 3.36 27.31 291.36
1.474
41.0 49.0 41.0 0 41.0 49.0 152.054 3.39 29.1 291.39
1.196
42.0 '1 46.4 42.0 ' 0 42.0 46.4 153.250 3.41 30.41 291.41
0.958
43.0 ' 43.8 43.0 0 43.0 43.8 154.207 3.43 31.71 291.43
0.728
44.0 ' 41.4 44.0 0 44.0 41.4 154.936 3.45 33.0 291.45
0.507
45.0 39.21 45.0 0 45.0 39.2 155.442 3.46 33.7 291.46
0.3291
46.0 37.1 46.0 0 46.0 37.1 155.7721 3.46 33.7 291.46
0.2011 i
47.0 35.0 47.0 0 47.0 35.0 155.9731 3.47 34.3 291.47
0.0441 1
48.0 ' 33.1 48.01 ' 0 48.0 33.1 156.017 3.47 34.3 291.47
0.071
49.0 " 31.3 49.0 0 49.0 31.3 155.946 3.47 34.3 291.47
-0.179
50.0 ' 29.6 50.0 0 50.0 29.6 155.768 3.46 33.7 291.46
-0.245 1
51.01 28.0 51.0. 1 0I 51.0 28.0 155.5221 3.461 33.7 291.46
-0.3421 1
52.01 ' 26.5 52.0 01 1 52.0 26.5 155.1801 3.45 33.0 291.45-
1 11 1 . 1 1 -0.3921 1
53.01 25.0 53.01 0 53.0 25.0 154.789 3.441 32.3 291.44
H 1 1 0.436
54.0 23.7 54.0 0 54.0 23.7 154.3531 3.44 32.3 291.44
-0.5181 1
55.0 22.4 55.0. ' 0 55.0 22.4 153.8351 3.43 31.7 291.43
-0.5591
56.0 21.21 56.01 -1 0 56.0 21.21 153.275 3.42 31.0 291.42
I -0.591
57.0 20.0 57.0 0 I 57.0 20.0 152.685 i 3.40 29.8 291.40
-0.5881
58.0 ' 18.91 58.0 01 58.0 18.9 152.0971 3.39 29.1 291.39
-0.611 1
59.01 ' 17.9 59.0 01 59.0 17.9 151.4861 3.38 28.5 291.38
0.637
60.01 11 16.9 60.0 0 60.0 16.9 150.849 3.37 27.9 291.37
3?

TORM RO TING "HR M METHOD"

INFLO ONE INFLO O TOTAL
TIME ` INFLOW TIME ' INFLOW TIME INFLOW STORAGE STAGE ! DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 co (ft. (cfs) (ft.)
......... ......... ...,...... .... ,........ ......... .....,... .............. »...........I ............. ..............
-0.659
61.0 ' 16.0 61.0 ' 0 61.0 16.0 150.190 3.35 26.7 291.35
-0.643
62.0 ' 15.1 62.0 0 62.0 15.1 149.547 3.34 26.1 291.34
0.659
63.0 ' 14.3 63.0 ' 0 63.0 14.3 148.888 3.33 25.5 291.33
-0.672 i
64.0 '1 13.5 64.0 0 64.0 13.5 _
148.215 3.32 24.9 291.32
1 -0.683
65.0 ' 12.81 65.0 0 65.0 12.81 147.532 3.30 23.8 291.30
0.661
66.0 ' 12.1 66.0 0 66.0 12.1 146.871 3.29 23.2 291.29
0.667
67.0 ' 11.4 67.0 0 67.0 11.4 146.204 3.28 22.61 291.28
0.671
68.0 ' 10.8 68.0 0 68.0 10.8 145.533 3.26 21.6 291.26
-0.648
69.0 ' 10.21 69.0 0 69.0 10.2 144.885 3.25 21.0 291.25
-0.647
70.0 ' 9.7 70.0 0 70.0 9.7 144.238 3.24 20.5 291.24
-0.651 I
71.0 ' 9.1 71.0 0 71.0 9.1 143.587 3.22 19.4 291.22
-0.616
-
72.0 ' 8.6 72.0 ' 0 72.0 8.6 142.971 3.21 18.9 291.2l
-0.616
73.0 ' 8.2 73.0 0 73.0 8.2 142.355 3.20 18.4 291.20
0.614
74.01 ' 7.7 74.0 ' 0 74.0 7.7 141.741 3.19 17.9 291.19
-0.611
75.0 ' 7.3 75.0 0 75.0 7.3 141.130 3.18 17.5 291.18
1 .0.6121 1
76.0 ' 6.9 76.0 0 76.0 6.9 140.5171 3.16 16.5 291.16
-0.576
77.0 ' 6.5 77.0 0 77.0 6.51 139.941 3.15 16.0 291.15
1 -0.5691
78.0 ' 6.2 78.0 0 78.0 6.21 139.3731 3.14 15.6 291.14
-0.566
79.0 ' 5.8 79.0 0 79.0 5.8 138.8071 3.13 15.1 291.13

1 0.556
80.0 ' 5.5 80.01 1 01 80.0 5.5 138.2511 3.121 14.71 291.12
-0.5511 1
81.0 ' 5.2 81.0 ' 0 111 81.0 5.2 137.699 3.11 14.3 291.11
0.545 1
82.0 ' 4.9 82.0 ' 0 82.0 4.9 137.154 3.10 13.9 291.10
-0.538
83.0 ' 4.7 83.0 ' 0 83.0 4.7 136.616 3.09 13.5 291. 19
-0.530
84.0 ' 4.4 84.0 ' 0 84.0 4.4 136.085 3.07 12.7 291.07

PRIEST, CRAVEN & ASSOC IATES, INC.
LAND USE'CONSULTA TS
3803-B COMPUTER DRIVE
RALEIGH, MC. 27609

GLENWOO D NORTH - P H. 1 1.8
10 YEAR DESIGN STOR M DATE ,: OCTOBER 28, 2004
WET POND (AREA #3
I
INFLOW H YDROGRAPH NORMAL P OOL ELEV. 288.0
TIME INCR EMENT = 1 min.
STA GE ELEV. 0'= 288.0
STAG E STO RAGE FUN CTION: S = 38099.23185 B = 1.133396028

Opt 140.9 Opt 0.0 MAX. DISC HARGE= 90.91 cfs
Tp1 33.2 Tp11 0.0 MAX. ELEV ATION = 292.151 ft.

STORM RO UTING "FIR M METHOD"

INFLOW ONE INFLOW TWO TOTAL
TIME INFLOW TIME INFLOW TIME INFLOW STORAGE STAGE DISCHARGEI WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft.) (cfs) (ft.)

0.0 0.0 0.0 'I 0 0 0.0 0.000 0.001 0.01 288.00
dS = 0.000
1.0 0.3 1.0 1.0 0.3 0.000 0.00 0.0 288.00
0.019
2.0 1.3 2.0 0 2.0 1.3 0.019 0.00 0.0 288.00
0.075
3.0 2.8 3.0 ' 0 3.0 2.8 0.094 0.01 0.01 288.01
0.169
4.0 5.0 4.0 ' 0 4.0 5.0 0.264 0.01 0.01 288.01
0.2991 1 1
5.0 7.7 5.0 0 -5.0 7.7 0.5631 0.021 0.01 288.02
0.464
6.0 11.1 6.0 0 6.0 11.1 1.027 0.041 0.01 288.04 ;
0.663
7.0 ' 14.9 7.0 ' 0 7.0 14.9 1.690 0.06 0.0 288.06
0.894
8.0 19.2 8.0 ' 0 8.0 19.2 2.584 0.09 0.0 288.09
1.154
9.0 I ` 24.0 9.0 0 9.0 24.0 3.739 0.13 0.0 288.13
I 1.442
10.0 '1 29.3 10.0 01 10.0 29.3 5.181 0.171 0.01 288.17
1.755
11.0 34.8 11.0 0 11.0 34.8 6.936 0.22 0.0 288.22
2.090
12.01 1 40.7 12.0 ' 0 12.0 40.7 9.027 0.281 0.0 288.28
' 2.445
13.0 46.9 13.0 ' 01 13.01 46.9 11.472 0.351 0.01 288.35
2.8151 1
14.0 53.3 14.0 ' 0 14.0 53.3 14.286 0.42 0.0 288.42
3.197
15.0 ' I 59.8 15.01 -1 0 15.0 59.8 17.484 0.50 0.0 288.50
3?

STORM RO UTING "FIR M METHOD"
I
INFLO ONE INFLOW J]NO TOTAL
TIME ` INFLOW TIME ' INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft.) (cfs) (ft.)
............. . ............. ............. , ............. ............. ............. ..... ............ ............ ......... ............... ....................
3.589
16.0 66.5 16.0 0 16.0 66.5 21.073 0.59 0.0 288.59
3.987
17.0 ' 73.1 17.0 0 17.0 73.1 25.060 0.69 0.0 288.69
4.387
18.0 ' 79.8 18.0 ' 0 1 18.0 79.8 29.447 1 0.80 0.0 1 288.80
4.785 1
19.0 1. 19.0 ' 0 1 19.0 86.3 34.233 0.91 0.0 288.91
5.179
20.0 20.0 0 1 20
.0
92.7
39.411
1.03
0.0
289.03
564
210 21.0 ' 0 21.0 98.9 44.975 1.16 0.0 289.16
I 5.937
22.0 ' 104.91 22.0 ' 0 22.0 104.9 50.912 1.29 0.01 289.29
6.294
23.0 110.6 23.0 0 23.0 110.6 57.206 1.43 0.01 289.43
6.633
24.0 115.8 24.0 ' 0 24.0 115.8 63.839 1.58 0.6 289.58
6.915
25.0 120.7 25.0 ' 0 25.0 120.7 70.754 1.73 1.2 289.73
I ' 7.172
26.0 ' 125.2 2 1 0 26.0 125.2 77.926 1.88 2.1 289.88
'I I 7.384
27.0 `I 129.1 E 0 27.0 129.1 85.310 2.04 3.3 290.04
7.549
28.0 ' 132.5 28.0 0 28.0 132.5 92.859 2.19 4.6 290.19
1 7.677
29.0 135.4 29.0 0 29.0 135.4 100.536 2.35 5.6 290.35
7.789
30.0 137.7 1 30.0 ' o l 30.0 137.7 108.324 2.51 6.5 i 290.51
7.872
31.0 139.4 31.0 0 31.0 139.4 116.196 2.671 7.21 290.67
7.931
32.0 140.4 32.0 ' 01 32.0 140.4 124.127 2.84 7.9 290.84
7.953
33.0 140.9 33.0 ' 01 33.0 140.9 132.080 2.99 9.9 290.99
7.859
34.0 140.7 34.0 ' 0 34.0 140.7 139.939 3.15 16.0 291.15
7.482
35.0 ' 139.9 35.0 0 35.0 139.9 147.421 3.30 23.8 291.30
6.965
36.0 ' 138.4 36.0 0 36.0 138.4 154.386 3.441 32.3 291.44
6.368
37.0 ' 136.4 37.0 0 37.0 136.4 160.754 3.56 40.6 291.56
5.748
38.0 133.8 38.0 0 38.0 133.8 166.502 3.67 48.8 291.67
$1

STORM RO UTING "HR METHOD"

INFLOW ONE INFLO O TOTAL
TIME ' INFLOW TIME ` INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) ' (cfs) (min.) (cfs) (min.) Ids) (1000 Co (ft.) (cfs) (ft.)
............. , ............. ............. , ............. ............. ............. .................. ..................... ............... ...................
,
5.097
39.0 ' 130.6 39.0 ' 0 39.0 130.6 171.599 3.77 56.7 291.77
4.431
40.0 ' 126.8 40.0 ' 0 40.0 126.8 176.030 3.86 64.3 291.86
3.751
41.0 122.6 41.0 0 41.0 122.6 179.781 3.93 70.4 291.93
3.130
42.0 118.1 42.0 0 42.0 118.1 182.911 3.99 75.8 291.99
2.537
43.0 ' 113.5 43.0 0 43.0 113.5 185.448 4.04 80.4 292.04
1.9891 i
44.0 109.2 44.0 0 44.0 109.2 187.436 4.08 84.2 292.08
1.4991 1
45.0 ' 105.0 45.0 ' 0 45.0 105.0 188.935 4.11 87.0 292.11
1.079
46.0 ' 101.0 46.0 ' 0 46.0 101.0 190.015 4.13 89.0 292.13
0.718
47.0 ' 97.1 47.0 0 47.0 97.1 190.732 4.141 89.9 292.14
0.4311 1
48.0 93.4 48.0 ' 0 48.0 93.4 191.163 4.151 90.9 292.15
0.147
49.0 89.8 49.0 ' 0 49.0 89.8 191.311 4.15 90.9 292.15
-0.0631
50.0 86.3 50.0 , 0 50.0 86.3 191.243 4.15 90.9 292.15
-0.275
51.0 83.0 51.0 ' 0 51.0 83.0 190.968 4.15 90.9 292.15
-0.474
52.0 79.8 52.01 - 01 52.0 79.8 190.495 4.141 89.91 292.14
0.605 1 1
53.0 76.8 f 53.0 ' o l 53.01 76.8 189.890 4.131 89.0 292.13
-0.735
54.01 73.8 54.0 0 54.0 73.8 189.155 4.11 87.0 292.11
0.792
55.0 ' 71.0 55.0 0 55.01 71.0 188.364 4.10 86.1 292.10
-0.908
56.0 ' 68.2 56.0 0 56.0 68.2 187.456 4.08 84.2 292.08
-0.957
57.0 65.6 57.0 0 57.0 65.6
1
186.499
4.06
82.3
292.06
-1.0001 1
58.0 ' 63.1 58.0 ' 0 58.01 63.1 185.499 4.04 80.4 292.04
1 I -1.038 i
59.01 -1 60.71 1 59.0 0 59.01 60.7 184.461 4.021 78.61 292.02
I -1.075
60.01 1 ' 58.4 60.0 ' 0 60.0 58.4 183.386 4.00 76.7 292.00
3a
PRIEST, CR VEN & ASSOC IATES, INC.
LAND USE140NSULTANTS
3803-B COMPUTER DRIVE
RALEIGH, N C. 27609

GLENWOOD NORTH - P H. -8
100 YEAR D ESIGN STO RM DATE : OCTOBER 8, 2004
WET POND AREA #3)
I I
INFLOW H Y DROGRAPH NORMAL POOL ELEV. 288.0
TIME INCREMENT = 1 min.
STAGE ELEV. as 0' = 288.0
STAG E STORAGE FUNCTION: S = 38099.23185 B = 1.1333960278
I I I

Qp1 189.6 Opt 0.0 MAX. DISC ARGE = 162.7 cfs
Tpt 41.7 Tp1 0.0 MAX. ELEV ATION = 292.81 ft. I

STORM RO UTING "HR METHOD"
I I
INFLO ONE INFLOW TWO TOTAL
TIME " INFLOW] TIME I INFLOWI I TIME INFLOW STORAGE STAGE DISCHARGE] WS ELEV.
(min.) ' (cfs) I (min.) ' (cfs) (min.) (cfs) (1000 cf) (ft.) (cfs) (ft.)
............. ............. ............. . .........».. ............. ......... .... ...... ........... . ............ ...,.. .............. , ..................
0.0 ' 0.0 0.01 -1 0 0 0.0 0.000 0.00 0.01 288.00
dS = 0.000
1.0 0.3 1.0 ' 0 1.0 0.3 0.000 0.00 0.0 288.00
0.016
2.0 1.1 2.0 ' 0 2.0 1.1 0.016 0.00 0.0 288.00
0.064
3.0 2.41 3.0 0 3.0 2.4 0.0811 0.00 0.0 288.00
0.1451
4.0 4.3 4.0 ' 0 4.0 4.3 0.2251 0.01 0.0 288.01
0.256
5.0 6.6 5.0 0 5.0 6.6 0.482 0.02 0.0 288.02
0.399
6.01 9.5 6.0 0 6.0 9.5 0.880 0.04 0.0 288.04
0.571
7.01 12.9 7.0 ' 0 7.0 12.9 1.452 0.06 0.0 288.06
0.773
16.7 8.0 0 8.0 16.7 2.224 0.08 0.0 288.08
1.002
9.01 ' 21.0 9.0 ' 0 9.0 21.0 3.227 0.11 0.0 288.11
1.258
10.0 ' 25.7 10.0 10.0 25.7 4.485 0.15 0.0 288.15
1 1.539
11.0 30.7 11.0 01 11.0 30.7 6.024 0.20 0.0 288.20
1.844
12.0 ' 36.21 12.0 0I 12.0 36.2 7.868 0.25 0.01 288.251
2.170
13.0 41.9 13.0 ' 0 13.0 41.9 10.038 0.31 0.0 288.31
2.517
-
14.0 ' 48.0 14.0 ' 0I 14.0 48.0 12.555 0.38 0.0 288.38
I 1 2.881
15.0 1-1 54.41 15.0 0 15.0 54.4 15.436 0.45 0.01 288.45
31

STORM RO UTING "HR METHOD"

INFLO ONE INFLO O TOTAL
TIME ' INFLOW TIME ' INFLOW TIME INFLOW STORAGE STAGE (DISCHARGE WS ELEV.
(min.) (cfs) (min.) (cfs) (min.) I (cfs) (1000 cf) (ft.) (cfs) (ft.)
............. ............. ............. ............. ............. ............. .................. .................. ............... ..................
3.262
16.0 ' 60.9 16.0 ' 0 16.0 60.9 18.698 0.53 0.0 288.53
3.656
17.0 67.7 17.0 ' 0 17.0 67.7 22.353 0.62 0.0 288.62
4.061
18.0 74.6 18.0 0 18.0 74.6 26.415 0.72 0.0 288.72
4.476
19.0 81.6 19.0 1 0 19.0 81.6 30.891 0.831 0.0 1 288.83
4.898
20.0 88.7 20.0 0 20.0 88.71 35.789 1 0.951 0.01 288.95
5.324 1
21.0 95.9 21.0 ' 0 21.0 95.9 41.113 1.07 0.0 289.07
5.752
22.0 ' 103.0 22.0 ' 0 22.0 103.0 46.865 1.20 0.0 289.20
6.180
23.0 ' 110.1 23.0 ' 0 23.0 110.1 53.045 1.34 0.0 289.34
6.605
24.0 117.1 24.0 0 24.0 117.11 59.650 1.49 0.0 289.49
1 7.025 1 1
25.0 124.01 25.0 ' 01 25.0 124.01 66.676 1.64 0.8 289.64
7.3901 1 1
26.01 1 " 130.71 1 26.0 0 26.0 130.7 74.065 1.80 1.5 289.80
7.750
27.0 137.2 27.0 27.0 137.21 81.815 1.961 2.6 289.96
8.0741 -1 1
28.01 143.41 1 28.0 ' 0 28.0 143.4 89.889 2.13 4.1 290.13
8.360
29.0 149.4 29.0 0 29.0 149.4 98.2491 2.31 5.4 290.31
I 8.641,
30.0 155.1 30.0 0 30.0 155.1 106.8901 2.48 6.3 290.48
8.9281 i
31.0 160.4 31.0 ' 0 31.0 160.4 115.818 2.67 7.2 290.67
9.1941 1
32.0 165.4 32.0 ' 0 32.0 165.4 125.012 2.85 7.9 290.85
9.4501 1
33.0 170.0 33.0 ' 0 33.0 170.01 134.461 3.04 11.6 291.04
9.501
34.0 174.1 34.0 01 34.0 174.11 143.963 3.23 20.0 291.23
9.245
35.0 ' 177.81 35.0 ' 0 35.01 177.8 153.208 3.41 30.4 291.41
8.843
36.0 ' 181.0 36.0 ' 0 36.0 181.0 162.051 3.59 42.8 291.59
1 8.292
37.0 183.7 37.0 0 37.0 183.7 170.342 3.75 55.1 291.75
7.717
38.0 185.9 38.0 ' 0 38.0 185.9 178.059 3.90 67.8 291.90

STORM ROUTING "HR METHOD"

INFLO ONE INFLO TWO TOTAL
TIME INFLOW TIME INFLOW TIME INFLOW STORAGE STAGE DISCHARGE I WS ELEV.
(min.) ' (cfs) (min.) (cfs) (min.) (cfs) (1000 Co (ft.) (cfs) (ft.)

7.088
39.0 187.6 39.0 0 39.0 187.6 185.148 4.03 79.5 292.03
6.489
40.0, ' , 188.8 40.0 ' 0 40.0 1 188.8 191.637 4.16 91.9 292.16
5.815
41.0 189.5 41.0 ' 0 41.01 189.5 197.452 4.27 102.8 292.27
5.200
42.0 189.6 42.0 42.0 189.6 202.652 4.37 113.2 292.37
1 4.583
43.0 189.1 43.0 01 43.0 189.1 207.235 4.46 122.8 292.46
3.981
44.01 188.2 44.0 0 44.0 188.2 211.215 4.53 130.5 292.53
1 3.461
45.0 186.7 45.0 0 45.0 186.7 214.676 4.60 138.3 292.60
2.9031
46.0 ' 184.7 46.0 0 46.0 184.7 217.579 4.65 144.0 292.65
2.4401 1
47.0 ' 182.1 47.01 ' 0 47.0 182.1 220.0201 4.70 149.7 292.70
1.947
48.0 179.1 48.0 0 ( 48.0 179.1 221.9661 4.73 153.2 292.73
1.555
49.0 ' 175.6 49.0 ' 01 49.0 175.6 223.521 4.76 156.8 292.76
1.129
50.0 ' 171.7 50.0 ' 0 50.0 171.7 224.651 4.79 160.3 292.79
0.682
51.0 167.3 51.0 0 51.0 167.3 225.332 4.80 161.5 292.80
0.346
52.0 162.5 52.0 0 - 52.0 162.5 225.678 4.801 161.51 292.80
0.058
53.0 ' 157.7 53.0 0 53.0 157.7 225.736 4.811 162.7 292.81
I -0.302
54.0 152.8 54.0 0 54.0 152.8 225.434 4.80 161.5 292.80
-0.5201 1
55.0 148.1 55.0 0 55.0 148.1 224.914 4779 160.3 292.79
1 -0.730
56.0 143.6 56.0 0 56.0 143.6 224.185 4.78 159.1 292.78
0.9301
57.01 139.2 1 57.0 0 57.0 139.2 223.254 4.76 156.8 292.76
1.057
58.0 134.9 58.0 0 58.0 134.9 222.198 4.74 154.4 292.74
-1.169
59.0 130.8 59.0 01 1 59.0 130.8 221.028 4.72 152.1 292.72
-1.2801 1
60.0 126.81 60.01 -1 01 60.0 126.8 219.749 4.69 148.6 292.69
'fl

STORM RO UTING "HR M METHOD"

INFLO ONE INFLO O TOTAL
TIME INFLOW TIME INFLOW TIME INFLOW STORAGE STAGE DISCHARGE WS ELEV.
(min.) (cfs) (min.) ' Ids) (min.) (cfs) (1000 co (ft.) (cfs) (ft.)
............. . ............. ............. . ....»....... ..... „...... ............. ,................. ,.»,,.,.......... ,.............. ..................
-1.310
61.0 122.9 61.0 0 61.0 122.9 218.438 4.67 1 146.3 1 292.67
-1.406
62.0 " 119.1 62.0 0 62.0 119.1 217.032 4.64 142.8 292.64
-1.422
63.0 115.4 63.0 0 63.0 115.4 215.610 4.61 139.4 292.61
-1.438
64.0 111.9 64.0 0 1 64.0 111.9 214.173 4.59 137.2 1 292.59
-1.518 1
65.0 108.5 65.0 0 1 65.0 108.5 1 212.655 4.56 1 133.8 292.56
1.520
66.0 105.1 66.0 0 66.0 105.1 211.134 4.53 130.5 292.53
-1.522
67.0 101.9 67.0 ' 01 67.0 101.9 209.612 4.50 127.2 292.50
I -1.518
68.0 98.8 68.0 01 68.0 98.8 208.095 4.47 123.9 292.47
-1.5071
69.0 95.7 69.0 01 69.0 95.71 206.588 4.44 120.6 292.44
-1.491
70.0 92.8 70.0 ' 0 70.0 92.8 205.096 4.42 118.5 292.42
1.541
1.0 " 90.0 71.01 0 71.0 90.0 203.555 4.39 115.3 292.39
I -1.520
M72.0 87.2 7201 0 72.0 87.2 202.035 4.36 112.1 292.36
I -1.494
3.0 84.5 73.01 -1 0 73.0 84.5 200.540 4.331 109.0 292.33
1.469
74.0 81.9 74.0 0 74.01 81.91 199.072 4.30 105.9 292.30
1.4381
75.0 79.4 75.0 0 75.0 79.41 197.633 4.27 102.8 292.27
1.403 1
76.0 77.0 76.0 0 76.0 77.0 196.230 4.25 100.8 292.25
-1.429
77.0 74.6 77.0 0 77.0 74.6 194.801 4.22 97.8 292.22
-1.391
78.0 72.3 78.01 0 78.0 72.3 193.409 4.19 94.8 292.19
1.349 1
79.0 ' 70.1 79.01 1 0 79.0 70.1 192.061 4.17 92.8 292.17
1.362
80.0 68.0 80.0 0 80.0 68.0 190.699 4.14 89.9 292.14
-1.317
81.0 65.9 81.0 0 81.0 65.9 189.382 4.12 88.0 292.12
.1.3281 1
82.0 63.8 82.0 0 82.0 63.8 188.054 4.09 85.1 292.09
-1.2751 1
83.0 61.9 83.0; 1 0 83.0 61.9 186.779 4.07 83.2 292.07
1 1 1 -1.2791 1
84.0 60.0 84.01 1 0 84.0 60.01 185.500 4.04 80.4 292.04
4?
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #4)
POST-DEVELOPMENT
WATERSHED LAND USE DATA
TRACT DESCRIPTION
NO.
1 BUILDINGS AND STREETS
2 LANDSCAPED AREAS
3 UNDISTURBED AREAS
4 UNDISTURBED AREAS (FUTURE DEVELOPMENT)
5 LANDSCAPED AREAS (OFFSITE-CEMETARY)
TOTALS AND COMPOSITE NUMBERS
TIME OF CONCENTRATION
Hydraulic length
Change in elevation
Time of concentration ( by Kirpich) _
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity
10 year, 5 minute rainfall intensity
PEAK DISCHARGES
calculate the peak discharges by the rational method
Op = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 =
10 year discharge Q10 =
FILE NAME: FINAL-BIORETENTION-4.123
DATE : FEBRUARY 16, 2004
SOIL C. N. C AREA
GROUP
--------
--------
-------- AC.
---------
--------
B, C --------
98 --------
0.95 ---------
0.92
B. C 64 0.30 0.70
B. C 63 0.25 0.00
B. C 63 0.25 0.00
B, C 64 0.30 0.00
83 0.67 1.62
300 LF
22 FT
1.7 MIN
5.76 in./hr.
7.22 in./hr.
6.2 cfs
7.8 cfs
4,7)
TIME TO PEAK
AML set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37' Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 83.3
10 year storm
Runoff =
Runoff Volume =
Tp =
24 hour, 10 year rainfall
CN
Runoff =
Runoff Volume =
Tp
1.967 inches
11569 cf
22.5 min
5.38 inches
83.3
3.55 inches
20880 cf
32.5 min

PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #4) FILE NAM E: FINAL-BIORETENTION-4.123
PRE - DEVELOPMENT DATE : FEBRUARY 16, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO. GROUP
AC.
------
1 BUILDINGS AND STREETS -----------------
B, C ------
98 ----------
0.95 --------
0.00
2 LANDSCAPE AREAS B. C 64 0.30 0.00
3 UNDISTURBED AREAS B, C 63 0.25 1.62
TOTALS AND COMPOSITE NUMBERS 63 0.25 1.62
TIME OF CONCENTRATION
Hydraulic length 300 LF
Change in elevation 22 FT
Time of concentration ( by Kirpich) = 1.7 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 2.3 cfs
10 year discharge Q10 = 2.9 cfs
4--1
17
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37 * Op
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 63.0
Runoff = 0.709 inches
Runoff Volume = 4169 cf
Tp = 21.7 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 63.0
Runoff = 1.75 inches
Runoff Volume = 10319 cf
Tp = 42.9 min
(j
DETERMINE THE REQUIRED STORAGE VOLUME - 2 YEAR STORM
I I'm Post - Development Runoff Volume 11569 cf
Pre - Development Runoff Volume 4169 cf
Required Storage Volume 7400 cf
BIORETENTION AREA CALCULATIONS
Size bioretention area to treat the runoff from the site.
Surface Area = Area " 0.05 ' C =
Bioretention Area Planting Soil & Sand Depth
Ponding Depth
Min. Storage Vol. Provided ( assumes 50% void ratio )
Surface Area Provided
Storage Volume Provided
0.05 ac
2361 sf
5.00 feet
9.00 inches
7673 cf
3000 sf > 2361 o. k.
9750 cf > 7400 cf o. k.

PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #5) FILE NAME : FINAL-BIORETENTION-5.123
POST-DEVELOPMENT DATE : FEBRUARY 16, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C.N. C AREA
NO.
-------------------------------------------------- GROUP
----------
----
---------- AC.
---------
--------------------------------------------------
1 BUILDINGS AND STREETS ----------
B. C ----
98 ----------
0.95 ---------
2.60
2 LANDSCAPED AREAS B, C 62 0.30 2.50
3 UNDISTURBED AREAS B. C 61 0.25 0.00
4 UNDISTURBED AREAS (FUTURE DEVELOPMENT) B. C 61 0.25 0.00
5 LANDSCAPED AREAS (OFFSITE-CEMETARY) B, C 62 0.30 0.00
TOTALS AND COMPOSITE NUMBERS 80 0.63 5.10
TIME OF CONCENTRATION
Hydraulic length
Change in elevation
Time of concentration ( by Kirpich) _
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity
10 year, 5 minute rainfall intensity
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 =
10 year discharge Q10 =
800 LF
58 FT
3.7 MIN
5.76 in./hr.
7.22 in./hr.
18.5 cfs
23.2 cfs
?_8
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37 ` Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 80.4
Runoff = 1.742 inches
Runoff Volume = 32248 cf
Tp = 21.2 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 80.4
Runoff = 3.26 inches
Runoff Volume = 60368 cf
Tp = 31.6 min
1
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #5) FILE NAME: FINAL-BIORETENTION-5.123
PRE - DEVELOPMENT DATE : FEBRUARY 12, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C. N. C AREA
NO. GROUP AC.
--
1 BUILDINGS AND STREETS --------------------
B. C ---
98 ----------
0.95 --------
0.00
2 LANDSCAPE AREAS B. C 62 0.30 0.00
3 UNDISTURBED AREAS B, C 61 0.25 5.10
TOTALS AND COMPOSITE NUMBERS 61 0.25 5.10
TIME OF CONCENTRATION
Hydraulic length 800 LF
Change in elevation 58 FT
Time of concentration ( by Kirpich) = 3.7 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 7.3 cfs
10 year discharge Q10 = 9.2 cfs
50
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37 " Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 61.0
Runoff = 0.618 inches
Runoff Volume = 11447 cf
Tp = 19.0 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 61.0
Runoff = 1.60 inches
Runoff Volume = 29672 cf
Tp = 39.2 min
51
AWN DETERMINE THE REQUIRED STORAGE VOLUME - 2 YEAR STORM
Post - Development Runoff Volume 32248 of
Pre - Development Runoff Volume 11447 of
Required Storage Volume 20801 of
BIORETENTION AREA CALCULATIONS
Size bioretention area to treat the runoff from the site.
Surface Area = Area * 0.05 * C =
Bioretention Area Planting Soil & Sand Depth
Ponding Depth
Min. Storage Vol. Provided ( assumes 50% void ratio )
Surface Area Provided
Storage Volume Provided
*.We 11
0.16 ac
7013 sf
5.00 feet
9.00 inches
22793 of
8000 sf > 7013 sf o.k.
26000 of > 20801 of o.k.
5Z
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #6) FILE NAME : FINAL-BIOR ETENTION-6.123
POST-DEVELOPMENT DATE : FEBRUARY 16, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C. N. C AREA
NO.
-------------------------------------------------- GROUP
----------
----
---------- AC.
---------
--------------------------------------------------
1 BUILDINGS AND STREETS ----------
B. C ----
98 ----------
0.95 ---------
1.60
2 LANDSCAPED AREAS B, C 61 0.30 1.70
3 UNDISTURBED AREAS (OFFSITE) B, C 60 0.25 0.30
4 BUILDINGS AND STREETS (FUT. DEV. & OFFSITE) B, C 98 0.95 0.50
5 LANDSCAPED AREAS (FUT. DEV. & OFFSITE) B, C 61 0.30 0.60
TOTALS AND COMPOSITE NUMBERS 77 0.59 4.70
TIME OF CONCENTRATION
Hydraulic length 700 LF
Change in elevation 38 FT
Time of concentration ( by Kirpich) = 3.7 MIN
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity 5.76 in./hr.
10 year, 5 minute rainfall intensity 7.22 in./hr.
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 = 15.9 cfs
10 year discharge Q10 = 19.9 cfs
53
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37' Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
C N 77.5
Runoff = 1.537 inches
Runoff Volume = 26224 cf
Tp = 20.1 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 77.5
Runoff = 2.99 inches
Runoff Volume = 50968 cf
Tp = 31.1 min
5-,+-
PRIEST, CRAVEN & ASSOCIATES, INC.
LAND USE CONSULTANTS
3803-B COMPUTER DRIVE, SUITE 104
RALEIGH, N.C. 27609
HYDROLOGIC DATA
GLENWOOD NORTH SUBDIVISION
BIORETENTION (AREA #6) FILE NAME : FINAL-BIOR ETENTION-6.123
PRE - DEVELOPMENT DATE : FEBRUARY 16, 2004
WATERSHED LAND USE DATA
TRACT DESCRIPTION SOIL C. N. C AREA
NO.
---------------------------------------------- GROUP
--------------
----
---------- AC.
--------
----------------------------------------------
1 BUILDINGS AND STREETS (OFFSITE) --------------
B. C ----
98 ----------
0.95 --------
0.40
2 LANDSCAPE AREAS (OFFSITE) B, C 61 0.30 0.40
3 UNDISTURBED AREAS (ON & OFFSITE) B, C 60 0.25 3.90
TOTALS AND COMPOSITE NUMBERS 63 0.31 4.70
TIME OF CONCENTRATION
Hydraulic length
Change in elevation
Time of concentration ( by Kirpich) _
RAINFALL INTENSITIES
2 year, 5 minute rainfall intensity
10 year, 5 minute rainfall intensity
PEAK DISCHARGES
calculate the peak discharges by the rational method
Qp = CIA where
" C " is the runoff coefficient
" I " is the rainfall intensity
" A " is the drainage area in acres
2 year discharge Q2 =
10 year discharge Q10 =
700 LF
38 FT
3.7 MIN
5.76 in./hr.
7.22 in./hr.
8.5 cfs
10.6 cfs
55,
TIME TO PEAK
set the time to peak of the inflow hydrograph to assure that the full volume
of the design storm runoff is contained beneath the hydrograph based on the equation
Tp = Runoff Volume / 1.37 ' Qp
Determine runoff volume from S.C.S. procedures
2 year storm
24 hour, 2 year rainfall 3.60 inches
CN 63.3
Runoff = 0.724 inches
Runoff Volume = 12349 cf
Tp = 17.7 min
10 year storm
24 hour, 10 year rainfall 5.38 inches
CN 63.3
Runoff = 1.78 inches
Runoff Volume = 30359 cf
Tp = 34.7 min
D
5 Co
DETERMINE THE REQUIRED STORAGE VOLUME - 2 YEAR STORM
Post - Development Runoff Volume 26224 cf
Pre - Development Runoff Volume 12349 cf
Required Storage Volume 13875 cf
BIORETENTION AREA CALCULATIONS
Size bioretention area to treat the runoff from the site.
Surface Area = Area ' 0.05 ' C =
Bioretention Area Planting Soil & Sand Depth
Ponding Depth
Min. Storage Vol. Provided ( assumes'50% void ratio )
Surface Area Provided
Storage Volume Provided
0.14 ac
6011 sf
,5-00 feet
9.00 inches
19537 cr
6250 sf > 6011 sf o. k.
20313 cf > 13875 cf o. k.
(;I
I " STORM GALGULATI ONS - NGDENR
SGS GURVE NUMBER METHOD
Pa
E310-RETENTION (5TORMWATER AREA 00
GALL, ATE VO!!RvE TO BE GONTRGi = FROM V STORMO (14'0135-h'Z)
IMPERVIOUS ELFFAC 6eUILDIN55, 22TREET5. DRS. PARK1115 ETC J
AREA = 23 AC.
SOIL 6ROUP - B t G
C.OMP05a CN = 98
5 = 0000 / CIU - 10 = 0000 / 0 - 10 = 0.2041
R = (P - 026$52 / (P + 0805) = 0 - 0.200204n / 0 + 0.000.2041) = 0:191 h
V = (0.741 h)' (23 act = 1819 ac.-h.
L AM'K_0APED AREAS
AREA = 25 AG.
501L 6RCUP = B t C
COMP051M CN = 73
5 - 0000 / CN) - 10 = 0000 / 73) - 10 - 3,899
R = (P - 0.26552 / (P + 0.8'5) = 0 - 0263,89952 / 0 + Ob63b99) = 0.0171 h
V - (0.0171 W 0 (25 acJ = 0A43 ac.-h.
V = 1.819 ac.-h + OA43 ac.-h. = 1.862 ac: h' 43560 slAx. I I ftJ12h = 6154 cl
6759 CF. 0 UIW RAINFALL VOLUME1 < 12663 C.F. (GIN OF RALEI61-1 PRE. V5. P05T. REGVIREMENT)
(ADEGVATE STORAGE 15 PROVIDED)
65C5 CURVE "kVE t METHOD
E310-RETENTION (STORMWATER AREA #P.)
GALCAA-ATE VOLWIE TO BE CONTROL I FO FROM 1' STORM* (1,1GrghR2
IMPE RVICUS y1RFAC 5 (BUILDIN65, 57I3M DRVES, PARKINS, M)
AREA = 33 M.
501L 6RC(P = B t O
COMP051TE AI = 98
5 = 0000 / 00 - 10 = 0000 / 98) - 10 = 02041
R=0'-0.20552/('+0,865)=0-0.2'0.2.04152/0+0,800.2041)=O."141h
V=(0.191ta11C33ac)=2blac:h
I AM25 A D AREA
AREA = 24 AC.
SOIL 6RO(P = B t G
COMPOSITE C41 - '10
5 = 0000 / CO - 10 = 0000 / 70) - 10 = 4286
R = (P - 0265)^2 / (P + 0,05) = 0 - 0204.28652 + 0,864286) = OD0461 h
V - (0.00461 h)' (29 acJ = 0.0134 ac.-h.
TOTAL VOWME OF FINOFP TO TREAT
V = 2b1 ac--h. + 0.0134 wAt = 2.6234 ac: h 11 43560 sllac. I I ftJ12h - 4523 cl.
9523 CF. 0 IWA RAINFALL VOLUME) < 25121 CF. (CITY OF RALEI6H PRE. V5. P05T. RFaIR&ENT)
(ADEGVATE STORAGE 15 PROVIDED)
6565 CURVE IUD MEi M
WET POND (STORMWATER AREA +?5)
GALO)LATE VOLUME TO BE GONTRO -I -7 FROM Is STORM* (A'GT?Ma
IWE RV10% 5t?R? (BUILnINQ5, ST EM. DRS, PAFKI115, ETGJ
AREA = 16.4 AC.
501L 6ROLP = B t C
COMP051TE 01 = 98
5 = 0000 / CAI - 10 = 0000 / 98) - 10 = 02041
R = (P - 0265)^2 / (' + Ob65) = 0 - 0200204152 + Ob'02041) = 0.191 h
V = (O.?91 h)' 06.4 act = 12.072 ac.-h
L A 250AFED AREAS
AREA = 132 AG.'
SOIL 6ROUP - B t G
COMP051TE GN - 66
5=0000/CW-10 = 0000/66)-10=5.1515
R = (P - 026552 / (' + Ob65) = 0 - 02651515)A2 + 0,8651515) = OD0018 h
V - (OD0018 h)' 032 act = OD024 ac--h.
TOTAL VOUFE OF P94OFF TO TREAT
V - 12412 =-h + 0D024 ac.-h. - 2.623 ac: h 11 43560 5116c. 11 1 ftll2h - 47098 cl.
47048 Cr-. 0 ITIGH RAINFALL VO 2.0 ( 62818 CF. P ROVb WATER OUAUTY STORAGE)
(ADEGVATE STORAGE 15 PROVIDED)
6505 CURVE IU413ER MEnM
Rv METHOD
Rv -,05 + DOOM
IMPERVIOUS = 55%
Rv - (45 + D09 11 0%)
REQYL5TOR{-E _ (D5 + D096(55))A2 0 24.6 1143560
REQb STORAGE = 58560 CF. (QUALITY) < 62818 CF. (PROVV WATER CVXJTY 5TORA6EJ
(ADEGVATE STORAGE 15 PROVIDED)
S11
510-RETENTION (STORMWATER AREA .x4)
GALO ATE VOLUME TO BE GONTROLLEO FROM V STORM* (NWi=M
IMElZVI0(6 I-11RFACE5 (BUILDIN55. 5TREET5. DRIVES. PARKU16. ETC)
AREA = 0.42 AC.
SOIL 6ROUP - B Z C
WHP051TE CM = 48
5 =(1000 / CW -10 =(1000 / 48) - 10 = 02041
R = (P - 02'5)"2 / (P + 0865) = 0 - 0.200204lr2 / 0 + 0.8102041) - 0.141 h
V = (O.?91 tt) 0 (OA2 aG) = 0.128 ac. -h
I A,QJ CAfEl? ARFAci
AREA = 0.1 AC.
501L 6ROW = B l G
COhff 051TE CN = 64
5 =(1000 / CN) - 10 = 0000 / 64) -10 = 5.625
R - (P - 0295)"2 / (P + 08'5) _ 0 - 025.625r2 / 0 + 0865.625) =.00284 h
V = (040284 h) t (0.1 ac) = 0.001488 ac.-h
TOTAL VOL RAE OF P24OFF TO TR1 4T
V = 0.128 ac.-h. + 0.001488 m. -h = 0.13 ac.-h. 1143560 Wac. I I ftl12h = 2650 cf.
2650 CF. 0 INCH RAINFALL VOI Uh1F) < 1400 CF. (GIN OF RALEI6H PRE. VS. P05T. FT:M;Fa-ET)
(ADEGI ATE STORAGE 15 PROVIDED)
'SCS aRVE RMER MIMM
510-RETENTION (5TORMWATER AREA 45)
GALOLATE VOLUME TO L'E CONTROLLED FROM 1" 5TORMO 44CM - R)
IMPERVIOUS a"ACE5 (EUILDIN55. 5TREET5. DRIVES. PAprlt*. ETC)
AREA = 2.6 AC.
501L 6RCL P = B ! C
C,CHVS1TE CH = (18
5 =(1000 / CN) - 10 = 0000 /,;8) - 10 = 0.2041
R = (P - 0285x2 / (P + 0.805) = 0 - 0200204lr2 / 0 + 08'02041) = 0:741 h
V-(0.141 h) 4(2.6 m) s 2.06 ac:h
L AID-e-C'A ED ARFAS
AREA = 25 AC.
501L 6ROW = B t C
COMPOSITE CN = 62
5 - 0000 / CN) - 10 = 0000 / 62) - 10 = 6J24
R - (P - 02'5^2 / (P + 0805) = 0 - 0206J29)A2 + 0846.124) = .00664 in.
V = (000864 h) (25 ac) = 00216 ac: h
TOTAL VOLLk E OF RIWFF TO TREAT
V = 206 ac.-h. + 00216 ac: h = 2.082 ac: h. • 43560 sflac. I I ftll21n. = 7-51 cf.
7-m CF. 0 11fCH RAINFALL. VaIHEE < 20801 CF. (GIN OF RALEIGH PRE. V5. PO5T. R aiREMENT)
(ADECIIATE 5TORME 15 PROVIDED)
0505 CLR2VE IMBER METHOD
510-RETENTION 65TORMHATER AREA ;i6)
CALCA ATE VOLUME TO BE CONTROi_LED FROM V ST RMO (OWE--i )
IMPSZ/fOl5 ELFFAC 5 (EUILDIN65. 5TEEET5. DRIVES. PARx1145. ETC_I
AREA=2J AO.
501L 6ROW - B t 6
COMP051TE GN = 48
5 = 0000 / CN) - 10 = 0000 / 48) - 10 = 02041
R = (P - 0265)^2 / (P + 0865) = 0 - 0.2002041^2 + 08'02041) = 0.141 h.
Va(0.141h)4(2Jac)=1.661 ac:h
I A 2n APED AREAS
AREA = 2.6
AG.
501L 6RDW = B l C
CONDO-51TE CN = 61
5 = 0000 / CN) - 10 = 0000 / 61) - 10 = 6343
R = (P - 02'5)^2 / (P + 08-5) = 0 - 0206343^2 / 0 + 081630 = 00121 In.
V = (00127 h) ' (2.6 ac) = 00330 (x: h
TOTAL VCR!IFE OF RINOFF TO TREAT
V = 1.661 ac: h. + 0.0330 ac.-h = IhO ac. -h • 43560 s.flac. I I fM2h. = 6150 cf.
6150 CF. 0 INCH RAIIFAL L VOLUhE) < 13815 CF. (CITY OF RALEI6H PRE. VS. P05T. FZXIREMEW)
(ADEWATE 5TORME 15 PROVIDED)
+5C5 CURVE IUME R M MM
W
?aly
g
Soil & Environmental Consultants, IAA
11010 Raven Ridge Road Raleigh, North Carolina 27614 • Phone: [phone] Fax: [phone]
V? www.SandEC.com
Xugusf"7`Ir' 03
Mr. John Dorney
N.C. Division of Water Quality 1 t f 1s 1' Y I 1 t;,-1, llt,.l,t4
2321 Crabtree Blvd., Ste. 205
Raleigh, North Carolina 27604
Re: Proposed Glenwood Forest Subdivision, Raleigh, Wake County, North Carolina
Pre-Construction Application for Neuse Buffer Impact Approval.
S&EC Project No. 01-5079
Dear Mr. Dorney,

Soil & Environmental Consultants (S&EC) is submitting on behalf of The Glenwood Avenue
Associates LLC a Pre-Construction Application (PCN) for proposed impacts to Neuse River
Riparian Buffers located within the property. The approximately 75-acre property is located
south of Glenwood Avenue, and approximately 1,500 feet west of the U.S. 70/Duraleigh Road
Intersection, Wake County, North Carolina. A USGS topographic map and Wake County NRCS
soil map depicting the limits of the property boundary have been enclosed. This project site is
located in the Neuse River Basin, USGS Hydrologic Unit Code 03020201.
S&EC evaluated the project site on 27 December 1999, for the presence of stream channels and
wetland areas. Wetland features were flagged and the stream channels were evaluated and
S&EC personnel determined subjectivity to the Neuse Riparian Buffer Rule (15A NCAC 2B
.0233). Subsequently, Mr. Steve Mitchell of the DWQ confirmed the Buffer evaluation on 14
January 2000 (See enclosures). clot ?v? CG1- 1?O '
?J
S&EC previously obtained of permits for proposed wetland and stream impacts associated with
the development of the Glenwood Forest Subdivision. The stream, wetlands, and buffer impacts
resulted from the construction of two individual road crossings, and two sewer outfall
extensions.
The project Engineer (Priest Craven), the developer (Westfield Homes) and I previously met
with Bob Zarzecki and Todd St. John of your staff to review the conceptual plan for the new
proposed buffer impacts required for on-site stormwater facilities on 2/14/03. A 50' buffer will
be restored around the stormwater ponds normal pool after construction.
Tile impacts are to buffers only and not to wetlands or jurisdictional waters therefore a
401application fee is not included. Specific impacts to buffers are addressed in the attached PCN
form and shown on the attached Priest Craven Plans (Buffer Impact Map Sheet 1 and 2). In
general they are for a stormwater pond, Bioretention Area and stormwater utility lines
discharging to the stream after treatment via bioretention. Mr. Zarzecki and Mr. St. John agreed
w•'
Charlotte Office: Greensboro Office: Hickory Office:
236 LcPhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
Phone: [phone] Phone: [phone] Phone [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
.14
to tN,. co;zccp being,- proposed anti asked that more detailed ssorn-mater plans and calculations be
prepar-d and : ubrii;tcd Nvith this request.
If thcr, arc any questions or additional infonnation required in order to process these request do
no licsitate to call me at 919/846-5900 (office), 919/270-7941 (mobile), or email
kinartin ,sandec.com.
Sincerely,
Soil and Environmental Consultants, PA
Kevin Martin
President
Enclosures: 1) PCN Application
2) Agent Authorization Fornl
3) Proposed Impacts Engineer's Plans and Stornmater Calculations
4) Raleigh West, N.C. (1968) USGS Topographic Quadrangle.
5) Wake County Soil Survey (1970)-Sheet 27,28,37,38
6) Neuse Buffer Confinnation Letter
Office Use 0111y: Form Version April 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing J ?k SLY"', 1 ( o0 u
1. Check all of the approval(s) requested for this project: AUG i 3 2003
? Section 404 Permit
? Section 10 Permit 1?? r
''' f'v% 'T( ON
? 401 Water Quality Certification 3
® Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: N/A
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 Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
U. Applicant Information J? `1
1. Owner/Applicant Information
Name: C/o Garrett Development LLC
Mailing Address: P.O. Box 2648-2721
Jeff Davis Highway, Suite 110
Stafford, VA 22554
Telephone Number: 540-659-6172 Fax Number:
E-mail Address:
2. Agent 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: Kevin Martin
Company Affiliation: Soil & Environmental Consultants, PA
Mailing Address: 11010 Raven Ridge Road
Raleigh, North Carolina 27614
Telephone Number: 919/846-5900 Fax Number: 919/846-9467
E-mail Address: kmartingSandEC. coin
Page 1 of 10
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: Glenwood Forest
2. T.I.P. Project Number (NCDOT Only):_
3. Property Identification Number (Tax PIN): 785392704
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): Glenwood Forest
Directions to site (include road numbers, landmarks, etc.): From 440 Beltline drive west to
the Highway 70/Glenwood Avenue Exit (Exit 7). Take Highway 70 north toward Durham.
The site is located approximately 3.0 miles from the Beltline. Site is located on the right.rte
(south side) of Glenwood Avenue approximately 1,800 feet from the Glenwood
Ave./Duraleigh Road Intersection.
5. Site coordinates, if available (UTM or Lat/Long): 035°51'34.3" N 078°43' 12.8" W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application: This
property is predominately forested and no other land uses are present. Site is dominated by
loblolly pine/mixed hardwood forest previously appr?projects are under construction.
7. Property size (acres): approximately 75
8. Nearest body of water (stream/river/sound/ocean/lake): Turkey Creek
9. River Basin:
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://li2o.enr.state.nc.us/admin/maps/.)
Page 2 of 10
10. Describe the purpose of the proposed work: City and State required stormwater treatment
facilities.
11. List the type of equipment to be used to construct the project: Typical mechanical equipment
including but not limited to track-hoe, front-end loaders, i raders, etc.
12. Describe the land use in the vicinity of this project: The land use varies in the immediate
area and includes commercial, residential, State Park Land (Umstead State Park), cemeterX
and mining (rock quarry).
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.
V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
anticipated work, and provide justification for the exclusion of this work from the current
application: No.
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. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must 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.
Page 3 of 10
1. Wetland Impacts
Wetland Impact
Site Number
(indicate on map)
Type of Impact* Area of
Impact
(acres) Located within
100-year r

(yes/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
--------------- -------------- -------- -------------- Crosses a creek Bottonnland Hardwood
NA -------------- -------- -------------- -------------- --------------

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainagc, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year tloodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at Ittt?r/hvw??.fcma.?ov.
*** List a \vetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: 1.0
Total area of wetland impact proposed: NA
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
(indicate oil map)
Type of Impact* Length of
Impact
(linear
feet)
Stream Name** A,,,erage Width
of Stream
Before Impact Perennial or
Intermittent?
(please specify)
NA

List each impact separately and identify temporary impacts. hnpacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, 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.
Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
doNviistrcam named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
w%%w.usgs <zov. Several internet sites also allow direct doNvnload and printing of USGS maps (e.g., www.topozone.com,
«????ana x ue st cam, etc-).
Cumulative impacts (linear distance in feet) to all streams on site:
Page 4 of 10
Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U. S.
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres)
Name Wate)
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
N/A

* List each impact separately and identify temporary impacts. hnpacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. 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.): See attached plans
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Stormwater treatment
Size of watershed draining to pond: 33 acres Expected pond surface area: 34,000ft2
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.
NA- No wetland or stream impacts, all buffers to be restored or impacts are exempt activities as
per rules.
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.
Page 5 of 10
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, 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 NCWRP 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
littp://li2o.enr.state.nc.us/ncwetlands/strni,,,,ide.litnil.
1. 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.
NA- No mitigation required because all activities are exempt or allowable under buffer rules
and there are no wetland or stream impacts.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at thtip://li2o.cnr.g.iic.tic.tis/«,rp/iiidex.litm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
Page 6 of 10
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federaUstate/local)
land?
Yes ? No
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 ?
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 (DWQ Only)
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.
Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
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.
Zone* Impact * Multiplier Required
(square feet) Mitigation
1 36,216 3 N/A
2 50,043 1.5 N/A
Total 86,259 N/A
* Zone I extends out 30 feet perpendicular from near basil: of chamiel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
*Note: Exempt activity impacts are not listed in this table, only allowable ones are listed.
Page 7 of 10
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
Buffer mitigation should not be required because impacts are exempt or allowable activities.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both 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.
Detailed stormwater plans by Priest Craven & Associates are attached. This approach was
conceptually reviewed and approved by Bob Zarzecki and Todd St. John subject to review of
final plans.
XU. Sewage Disposal (DWQ Only)
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.
Municipal sewer service will be utilized to treat wastewater generated by the subdivision.
XIIL Violations (DWQ Only)
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. 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
Page 8 of 10
oG/27/2001 08:37 91984G94G7 S&EC PAGE 02
Soil & Environmental Consultants, PA
11010 Raven Ridgc Road • Ralcigh, North Carolina 27614 • Phone: [phone] • Paz: [phone]
www.SandFC.com
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner
Naione: GLClel /voor'l
Address: ?5 cl- 7 a?
Phone: 6?8))- KSg - C172 ? 6
Project Name/ Description: Cr 6CV 4,2041 wl
Date:
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wi lwington, NC 28402
Attn:
Field Office:
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
owner, hereby designate and authorize Soil & Envirorunental Consultants, Inc. to
I, the current 12roperL
act in my behalf as my agent in the processing of permit applications, to furnish upon request /(
supplemental information in support of applications, etc. from this day forward. The a ? day of
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only for
government officials to enter the property -when accompanied by S&EC staf u-should-M
to arrange a site meeting prior to visiting the site.
Print Property Owner's Name Owes Si ture
cc: Mr. john Dor ney cc:' Mr. Pete'f,' eenevsRy
NCDENR - DWQ Soil & Exivironmental Consultants, PA
2321 Crabtree Boulevard
Raleigh, NC 27604 blank Agent auth form.doc
CI_q-Ms-x-O Offi?a: 11i0•01'o-. -e?
rllajlol[C Of11CC'
PAIR 291, 3020-I Prosperity Church Road 3817-H Lawndale Drive 910 Boston Road
Greensboro, NC 27455 Taylorsville, NC 28681
Cbarlotto, NC 28269-7197
Phone: [phone] Phone: [phone] Phone [phone]
Ms. Amanda Jones
A
A'`+,?:???
March 21, 2000
Peter Jelenevsky
S & E C, Inc.
11010 Raven Ridge Road
Raleigh, N. C. 27614
Dear Mr. Jelenevsky:

U)f
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
a ~ (? RALEIGH REGIONAL OFFICE
MAR 2 3 2000
Subject: Neuse River Basin Riparian Buffer Rules
NBRRO 00-038
Raleigh Memorial Property
S & E C Project # 99-5079
Wake County
On January 14, 2000, I met with you at the subject property to conduct a site visit for the above
referenced project. This project was initially referenced by the Raleigh Regional Office as NBRRO
00-038.
The features represented on the Wake County Soils and the USGS Raleigh East maps were evaluated
to determine their subjectivity to the Neuse Buffer Rule. As a result, it was determined that there
several features (streams) present on the property that are subject to protection under the Neuse River
Basin: Nutrient Sensitive Waters Management Strategy; Protection and Maintenance of Existing
Riparian Areas, Administrative Code T15A:02B.0233 (NCAC 0233).
The unnamed tributaries to Turkey Creek are delineated on the map received by this Office on
February18, 2000. This letter only addresses the applicability of the Neuse Buffer Rules. Thank
you for your attention to this matter and if this Office can be of any assistance or if you have
additional questions, please do not hesitate to contact us.
Sincerely,
Steve Mitchell
Environmental Scientist

cc: RRO/John Dorncy
Wake County
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