SW4080501_HISTORICAL FILE_20080814

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW �/�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
DOC DATE
Axzo_Ll_,� i
YYYYMMDD

Michael P. Easley, Governor
o�0F IN A t �9Q�
Cc,
Mr. Brian Shugart, President
Shugart Development, Inc.
983 Mar -Don Drive
Winston-Salem, NC 27104
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
July 15, 2008
Coleen H. Sullins, Director
Division of Water Quality
RECEIVED
N.P. papF. p! Ngt3
Subject: Stormwater Permit No. SW4080501 BUG 1 ��Q$
Mill Creek at Fieldstone
High Density Subdivision Wet Pond Project winetvn ,a!!
Stokes CountyLRaglenrl;�
Dear Mr. Shugart:
The Stormwater Permitting Unit received a complete Stormwater Management Permit
Application for Mill Creek at Fieldstone on July 14, 2008. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and Session Law 2008-
248. We are forwarding Permit No. SW4080501, dated July 15, 2008, for the
construction of the subject project.
This permit shall be effective from the date of issuance until July 14, 2018, and shall be
subject to the conditions and limitations as specified therein. Please pay special
attention to the Operation and Maintenance requirements in this permit. Failure to
establish an adequate system for inspection and maintenance of the stormwater
management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within sixty (50)
days following receipt of this permit. This request must be in the form of a written
petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27811-
7447. Unless such demands are made this permit shall be final and binding.
This project will be kept on file at the Winston-Salem Regional Office. If you have any
questions, or need additional information concerning this matter, please contact Robert
Patterson at [phone]; or [e-mail].
Sincerely,
>;4—� ?A24-4e
for Coleen H. Sullins
cc: Mike Gunnell, PE, PLS, Shugart Development, Inc, 983 Mar -Don Dr,
Winton -Salem, NC, 27104
Winston-Salem Regional Office
Central Files
SPU Files
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone]
Internet'. +m+yu.ncvv:rterctualilV.ore Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax (9t9) 807-2443
Qnc
Noi thCard ina
,Nahravily
Customer Service
1-877-623-6748
An Equal Opportunity/Affirmative Action Employer— 50% Recycledl10% Post Consumer Paper

State Stormwater Permit
Permit No. SW4080501
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Brian Shugart / Shugart Development, Inc.
Mill Creek at Fieldstone
Moore Road (SR 1122), King, Stokes County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with the
provisions of Session Law 2006-246 and 15A NCAC 2H .1000 (hereafter referred to as
the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until July 14, 2018 and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been.designed to handle the runoff from 455,638 square feet of
impervious area.
3. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
4. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
5. This pond must be operated with a 30' vegetated filter.
6. The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters.
Page 1 of 8

State Stormwater Permit
Permit No. SW4080501`
Ill
The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times.
a.
191
c
d
e
f.
h
I
m
n.
o.
P.
q.
r.
Drainage Area, acres:
Onsite' ft :
Offsite, ft2.
Total Impervious Surfaces, ft2:
Buildings, ft2:
Roads/Parking, ft2:
Outparcel #4, ft2:
Outparcel #5, ft2:
Outparcel #6, ft2:
Offsite, ft2:
Average Pond Design Depth, feet:
TSS removal efficiency:
Design Storm:
Permanent Pool Elevation, FMSL:
Permitted Surface Area @PP ft2:
Perm itted'Storage Volume, ftj:
Storage Elevation, FMSL:
Predevelopment 1 year 24 hour:
Post development 1 year 24 hour:
Controlling. Orifice:
Permanent Pool Volume, ft3
Forebay Volume, ft3:
Maximum Fountain Horsepower:
Receiving Stream 1 River Basin:
Stream Index Number.
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
19.33
528,818
313,196
455,638
121,960
124,739
40,564
66,523
88,684
0
3.0
85%
1.01,
1,013.30
18,879
39,673 -at temporary pool
1,014.90
13.32 cfs
3.28 cfs
3.0"0 pipe
56,710
12,341
116 HP
Muddy Creek 1 Yadkin Pee -Dee
12-94-(0.5)
41C„
No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot.does not exceed the maximum allowed by this permit. Once the lot
transfer is complete, the built -upon area may not be revised without approval
from the Division of Water Quality, and responsibility for meeting the built -upon
area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is set up by the permittee to
review plans for compliance with the BUA limit, the plans reviewed must include
all proposed built -upon area. Any approvals given by the Board do not relieve the
homeowner of the responsibility to maintain.compliance with the permitted BUA
limit.
4. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in'the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
5. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
Page 2 of 8

State Stormwater Permit
Permit No. SW4080501
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area.
The project area is defined as all property owned by the permittee, for
which Sedimentation and Erosion Control Plan approval or a CAMA Major
permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
7. The permittee shall submit for approval, final site layout and grading plans for
any permitted future development areas shown on the approved plans, prior to
construction.
8. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
11. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
12. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and re -vegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans.
f. Debris removal and unclogging of structures, orifice,, catch basins and
piping.
g. Access to all components of the system must be available at all times.
13. Records of maintenance activities must be kept by the permittee. The records will
indicate the date, activity, name of person performing the work and what actions
were taken.
14. The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance and inspection records for each BMP. The report shall
Page 3 of 8

State Stormwater Permit
Permit No. SW4080501'
summarize the inspection dates, results of the inspections, and the maintenance
work performed at each inspection.
15. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans and specifications, and
other supporting data.
16. Prior to the sale of any lot or outparcel, the following deed restrictions must be
recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW4080501, as issued by
the Division of Water Quality under the stormwater rules.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built -upon area is 455,638 square feet. This allotted
amount includes any built -upon area constructed within Outparcels #4, 5,
and 6; and within the lot property boundaries, and that portion of the
right-of-way between the front lot line and the edge of the pavement. Built
upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
g. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into -the system are not required to provide these measures.
h. Built -upon area in excess of the permitted amount will require a permit
modification.
i. Each lot or outparcel within the subdivision whose ownership is not
retained by the permittee, must submit a separate Offsite Stormwater
Management Permit application package to the Division of Water Quality
and receive a permit prior to any construction on the lot.
J. If permeable pavement credit is requested, the property owner must
submit a request, with supporting documentation, to the permittee and
receive approval prior to construction of BUA.
17. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
18. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
19. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
Page 4of8

State Stormwater Permit
Permit No. SW4080501
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
C. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in this
pond is 116 HP.
20. If permeable pavement credit is desired, the permittee must submit a request to
modify the permit to incorporate such language as required by the Division of
Water Quality. The request to modify must include a soils report identifying the
type of soil, the Seasonal High Water Table elevation and the infiltration rate.
Upon the successful completion of a permit modification, the individual lot owners
that request to utilize permeable pavements must'submit,the' -niecessary forms
and documentation to the permittee and receive approval prior to construction of
the permeable pavement.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as
listed on page 2 of the form. The approval of this request will be considered on its
merits and may or may not be approved.
2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves a request to transfer the permit.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 5of8

State Stormwater Permit
Permit No_ SW4080501`
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
Permit issued this the' 15 day of July, 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for [;oleen H. Sullins, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Permit
Permit No. SW4080501
Mill Creek at Fieldstone
Stormwater Permit No. SW4080501
Stokes County
Designer's Certification
Page 1 of 2
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the .construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

O
State Stormwater Permit
Permit No. SW4080501'
Certification Requirements:
Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation. +
9. .Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
Please submit this Designer's Certification to: Winston-Salem Regional Office
Division of Water Quality
585 Waughtown Steet
Winston-Salem, NC 27107
Cc: DWQ Central Files
1617 Mail Service Center
Raleigh, NC 27699-1617
Page 8 -of 8

I\
To: Robert Patterson
Company: NCDENR Storm Water Division
Phone: [phone] ext. 360
Fax:
Re: BMP Permit
LNO- &_
Shugart
,Mann ement ]nc.
221 Jonestown Road
Winston-Salem, NC 27104
[phone] [phone] (fax)
E',-
4 ..
J
EN
'elands & Stormwater branch
From: Michael Gunnell, PE, PLS
Project/Proposal Number. Mill Creek at Fieldstone
Date: 07-11-08
No. of Pages: 1
If there are any problems with this transmittal, please call us at [phone].
Messages
Please find attached:
1. Two sets of revised construction drawings,
2. Two copies of revised Calculations
3. SW401 - Wet Detention Basin Supplement Revised
4. Wet Detention Basin O & M Maintenance Agreement Revised
5. SWU-101 Storm Water Management Permit Application Revised
If you need additional information or have any questions, please do not hesitate to call. My mobile number is [phone]
Coirfrderrtialio, Note
The information contained in this transmittal message is confidential information intended ONLY for the use of the individual or
entity named above. If the holder of this transmittal is not the intended recipient, you are hereby notified that any dissemination,
distribution or copy of this telecopy is strictly prohibited. If you have received this telecopy in error, please immediately notify us by
elephone and return this original message to us at the address above, via United States Postal Service.
Thank You

Re: BMP Submittal
Subject: Re: BMP Submittal
From: Robert Patterson <[e-mail]>
Date: Tue, 10 Jun 2008 07:56:42 -0400
To: Mike Gunnell <[e-mail]>
Mike,
That will be fine. Lets say by 7/14/08.
Robert
Mike Gunnell wrote:
How long can I have. Another 30 days?
-----Original Message -----
From: Robert Patterson [mailto:[e-mail]]
2008 9:12 AM
To: Mike Gunnell
Subject: Re: BMP Submittal
Sent: Monday, June 09,
Mike,
How long do you need? Right now we don't have a backlog of
applications, so I can work with you some.
Robert
Mike Gunnell wrote:
Robert,
I am in the process of getting the final wetlands map for this project
(SW4080501). I should have it tomorrow or Wednesday. I do need an extension
of the deadline. I will not be able to get all the comments revised and back to
you by June 13. How long of a extension can I
have?
Thanks
Mike Gunnell
-----Original Message -----
From; Robert Patterson [mailto:[e-mail]]
Sent: Friday, May 09, 2008 10:07 AM
To: Mike Gunnell
Cc: Greg Garrett
Subject: Re: BMP Submittal
Mike,
I just got the package. I hope to get to it first part of next week.
Robert
Mike Gunnell wrote:
Robert,
I sent the submittal package for the Mill Creek Subdivision BMP pond to your
p,M 1 6/10/2008 7:57 AM

Re: BMP Submittal
attention today by federal express. Please let me know when you receive
it. The package should be delivered by Friday. My office
phone number is [phone] and cell phone number is (336)
345-1914.
Thanks,
Mike Gunnell
-----Original Message -----
From: Robert Patterson[mailto:[e-mail]]
Sent: Tuesday, April 29, 2008 9:39 AM
To: Mike Gunnell
Subject: Re: BMP Submittal
Mike,
The items required are on the main application form (SWU-101) and the
supplement forms. These may be downloaded at:
http://h2o.enr.state.nc.us/su/bm2 forms.htm
There is a $505.00 fee and two sets of plans required.
Robert D. Patterson, PE
Environmental Engineer
NCDENR I DWQ I Stormwater Permitting Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
512 N. Salisbury St, Raleigh, NC 27604
Phone: [phone] ext. 360
Fax: [phone]
Email: [e-mail]
Website: http://h2o.enr.state.nc.uS/su/stormwater.html
Robert D. Patterson, PE
Environmental.Engineer
NCDENR I DWQ I Stormwater Permitting Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
512 N. Salisbury St, Raleigh, NC 27604
Phone: [phone] ext. 360
Fax: [phone]
Email: [e-mail]
Website: http://h2o.enr.state.nc.us/su/stormwater.htitil
2 of 3 6/10/2008 7:5
J
1

+DEW, ,Q USE {ONTLY
DalEReceived
Fee pai4.
Permit Number
-//>/ '�-i D'b/
5-6 5
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This farm may he 77hotocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who ov,-ns the project):
Shugart Development, Inc.
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Brian Shugart, President
3, Mailing Address for person listed u1 item 2 above:
983 Mar -bon Drive
City:lyimton-Salem State:NC Zip:27104
Phone: (336 ) 765-9661 Fax: (336 ) 765-9768
Email:
4, Project Nance (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
.Mill Creek at Fieldstone
5. Location of Project (street address):
Moore Road SR 1122
City:King County:Stokes Zip:27021
6. Directions to project (from nearest major intersection):
Site is located ap2roximately 1170 feet south from the intersection of SR 1122 and SR_1236 toward SR 1117
7. Latitude:36' 27' 2778" N Longitude:-90° 34' 4722" 111 of project
8, Contact person who can answer questions about the project:
Name:Michael Gunnell, PE, PLS Telephone Number: (336 1 231-6772
Email:mike@sl-iu&aTbnanagemei-it.com
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ®Ne`v ❑Renewal ❑Modification
Form SWU-101 Version 03,27.08 Paee I of

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if knob n)
3. Specify the type of project (check one):
[]Low Density ®High Density' ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to Mr o pages) describing stormwater management for the project.
Post development runoff will be detained in a proposed -ivet detention basin. The basin will be sized based on the
percentage of impervious area for 85% removal of the total suspnded solids for the first phase of development for
2. Stormwater runoff from this project drains to the Yadkin -Pee Dee River basin.
3. Total Property Area: 149.43 acres 4. Total Wetlands Area: 3.1603 acres
5. 100' Wide Strip of Wetland Area: acres (nof applicable if no wetlands exist on site)
6. Total Project Area': 19.33 acres 7. Project Built Upon Area: 54 %
S. How many drainage areas does the project have? 1
9. Complete the following information for each drainage area. if there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
For hiLrh density Droiects, complete the table Aith one drainage area for each eneineered stormwater device.
Basin information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Mudd} Creek
Stream Class & Index No.
C & 12-94-(0.5)
Total Drainage Area (sf)
842,014.80
On -sine Drainage Area (sf)
528,818.40
Off -site Drainage Area (so
313,196.40
Existing Im ervious" Area (sf)
0.00
Proposed lmpervious"Area (so
455,637.60
% Impervious" Area (total)
54 %
Impervious" Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
121,959.50
On -site Streets (sf)
90,108.43
On -site Parking (so
34,630,94
On -site Sidewalks (so
13,355.45
Other on -site (sf)
195,583,28
Off -site (so
Total (sf):
455,637.60
' 1777pernious area is defn.ed as the built upon area iTzcinding, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Total Irroject area shall be calculated based on the current policy regarding inclusion of wetlands in the built 141,077 area
percentage calculation. T7Tis is the area used to calculate percent project built upon area (BLZA).
Form SWU-101 Version 03.27.09 Page 2 of 4

10. Hoiv was the off -site impervious area listed above derived? Based on maximum r�ond size allowable
impervious area minus omite impervious area minus Fieldstone Drive impervious area. Then the allowable
impervious area for each Ouut parcel was calculated as a percentaie of lot size to total lot combined areas. _
IV. DEED RESTRICTIONS AND PROTECTIVE CONTENAh'T5
One of the follore-ing deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built -upon area for each lot must be provided as an attachment. Forms can be
downloaded from http:l/ivo erlr.state.nc.uOsufbM_�fo::2-1 -h :, - deed restricti0 s.
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments ta-ith Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature belo5w, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they -will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
`l. SUPPLEMENT FORMS
The applicable state stormwater Management permit supplement form(s) listed below must be submitted for each
BW specified for this project. Contact the Stormwater and General Permits Unit at (919) M-5DS3 for the status
and availability of these forms. Forms can be do-%amloaded from forms.htm.
Form S11401-Low Density
Form S1'%1401-Curb Outlet System
Form S11�7401-Off-Site System
Form, SlNT401-Net Detention Basin
Farm S11401-Infiltration Basin
Form Sl1'401-hifiltration Trench
Form SW401-Bioretention Cell
Form S11J401-Level Spreader
Form S11'401-lYetland
Form SW401-Grassed Sivale
Form SlN1401-Sand Filter
Form Sl'11401-Permeable Pavement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Sivale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Form SWZJ-101 l'ersion 03?7.09 Page 3 of

VI. SUBIIUTTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (D`h7Q).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DIYQ Office. (Appropriate office may be found by locating project on the
interactive online map at mam,him)
1. Please indicate that you have provided the follonving required information by initialing in the space provided
neat to each item.
• Original and one copy of the Storm -water Management Permit Application Form
• Original and one cofnj of the Deed Restrictions & Protective Covenants Form (if
required as prr Part IV abaue)
• Original of the applicable Supplement Forni(s) and OM A agreement(s) for each BW '
• Permit application processing fee of $$505 (Empress: $4,000 for HD, $2,000 for LD)
payable fo NIMEI\7R i
• Calculations & detailed narrative description of storm -water treatment/management %
• Copy of any applicable soils report _
• Tivo copies of plans and specifications (sealed, signed & dated), including:
- Development/Project name
- Engineer and firm
- Legend
- North arro,v
- Scale
- Revision number k date
- Mean high seater line
- Dimensioned property / project boundary
- Location map Nvith named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and storm"•a ter control measures
- lVedands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you -wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section. (ex. designing engineer or firm)
Designated agent (individual or firm):Shugart Development, Inc.
Availing Address:983 Agar -Don Drive
City*:l'1Tinston-Salem State:NC Zip:27104
Phone: [phone] Fax: [phone]
Email:
VIII. APPLICANT'S CERTIFICATION
1, (pi nt or type name of person iisfed in General Infornnation, item Z) Brian Shu art President
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the prof c be constructed in conformance with the approved plans, that the required deed restrictions
and protecti re c enants will be recorded, and that the proposed project complies i,-ith the requirements of 15A
N ICAC 211.
Signature Date:
Fonn SIVU-101 Version 03.27.09 Page 4 of 4

E �oF W A T&,g
�O G
� Y
Mr. Michael Gunnell, PE, PLS
Shugart Development, Inc.
983 Mar -Don Drive
Winston-Salem, NC 27104
Dear Mr. Gunnell:
Dept. of ENR
15 2008
lvitston-salon
Regional (7Ptice
May 14, 2008
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
Subject: Request for Additional Information
Stormwater Project No. SW4080501
Mill Creek at Fieldstone
Stokes County
The Division of Water Quality Central Office received a Stormwater Management Permit Application for
the subject project on May 9, 2008. A preliminary review of that information has determined that the
application is not complete. The following information is needed to continue the stormwater review:
Please fully complete page 2 of the application form SWU-101. 'Items left blank in Part III
include 2, 3, 4. Also, the impervious surface area for the streets and townhome section must
be broken down as in the second part of the table in number 9 (buildings, streets, parking,
sidewalks). The future impervious area for the outparcels should be shown in the "other on -
site" row. The "off -site" row is for impervious area that is outside the project boundaries that
is flowing to the proposed pond.
2. The applicable items in Part VI.1 left blank on SWU-101 page 4 must be initialed.
3. PIans marked preliminary are not acceptable. Plans must be final for construction in order for
DWQ to stamp them approved. Any modifications to the plans after approval must be
resubmitted for review.
4. Please delineate all wetlands on site, or provide a note on the plans stating there are no
wetlands on site.
5. Information on the seasonal high water table (SHWT) need to be provided. If the SHWT is
below the permanent pool elevation (PPE), then a liner will need to be provided in order to
maintain the permanent pool. If a clay liner is proposed, then a minimum 4-inch layer of
topsoil shall be provided on the vegetated shelf for planting.
6. The average depth calculation should not include the 1-foot of sediment depth at the bottom of
the pond. A minimum 1-foot of additional depth must be provided for sediment. As
submitted, the proposed wet pond does not provide the minimum average depth of 3-feet. This
modification may also necessitate the need to modify information on page 3 of the O&MNn°`hcarol;na
Agreement. Ulurrt!!J
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: tvww.newaterouality.org Location: 512 N. Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal OpporiunitylAffirmative Action Employer— 50% Recycled110% Post Consumer Paper

Mr. Michael Gunnell, PE, PLS
SW4080501 —Mill Creek at Fieldstone
May 14, 2008
7. The permanent pool volume (PPV) should not include the sediment storage volume. So, the
PPV reported on the supplement form is incorrect.
8. Please complete the section labeled "Storage Volume: Nan -SR Waters" on the supplement
form since Muddy Creek is not a class SR or SA water. This is the minimum volume
calculated using the simple method, and the provide volume between the permanent pool
elevation (PPE) and the elevation of the next available outlet above the PPE. Also, there is a
rounding error in the volume calculation in part I of the hydraulic calculation section.
9. The SA/DA ratio provided on the pond supplement form should match the 2.20 provided in
the calculations.
10. Please provide the length of flowpath to width ratio on the pond supplement form. The
minimum required ratio is 3:1.
1 E Please provide area and storage tables and calculations that show that the forebay is
approximately 20% of the total PPV.
12. The stage storage table provided must show the volume provided between the PPE and the
temporary pool elevation (TPE) so that we may verify that the minimum treatment volume of
37,609,99 cf calculated is provided.
13. Orifice drawdown calculations must be provided. The average head to use in the orifice
equation is approximately 1/3 of the distance between the PPE and the elevation of the next
available outlet abovelhe PPE. The volume used in this calculation is the treatment volume
calculated.
14. The drawdown from the pond shown on the level spreader supplement (2.63) does not match
the drawdown provided on the pond supplement (3.28). Please correct this inconsistency.
This will also effect the design flow and increase the minimum required length.
15. Please provide supporting calculations for the peak velocity and stability of the bypass
channel.
16. Please note that a 401 certification may be required for the stream crossings and a stream
buffer authorization for the bypass channel that is shown in the stream buffer on the plans.
The 401 Unit can be contacted at 919-733-1786.
17. The graphic scale bar on C-6 appears to be incorrect.
18. The planting plan on C-6 is confusing. Although the planting plan for the pond provides a
legend with plants for the shelf, the plan view shows that the vegetated shelf is to be planted
with grass. Please revise. Also, the typical for the shelf shows a 40-ft shelf instead of 10-ft.
19. The PPE on detail 1 on C-7 is not consistent with the calculations and supplement form.
20. It appears with the outlet baffle wall and 10" outlet to the level spreader that a portion of larger
storm events will continue to the level spreader instead of bypassing it. Please explain.
Page 2 of 3

Michael Gunnell, PE, PLS
S%4080501 — Mill Creek at Fieldstone
May 14, 2008
21. Please submit any information regarding turn lanes or road widening as a result of this project
that may be required on Moore Road (SR 1122). Any new impervious area to the Moore Road
will need to be treated on this site to the maximum extent practicable.
22. Please note that when the owner is planning to move forward with future phases, they should
be submitted as modifications to the future permit for this phase of the project.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to June 13, 2008, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you need additional time to submit the information, please mail or fax your request for a time extension
to the Division at the address and fax number at the bottom of this letter. The request must indicate the
date by which you expect to submit the required information. The Division is allowed 90 clays from the
receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number SW4080501 on all correspondence. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If you have
any questions concerning this matter please feel free to call me at [phone] ext. 360.
Sincerely,
Robert D. Patterson, P.T.
Environmental Engineer
Stormwater Permitting Unit
CC' Mr. Brian Shugart, 983 Mar -Don Drive, Winston-Salem, NC 27104
Winston-Salem Regional Office
DWQ Central Files
Stormwater Permitting Unit Files
Page 3 of 3

a GCSE I� I
DENR - `NATER (5&A T1
Wegands & Stomwater Branch
tie.-r
�, , ' , I.�,', • y � �', .�:r s".�'.��� fir•'':
00 4 &
Shugart
61anagemenl Inc.
221 Jonestown Road
Winsion-Salem, NC 27104
[phone] [phone] (fax)
To: Robert Patterson From: Michael Gunnell, PE, PLS
Company: NCDENR Storm Water Division Project/Proposal Number. Mill Creek at Fieldstone
Phone: [phone] ext. 36C Date: 05-01-08
Fax: No. of Pages: 1
Re: BMP Permit
If there are any problems with this transmittal, please call us at [phone].
Messages
Please find attached-.
1. Two sets of construction drawings,
2. Two copies of Calculations
3. SW401 - Level Spreader Supplement
4. SW401 -Wet Detention Basin Supplement
5. Check number 8595 in the amount of $505.00
6. Filter Strip and Level Spreader O & M Maintenance Agreement
7. Wet Detention Basin O & M Maintenance Agreement
8. SWU-101 Storm Water Management Permit Application
9. High Density Development with Outparcels. Deed Restrictions & Protective Covenances Agreement

If you need additional information or have any questions, please do not hesitate to call. My mobile number is
[phone].
Confidentiality, Note
The information contained in this transmittal message is confidential information intended ONLY for the use of the individual or
entity named above. If the holder of this transmittal is not the intended recipient, you are hereby notified that any dissemination,
distribution or copy of this telecopy is strictly prohibited. If you have received this telecopy in error, please immediately notify us by
telephone and return this original message to us at the address above, via United States Postal Service.
Thank You
0 Page 2

Application Completeness Review
$Y First Submittal ❑ Re -submittal Date Received
Development/Project Name: ,/l1 1 LL --
Receiving stream name and classification:
Date Reviewed: By R
/,--LbS-Fe +vV ): a — fX9A
For post -construction requirements, a program will be deemed compliant for the areas
where it is implementing any of the following programs: WS-I, WS-II, WS-111, WS-IV,
HQW, ORW, Neuse River Basin NSW, Tar -Pamlico River Basin NSW, and the
Randleman Lake Water Supply Watershed Nutrient Management Strategy.
T&E Species (Goose Creek, Waxhaw Creek or Six Mile Creek Water Sheds):
Latitude and Longitude: _ 346 "2`7 ' Z 7, 78- "IV 1) 2"1.✓
Project Address: rto&,eta PC a, ( 1122)
Engineer name and firm: M0C19 4+it-. S�rLsG-#�e i� v✓t�vnntirwrT� S�✓� .
❑ Low Density (no curb and gutter) ❑ Low Density with curb and gutter outlets eHigh Density ❑ Other
9"' Check for $505.00 included suV3DrVeSr°'�
Er'� Original signature on application
If an agent signs the application, a signed letter of authorization from the applicant must
be provided which includes the name, title, mailing address and phone number of the
person signing the letter.
❑ For subdivided projects, a signed and notarized deed restriction statement
a' Sealed, signed & dated calculations
e' Correct supplement provided for each BMP on site (check all that were provided & number of each)
❑
Bioretention
❑
Dry Detention Basin
❑
Filter Strip
❑
Grass Swale
❑
Infiltration Basin
❑
Infiltration Trench
0'
Level Spreader
o
Permeable Pavement
❑
Restored Riparian Buffer
❑ Rooftop Runoff Management
❑ Sand Filter
❑ Stormwater Wetland
©''Net Detention Basin
❑ Low Density
❑ Curb Outlet
❑ Off -Site
❑ NCDOT Linear Road
ta' Two sets of sealed, signed & dated layout & finish grading plans with' appropriate details
�DWetlands delineated or a note on the plans that none exist on site and/or adjacent property
0' Details for the roads, parking area, cul-de-sac radii, sidewalk widths, curb and gutter;
ei Dimensions & slopes provided
e' Drainage areas delineated; El"Pervious and impervious reported for each
v� Inspection and maintenance agreements provided
❑ Application complete Application Incomplete, Returned: (Date)
- H tAl bLrt w/ .4 I;V> , MIFO.
Explanation: xA .5 s, K(, rva-or 1y Sk/Q-) o 1 p6-, y �- ;Avi-rt-y (_5: a.v 1>6 , t.
Mh P foi Cp.(LTt f:y4 �uvrr'iteC Yr_lfA M �d�osS1!{/GS

SL 2006-246 Section 9 Post Construction Requirements for Non -Coastal Counties
Low -density 'ects
❑ No more than two dwe g-u its per acre o built -upon area;
❑ Vegetated conveyances to the rr�a m extent practicable;
❑ Built -upon areas at least 3 landwar erennial and intermittent surface waters;
❑ Deed restrictions ctive covenants, and/or o F-restrictive language/measures.
High density projects
❑ Control and treat runoff from the first one -inch of rain.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ Discharge the storage volume at a rate equal to or less than the predevelopment discharge rate for
the one-year, 24-hour storm.
❑ Achieve 85% average annual removal of total suspended solids.
❑ For BMPs that require a separation from the seasonal high-water table (SHWT), the separation shall
include at least 12 inches of naturally occurring soil above the SHWT.
❑ Stormwater management measures must comply with the General Engineering Design Criteria For
All Projects requirements listed in 15A NCAC 2H .1008(c);
❑ All built -upon areas are at least 30 feet landward of perennial and intermittent surface waters;
®' Deed restrictions, protective covenants, and/or other restrictive language/measures
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices
Post -Construction Runoff Controls for T&E Species
Goose Creek, Six Mile Creek and Waxhaw Creek Watersheds
Buffers
❑ 200' undisturbed buffers on perennial streams
❑ 100' undisturbed buffers on intermittent streams
Low -density projects
❑ All built upon area shall be limited to 10 percent.
❑ Use of vegetated conveyances to the maximum extent practicable;
❑ Deed restrictions, protective covenants, and/or other restrictive languagelmeasures
High -density projects
❑ The stormwater control measures must control and treat the difference between the pre -development
and post -development conditions for the 1-year 24-hour storm.
❑ Runoff volume drawdown time must be a minimum of 48 hours, but not more than 120 hours;
❑ All structural stormwater treatment systems must be designed to achieve 85% average annual
removal of total suspended solids;
❑ Stormwater management measures must comply with the General Engineering Design Criteria For
All Projects requirements listed in 15A NCAC 2H .1008(c)
❑ Deed restrictions, protective covenants, and/or other restrictive language/measures.
❑ Provide a mechanism to require long-term operation and maintenance of Best Management Practices

MILL CREEK AT FIELDSTONE
STORM WATER CALCULATIONS
King, North Carolina
Prepared by: Michael L. Gunnell, PE, PLS
Shugart Management, Inc.
983 Mar -Don Drive
Winston-Salem, NC 27104
[phone]
%0I S 111111
�. o .......,�
@RLOWE P
JUL 1. 4 20118
DENR - GVATE R QUALITY
Wetlands & Stormwater Branch
GUI
1 4EZSy°°°°

t
Fieldstone Project has been approved by the City .of King Town Council. The site is
located in the City of King's ETJ, however is not located in a critical watershed area.
The first phase of this project mainly consists of the construction of a main street which
will serve Phase 1 and the future phases of this development and the construction of a
Town Home Subdivision. The Town Home Subdivision will have residential streets
sidewalks, and twenty five buildings, each building will consist of two units.
At the City of King and the North Carolina Department of Environment and Natural
Resources (NCDENR) request, Shugart Management was to design a stone water facility
to detain and remove pollutants and to reduce the stone water flow rates to elinunate any
impacts to the downstream drainage basin. First, the predeveloped flow rates were
determined based on existing site conditions, soil types, and drainage area. Please note
that there was minimal offsite flow for this project. Secondly, the volume for the first 1" of
rainfall, the volume for the 10 year — 6 hour stone, and the volume for the 25 year — 6 hour
stone events were determined to size the pond based on a release rate of 2 to 5 days. The
pond was designed to meet current requirements published by the North Carolina
Department of Environument and Natural Resources (NCDENR). Next the postdeveloped
flow rates were determined and routed through the pond based on the proposed Town
Home Subdivision and three future Out Parcels, soil types, and drainage areas. Finally the
predeveloped flows rates were compared to the postdeveloped release rates to determined
adequate pond size. In order to further remove pollutants fi-om the storm water a flow
splitting device was added the riser structure. Low flow will discharge directly to a level
spreader and flow through a vegetated filter strip before entering the existing stream. High
flow volumes will overtop the splitting device and discharge directly into the stream
through a inatted channel bypassing the level spreader.
In summary, the calculations attached below show that the pond has adequate storage
volume and meets the storm water management requirements imposed by the NCDENR.

NCDEINTl2 Stormwater 13MP Manual Chapter Revised 07-02-07
The type of ground cover at a given site greatly affects the volume of runoff.
Undisturbed natural areas, such as woods and brush, have high infiltration potentials
whereas impervious surfaces, such as parking lots and roofs, will not infiltrate runoff at
all. The ground surface can vary extensively, particularly in urban areas, and Table 3-5
lists appropriate curve numbers for most urban land use types according to hydrologic
soil group. Land use maps, site plans, and field reconnaissance are all effective methods
for determining the ground cover.
Table 3-5
Runoff curve numbers in urban areas for the SCS method (SCS, 1986)
Cover Description
Curve Numbers for
Hydrologic
Soil Group
Fully developed urban areas
A
B
C
D
Open Space (lawns, parks, golf courses, etc.)
Poor condition (< 50% grass cover)
68
79
86
89
Fair condition (50 % to 75 % grass cover)
49
69
79
84
Good condition (> 75% grass cover)
39
61
74
so
Impervious areas:
Paved parking lots, roofs, driveways, etc.
98
98
98
98
Streets and roads:
Paved; curbs and storm se-wers
98
98
98
98
Paved; open ditches
83
89
98
98
Gravel
76
85
89
91
Dirt
72
82
85
88
Developing urban areas
Newly graded areas
77
86
91
94
Pasture (< 50 % ground cover or heavily grazed)
68
79
86
89
Pasture (50% to 75% ground cover or not heavily grazed)
49
69
79
84
Pasture (>75 % ground cover or lightly grazed)
39
61
74
so
Meadow - continuous grass, protected from grazing and
30
58
71
78
generally mowed for hay
Brush (< 50% ground cover)
48
67
77
83
Brush (50% to 75% ground cover)
35
56
70
77
Brash (>75% ground cover)
30
48
65
73
Woods (Forest litter, small bees, and brush destroyed by
45
66
77
83
heavy grazing or regular burning)
Woods OAloods are grazed but not burned, and some forest
36
60
73
79
litter covers the soil)
broods (Woods are protected from grazi.-tg, and litter and
30
55
70
77
brush adequately cover the soil)
Most drainage areas include a combination of land uses. The SCS Curve Dumber Model
should be applied separately: once for areas ivhere impervious cover is directly
connected to surface water via a swale or pipe and a second time for the remainder of
the site. The runoff volumes computed from each of these computations should be
added to determine the runoff volume for the entire site.
For the portion of the site that is NOT directly connected impervious surface, a
composite curve number can be determined to apply in the SCS Curve Number Model.
The composite curve number must be area -weighted based on the distribution of land
uses at the site. Runoff from impervious areas that is allowed to flow over pervious
Stormwater Management and Calculations 3-7
July 2007

North Carolina Waterbodies Listed by County
Note: WaterbDdbes are listed in more than one county if they cross count), lines.
Report Date: 04/26/08
Records Found: 95
Search Parameters:
County: Stokes
Class:
SpDes: %
Name: %
Index#: %
!Name of Stream Description Curr. Class bate Basin Stream Index #
i' StOkS Cdunty' Ji k 1 rr a n Y 4.
�'S
_.........i.1L 4..�.z`v.�wu—�.......r
... ..!.......`.�:_..:t...�,15:.:__...
_S"? .....� _ .. ., .. n.....�
_:i... ..�. .1_..."........,.
_w ..�_—.�r..e.:
Chinquapin Creek
From source to Toms
WS-II;HQw
OB/03/92
Yadkin
12-72-14-3
Creel;
Little "Yadkin
From source to Yadkin
WS-IV
09/01/94
Yadkin
12-77
River
River
West Prong
From source to a point
C
06/01/98
Yadkin
5-2-7-7-1- (1)
Little Yadkin
0.3 mile upstream of
'River
Stoles County SR 1160
West Prong
From a point 0.3 mile
WS-IV
DB/D1/9B
Yadkin
12-77-1-(2)
Little Yadkin
upstream of stokes
River
County Stokes County
SR 1160 to Little
Yadkin River
Fast Prong
From source to a
B
08/01/99
Yadkin
12-77-2-(1)
Little Yadkin
point 0.4 mile
'River
uptream of Surry
County SR 1136
East Prong
From a point 0.4 mile
WS-DVI B
08/01/96
Yadkin
12-77-2-(2)
Little Yadkin
upstream of Surry
River
County SR 1136 t0
Little Yadkin River
Danbury Creel:
From source to Kittle
Ws -IV
09/01/94
Yadkin
12-77-3
Yadkin River
Goff Creek
From source to Danbury
WS-IV
09/01/94
Yadkin
12-77-3-1
Creek
Crooked Run Creek
From source to Little
Ws -TV
03/01/94
Yadkin
12-77-4
Yadkin River
Muddy Creek
From source to a point
C
09/01/9B
Yadkin
12-94-(0.5)
0.8 mile upstream of
mouth
Tippet Branch
From source to Little
C
Tennessee Riser
Tippet Branch
From source to-it`_le
C
Tennessee River
DRIQ RIVER (North
From North
C;Tr
Carolina portion)
Carolina -Virginia
State Line o Big Creek
DAN RIVER
From a point D.2 mile
WS-IV
do%,nstream of Town
Fork. Creek to a point
0.3 mile upstream of
Reed Creek.
07/01/61 Little 2-25
Tennessee
07/01/61 Roanoke 2-25
09/02/57 Roanoke 22-(1)
DB/01/90 Roanoke 22-(25.5)
Page 1 of 5

Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION ,..
FREQUENCY ESTIMATES � p
FROM NOAA ATLAS 14
North Carolina 36.272778 N 80.344722 W 1 ] 02 ]feet
from "Precipitation -Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin_ D. Martin, B. Lin, T Parz ,bok, M.Yelaa, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
l xtmcted: Wed Apr 30 2008
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Help
Precilmitation IN reauenev Estimates (inches)
AR1 • � 10 1� 30 66 l20 � hr R71
}ears) min min fnin imn min min 7,,Ri da[21111
1114f-,L]
I 10.37 0.59 0.74 ].O1 1?6 ].50 ].62 2.0] 2.44 2.92 3.44 3.85 4.38 5.00 6.74 8.35 ]D.53 12.5b
0.44 0.70 0.88 1.22 1.53 1.83 Efl EE EE 3S3 4.15 4.64 5?5 5.97 8.01 9.8b 12.39 14.71
0 0.52 0.83 1.05 1.50 1.92 2.3jj 2. 00 3.07 3.75 Efl 5.22 5.81 6.47 E?E 9.58 11.55 14.31 16.79
10 D.58 0.92 ] . ] 6 1.69 2?0 2.67 2.89 3.57 4.38 5?4 6.08 6.75 7.46 8.31 10.81 12.82 ] 5.76 ] 8.35
25 0.64 1.02 ].30 1. 22 2.56 3.15 3, E2fl EE 6.35 7.28 18.07 8.82 9.75 12.49 E4 17,62 20.34
50 0.69 1.10 1.39 2.09 2.84 3.54 3.84 4.8] 6.DD 7.27 8?6 9.15 9.94 10.90 ]3.80 15.7b 19. 11 21.81
i40 D.73 1.16 1.47 EE 3.10 3.92 4.27 5.39 6.78 8?5 9.30 10.29 11.10 12A9 15.13 17.00 20.36 23.21
200 0.77 1.22 1.54 2.40 337 4.31 4.70 5.99 7.60 9.31 10.40 ] 1.44 12 13.32 16.48 K2] 21.67 24.56
�0Q 0.82 1.29 1.63 2.59 3,72 4.84 530 Eg 8.80 10.85 ] 1.97 13.22 14.07 15.05 18.30 19.83 23.37 26?7
1000 110.85111.34111.69112.73113.98115.26115.76 ii7.51 119.771112.131113?5[1 ] 4.631115.471116.431119.721121.041124.631127.54
"These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Text version of tab �Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
1.67 2.00 2.17 2.67 3.24 3.83 4.48 4.98 5.62 6.37 8.49 1
2.09 2.53 2.73 3.36 4.09 4.85 5.63 6.23 6.92 7.75 ] 0.15 12.12
2.39 2.92 3.16 3.90 4.76 5.67 6.54 7.23 7.96 8.86 11.47 13.46
2.79 3.45 3.74 4.65 5.71 6.86 7.83 8.64 9.42 I0.37 li?3 15.21
3.09 3.87 4.20 5?5 b.49 7.85 8.89 9.81 10.61 11.60 14.62 66.55
3.38 4.30 4.67 5.88 7.33 8.90 I lo.61 1]. 44 1].fib 12.87 16.05 17.88
'The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
These precipitation frequency estimates are based an a partial duration series. AM is the Average Recurrence Interval.
Please refer to the documnjafioIl for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
s Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARi 14 l5 30 64 1_0 3 76r F12 4 48 4 7 10 20 30 4560(ears) min min rain min rein min ]rr hr hr day day day day day day day
0.34110.55110.68110.93111.16111.38111,49111.85112 25112.70 #13.20 113,59 114.10 114.69 116.36 117.93 400.051112.03
0 0.41 0.65 0.82 1.13 i.42 1.68 i.�2 2.24 2.73 3.26 3.86 4.33 4.42 5.6] 7.56 9.37 ] 3.8] 14.09
�.J 0.48 0.77 0.97 ].38 ].77 2.12 2?9 2.82 3.44 4.13 4.85 5.42 6.05 6.83 9.03 10.96 13.64 16.05
Docs 11 U.S. Map
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?recipitation Frequency Data Server
Pave 2 of 4
0 O.S� 0.86 1.07 1.66 2.02 2.44 ?.66 3?6 4A0 4.83 6.63 6?8 6.96 7.78 10.18 13.]6 15.00 17.54
2� OS9 0.94 1.19 ].76 ?.i4 ?.86 3.11 3.8b 4.77 6.$1 6.71 7.47 8.20 9.Q9 11.71 I3.70 15.73 ]9.40
50 0.63 1.00 1.25 1.90 Efl 3.19 3.46 Lfl E39 6.61 7.68 8.43 9.19 10.12 1?.90 14.86 ] 8.Q? ?0.7b
100 Q.b6 l - 133 ?.03 3.80 3.60 3.8? 4.80 6.0� 7.46 8.45 9.43 10?? 11.18 14.Q9 15.99 19.26 23.04
Z00 0.69 1.]0 138 2.16 3.02 3.83 4.16 5.?7 6.67 8.36 9.43 1Q.46 11?8 1??6 l6?8 ]7.09 20E 23?6
�00 0.7? 1.1 1 T 2?9 3 4.23 4.62 691 7.67 9.62 10.74 11.90 l?.73 13.71 16.84 18.b0 21.93 24.78
1000 Q.75 1.]8 1.48 ?39 3.49 4.64 4.96 6.40 8.37 10.66 I1.79 li.06 13.89 14.86 18.03 1956 2;.Q3 25.89
'The lower hound of the confidence interval at 90%confidence level is the value which 5%of the simulated quantile values for a given frequency are less than.
"These precipitation frequency estimates are based on a partial duration maxima series. ARl is the Average Recurrence Interval.
Please refer to the documertalion for more information. NOTE: rormatting prevents estimates near zero to appear as zero.
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Partial duration based Point Precipitation Frequency Estimates - Versions 3
36.272770 N 80.344722 W 1102 ft
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Average Recurrence Interval (years)
Wed Apr 30 15:29:38 2008
Duration
5-min 30-dale -�-
--
r3-rai11 -;F- 24-1) 20
ilttp://1idsc.nNvs.noaa.CFov/c-i-Uinlhdsc/buildout.peri?t},pe=pf&units=us&series=pd&siatena3ne=NlORTH+C
4/30/20(

Precipitation Frept ncy Data Server Page 3 of a
Partial duration based Point Preoipitation Frequency Estimates - Yersion: 3
36.272776 M 80.344722 W 1102 ft
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i hese maps were produced using a direct map requesl from the
0.3, canst:s Bureau IJiaaaino and Ca toaraanic Peso-Irces
Tkaer IV,aa Server.
Please read discloiwow for more o formarion.
Imp. //hdsc.nws. noaa.gov/ccri-bill/hdse/buildout.perl?ty pe=pf&rulvts=us&series=pd&statename=]\7ORTH+C... 4/30/M

Precipitation Frequency Data Senler
Page 4 of 4
LEGEND
State
Connector
— County
[� Stream
—(Indian Resv
Eja Military Area
F&--A Lake# Pandj Ocean
- National Park
Street
Other Park
*� Expressway
Cj City
-- H i ghw+tay o
County,, 6 mi
Scale 1:228563 a
*awera�e--true scale depends
on Pionitor resoRuthnn
Other Maps/Photographs -
View U GS digital ortllo 11oto uadranZie D covering this location from TerraServer; USGS Aerial Photograph may also be available
from this site. A DOQ is a computer -generated image of an aerial photograph in which image displacement caused by terrain relief and camera
tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USGS for more
information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequenc�) results are based on data from a variety of sources, but largel3r NCDC. The follalm.,ing links provide general information
about observing sites in the area, regardless of if their data was used in this stud},. For detailed information about the stations used in this stud},
please refer to our documentation.
Using the rational Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
+1-30 minutes ...OR... +1-1 degree oftlus location ('6.272778/-80344722). Digital ASCII data can be obtained directly from
NCDC.
Hy*drorneteorological Design Studies Center
DOCINOA-rational Weother Service
1325 East-West HighM'2p
Silver Spring. NID 20910
[phone]
Questions?: hDgC.nue5tinns0moaa,ern
Disc
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Precipitation Frequency Data Sen~ ,r
Page 1 of 4
` POINT PRECIPITATION
F
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 36.272778 N 90.344722 W 1102 feet
from "Precipitation -Frequency Atlas ofthe United States" NOAA Atlas 14, Volume', Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybol, M.Yckta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maniand, 2004
Fa-tracted: W ed Apr 30 2009
Confidence Limits 11 Seasonality ]rotation Maps Other Info. 11 GIS data Maps Help I pots
Precipitation Frequency Estimates (inches) _ I
35 �0� 60 1?0 12 � 7 10 20 30 �5 60
���� 3 ktr 6 hr � .�,4 hr 48 hr �❑�����
mtn mm mm mtn hr da day° da�da da�da day
0.74 5.61 1 26 1 I.62 ? ? 44 2.92 3.44 3.85 4.38 5.40 6.74 8.35 1 Q.53 I2.56
O.E8 1?2 E3 1.83 E .9 fl 2.44 2. 77 E3 4.15 4.b4 5_2� I 5.97 8.41 9.86 ]2.39 14.71
1.05 ISO 1.92 2E ?.50 3.07 Efl 4.48 5?2 5.81 6.47 7.28 9.58 11.6b I4.3] 16.79
I.16 1.b9 2.20 2,b7 2.59 3.57 4.38 5.24 6.08 6.73 7.46 831 10. 1] 12.82 ]5.76 18.35
1.36 1.92 2.66 3.15 3.43 4.25 8.07 8.82 9.75 I2.44 14.49 17.6Z 20.34
SQ 0.69 1.10 1.39 ? 09 2.84 3.54 3.84 4.8] 6.00 7?7 8.26 KE 9.94 10.90 13.80 I6.76 99. 11 21.81
100 0.73 1.16 ].47 2.25 3.10 3.9? 4.27 5.39 6.78 8.25 9.30 10.29 11.10 12.09 15.13 I7.00 20.36 23?1
200 0.77 1 1.54 2.40 3.37 4.31 4.70 EE Lo 9.31 14.40 F1-9 12.33 13.32 16.48 18.22 21.67 245
}00 0.82 ].29 1.63 2.59 3.72 4.84 5.34 6.83 8.80 ]O.ES l].97 13.22 14.07 ]5.05 1830 19.83 33.37 2b?7
1000 0.85 I.34 I.69 2.H 3.98 �.26 5.76 7S 1 9.77 12.13 13.25 14.63 15.47 16.43 19.72 2l .44 24.b3 27.54
Text version of table ' These precipitation frequency estimates are teased on a natal duration series. ARI is the Average Recurrence Interval,
Please reier to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
1.34 ] .69 2.63
1.42 1.79 2.85
1.48 1.86 3.01
M These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval,
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARj'�x N 101a30 60 120F3r] Fh
12 �4 [141[;2[�j 10 2Q 30 4a 60 min min min min min rhr hr day da}° day day day
0.34 0.55 0.68 0.93 l.lb 1.3E 1.49 1.85 2.26 2.70 3.2E 3,59 4.10 4,69 6.36 7.93 10A5 12.03
�0.41 0.65 0.82 ].13 1.42 1.68 1.82 2?4 2.73 3?6 3.E6 4.33 4.92 5.61 7S6 9.i7 11.81 14.09
�.J 0.48 0.77 0.97 1.38 1,77 2.12 2.29 2.8? 3.44 4.13 4.85 5.42 b.05 6.83 9.03 I0.96 ]3.64 16.45
U.S. Map
http://hdso.nNvs.noaa.;oti,/cgi-bin/lidsc/buildout.perl?type=pf&units=us&series=pd&statenanie=NIGRTH+C... 4/3 0/20(

Precipitation Frequency Data Server
rage 2 of 4
'The lower bound of the confidence interval at 9D%confidence level is the value which 5%of the simulated quantike values for a given frequency are less than.
These precipitation trequency estimates are based on a partial duration maxima series ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. No i E: Formatting prevents estimates near zero to appear as zero.
2@
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36,272776 N $0.344722 W 1102 ft
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Average Recurrence Interval (years)
Lied Apr 30 15:27:22 2008
Duration
5-min -- 4~-1%:- -E 30-dau -"-
10-mir, 4-
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Precipitation Frequency Data Server
' Partial duration based Point Preoipitation Frequency Estimates - Version: 3
s6.27277E M 80.34472E W i102 ft
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Maps -
Average Recurrence Interval
(wears)
2 100 —
Ica 500 --
c l is 0 Ll —5__
120~w 1 I o'-w i 00-w 90-W 8
0-W 70"W
These maps were produced using a direct map request from the
UrS. CeTIStls Bureau Mapping and Ca-tWraahic Resources
Tioer Map Server.
z
Please read dtsclaimerfar more information.
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'recipitation Frequency Data Server
Nae 4 of 4
LEGEND
---- State — Connector
— County M3 Stream
r 1 nd i an Flesv L7_'I M i 1 i tary Area
[ LakelPondiOcean National Park
-- Street Other Park
•� Expressway i I C i tit
— Highway 0 Cvnty6 g mi
Scale 1: 220583 10 4 'b 6 o i,m
*average --true scale deperl on monitor resolution
Other Maps/Photographs -
View USGS digital arthopiloto gtladrallgie CI10�1 covering this location from TelraServer; USGS Aerial Photograph may also be available
from this site. A DOQ is a computer -venerated image of an aerial photograph in which image displacement caused by terrain relief and camera
tilts has been removed. It combines the image characteristics of a photograph Nvith the geometric qualities of a map. Visit the USGS for more
information.
Watershed/Stream Flow Information -
Find the Waursbed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a ivrieo, of sources, but largely ArCDC. The following litsks provide general information
about observing sites in the area, regardless of rf their data was used its this stud}. For detailed information about the stations used in this study,,
please refer to our documervation.
Using the rational Climatic Data Center`s IrCDCI station search engine, locate other climate stations within-,
+/-30 minutes j ...OR .. +/-1 degree I of this location (35.272778/-80.344722). Digital ASCII data can be obtained directly from
ram.
Hydrometeorologicsi Design Studies Center
DOCIN0.1Lk/National Weather Sen•ice
1325 East-West Highway
Silver Spring, AID 20910
[phone]
Questions?: i DSC Oues;iorsi-a)naaa.am:
Disclaimer
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I. DETERMINE STORAGE VOLUME FOR 1 IN RAINFALL EVENT
A. 1 INCH — 24 HOUR RAINFALL VOLUME
1. Solve for Runoff Coefficient (Rv)
Rv = 0.05 + 0.9(la)
la = Impervious Area of Site
Ia = 54% or 0.54
Rv = 0.05 + 0.9(0.54)
Rv = 0.536
2. Solve for the 1 inch Runoff Volume (V)
V=3630*Rd *Rv *A
Rd = 1 in
Rv = 0.581
A = 19.33 ac
V=3630* 1 in. *0.536* 19.33ac.
V = 3 7,609.99 cf
Use V = 37,607 cf
H. DETERMINE REQUIRED SURFACE AREA .FOR BMP
Based on the approved site plan by the City of King, the proposed BMP shall be sized
for a 54% built upon area.
Try a storage depth = 3.0 ft.
From the NCDNER Stonnwater BMP manual on page 10-7:
50% Imperv. Coverage, Permanent Pool Surface Area = 2.06% of the Drainage Area
60% Imperv. Coverage, Permanent Pool Surface Area = 2.40% of the Drainage Area
Solve for the Percentage of Drainage Area by Interpellation
60 - 50 = 60 - 54 X = 2.40- 6(0.34) X = 2.20%
2.40 - 2.06 2.40 - X 10

As = Surface Area
As = 0.0220(19.33 ac)(43,560 sf/ac)
As=18,524.33 sf
III. DETERMINE STORAGE VOLUME ELEVATION BASED ON POND AREA
A. BMP DAM ELEVATIONS
,/ -7o4 Of sL`D. Olt
Pond (Bottoini)Elev = 1009.00 ft
Sediment Storage Elev = 1010.00 ft
Pennanent Pool Elev = 1013.30 ft
Top of Dam Elev. = 1018.00 ft
B. POND STAGE STORAGE DATA
\ IIPZLR� /
� 1
1,1 y 1 BMP
r�
td 1 - 1q9,�ll
P

POND PLAN VIEW
POND STAGE STORAGE TABLE
Stage Elevation Contour Area Incremental Storage Total Storage
ft ft sf cf cf
0.0 1.008.00 '�T 8,302 0.00 0.00
1.0 1,009.00 9,692 8,997 8,997
2.0 1,010.00 11,167 10,43 0 19.427
4.0 1,012.00 14.385 25,552 44,979
4.8 13012.80 15,777 12,065 57,043
5.3 1,013.30 (PPE) 18,879 8,664 65,707-�
5.8 1.013.80 22.275 10.289 75996
6.0 1,014.00 22,704 4,498 80494
7.0 1,015.00 (TPE) 97693 24,886 105,380
9.0 1,016.00 27,298 27,183 132563
10.0 11018.00 32,558 59,856 192,419
FOREBAY STAGE STORAGE TABLE
Stage
Elevation
Contour Area
Incremental Storage
Total Storage
ft
ft
sf
cf
cf
0.0
1,008.00
815
0.00
0.00
1.0
1.009.00
1.315
1,065
1,065
2.0
1,010.00
1,976
1.646
2,711
4.0
1,012.00
3,395
5,371
8,082
4.8
1.012.80
4,000
2958
11,040
FOREBAV VOLUME CALCULATION
Required Forebay Storage Volume (FSV) = Approximately 20% of Pond Volume
Total Pond Storage Volume @ Elev. 1,012.80 = 57,043 cf
Forebay Storage Volume @ Elev. 1,012.80 = 11,040 cf
FSV = 11,040 cf / 57,043 cf
FSV = 19.35%
,W/0

C. 1 INCH - 24 HOUR RAINFALL
Required Storage Volume (RSV) = 37,607 cf
Pond Storage Volume @ Permanent Pool Elev. (PPE) = 65,707 cf
Pond Storage Volume @ Temporary Pool Elev. (TPE) = 105,380 cf
Minimum Treatment Volume (MTV) = TPE - PPE
MTV = 105,380 cf-65,707 cf
MTV = 39,673 cf
MTV > RSV Tlierefore Volume Provided is OK
IV. DETERMINE ORIFICE DRAWDOWN TIME
Orifice Size = 3" Diameter
Permanent Pool Elev = 1013.30 ft
Temporary Pool Elev = 1015.00 ft
Q = CA(2t, .5
C = 0.60
g = 32.2 ft/sec
H = (1015.00 ft-1013.30 ft)/3-"
H = 0.57 ft
A = (3.14 (0.25)^2)/4
A = 0.049 sf
Q = (0.60)(0.049)(2(32.2)0.57)^0.5
Q = 0.178 cfs
Td. =MT_V///Q� -P,gio
Td ='39,673 cfI0.178 cfs
Td = 222,882.02 sec
Td = 2.58 days Z , q 5 -,-4rs

V. DETERMINE SIZE OF BARREL FOR 100 YR POST DEVELOPED FLOW
A. ENTERED DATA:
Shape ...........................
Circular
Number of Barrels ...............
1
Solving for .....................
Headwater
Chart Number ....................
1
Scale Number ....................
1
Chart Description ............... Concrete Pipe Culvert; No Beveled Ring Entrance
Scale Decsription ............... Square Edge Entrance With Headwall
Overtopping .....................
Off
Flowrate ........................
29.7300 cfs
Manning's n ..................... 0.0130
Roadway Elevation ............... 10 18. 0000 ft
Inlet Elevation ................. 1009.0000 ft
Outlet Elevation ................ 1008.1000 ft
Diameter ....... 36.0000 in
.................
Length ..........................
90.0000 ft
Entrance Loss ...................
0.0000
Tailwater .......................
1.0000 ft
B. COMPUTED RESULTS
Headwater ....................... 10 11.65 76 ft Inlet Control
Slope ........................... 0.0100 ft/ft
Velocity ........................ 9.1694 fps

VI. BOUY ANCY CALCULATIONS FOR 6' X 6' CONCRETE BOX
A. COUNTER BOUYANCY CALCULATIONS:
Vslab = 7.0' x 7.0'x 2' =98.0ef
Vbox = 10.0'(6' x 6') - 2(5' x 0.5' x 0.5')—10.0'(5' x 5') = 107.5 cf
Weill=(5'x5'x).5')=87.5cf
Vtop=6'x6'x0.5'=18.0cf
Total Volume of Concrete = 311.0 cf
Total Weight of Concrete = 150 lb/cf x 311.0 cf = 46,650.0 lbs
Total Volume of Soil = (7.0' x 7.0' x 2.5') — (6' x 6' x 2.5') = 32.5 cf
Total Weight of Soil = 90 lb/cf x 32.5 cf = 2,925.0 lbs
Total Anti -Floatation Weight = 56,580 lbs + 1,631.25 lbs = 49,575.0 lbs
B. Bouvancy Calculation
Assumption Water Level is at Top of Slab Elevation with all Outlets Clogged.
Vslab = 7.0' x 7.0' x 2' =98.0ef
Vbox = 10.5'(6' x 6') = 378.0 cf
Total Volume of Concrete = 476.0 cf
Total Weight of Water Displaced = 62.4 lb/cf x 476.0 cf = 29,702.40 lbs
Total Volume of Soil = (7.0' x 7.0' x 2.5') — (6' x 6' x 2.5') = 32.5 cf
Total Weight of Soil = 62.4 lb/cf x 32.5 cf = 2,028 lbs
Total Anti -Floatation Weight = 29,702.40 lbs + 2,028.0 lbs = 31,730.40 lbs
C. Safety Factor
SF = 49,575.0 lbs / 31,730.40 lbs = 1.56

l YR - 24 SIR STORM
POND ROUTING

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
16-Yr
25-Yr
5D-Yr
lDD-Yr
1
SCS Runoff
—
13.32
—
PreDeveloped Runoff
2
SCS Runoff
38.38
--
-
-
-
----
------
PostDeveloped Runoff
3
Reservoir
2
3.2B
—
--
--
--
BMP No.1
Proj. file: BMP1YR24HR.gpw
Thursday, May 1 2008, 12:02 PM
Hydrafiow Hydrographs by lntelisofve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
t}'pe
(origin)
Peak
flow
(aft)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
13.32
2
720
35,585
----
--
— --
PreDeveloped Runoff
2
SCS Runoff
38.38
2
720
57,872
—
-----
-----
PostDeveloped Runoff
3
Reservoir
3.28
2
75B
55,815
2
1015.2D
101,358
BMP No.1
BMP1YR24HR.gpw
Return Period: 1 Year
Thursday, May 1 2008, 12:02 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
3
Hydraflow Hydrographs by intelisolve
Thursday, May 1 200B, 12.2 PM
Hyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Peak discharge = 3.28 cfs
Storm frequency
= 1 yrs
Time interval = 2 min
Inflow hyd. No.
= 2
Max. Elevation = 1015.20 ft
Reservoir name
= BMP No.1
Max. Storage = 101,368 cuff
Storage Indication method used. Wat pond routing start elevation = 1013.30 ft. Hydrograph Volume = B5,816 tuft
Q (cfs)
40.00
30.0D
F 0911I
10.00
W
9 17 26 35
Hyd No. 3 Hyd No. 2
BMP No.l
Hyd. No. 3 — 1 Yr
43 52 61 69 78
Q (cfs)
40.00
30.00
10.00
i 0.00
87
Time (hrs)

Pond Report
Hy&aflow Hydrographs by intelisoive Thursday, May 1 2D08, 12:2 PM
Pond No. 1
- BMP No.1
Pond Data
Pond storage
is based on known
contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft)
Elevation (ft)
Contour area (scift)
Incr. Storage (cuft)
Total storage (cult)
0.00
1009.00
9,692
0
0
1.00
1010,00
11,167
10,430
10,430
3.DO
1012.0D
14,365
25,552
35,982
3.80
1012.80
15,777
12,055
48,046
4.30
1013,30
18,879
8,654
56,710
4.80
1013.80
22,275
10,289
66,999
5.00
1014.40
22,704
4,49E
71,497
7.00
1016.00
27,298
5D,002
121,499
9,D0
1018M
32,558
59,856
1B1,355
Culvert ! Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in)
= 36.00
3,00
6.00
D.00
Crest Len (ft)
= 24.00 40.00
0,00 D.OD
Span (in)
= 36.00
3.00
60.00
0. DO
Crest El. (ft)
= 1016.60 1016.50
0.00 0.00
No. Barrels
= 1
1
2
0
Weir Coaff.
= 3.00 3.33
0.00 0.00
Invert El. (ft)
= 1009.00
1013,31
1015.DD
0.00
Weir Type
= Riser Ciplti
- -
Length (ft)
= 90.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No No
Slope (%)
= 1.00
0.00
O.00
0.0D
N-Value
= .013
.013
.013
.013
Orif. Coeff.
= 0.50
0.60
0.60
0.50
Multi -Stage = nla Yes Yes No Exfiltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note: CulveruD fine ouitlows have been analyzad undor'Hat and nutlet control.
Stage (ft)
10.00
8.00
6.00
4.00
2.00
coo
Stage ! Discharge
Stage (ft)
10.00
6.00
4.DD
2,0D
0 OD
4
0.00 30.00 60.00 90,00 120.00 150,00 1 B0.00 210.00 240.00 270.00 300.00 330.00 360.00
Total 0 Discharge (cfs)

SC`S 6 e HR STORM
POND R O UTING

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
SO-Yr
1o0-Yr
1
SCS Runoff
—
3.24
—
12.32
19.22
25.52
32.59
PreDeveloped Runoff
2
SCS Runoff
-----
14.66
—
29.54
39.84
48.31)
57.19
PostDeveloped Runoff
3
Reservoir
2
-
2.63
-----
9.67
18.12
23.25
29.73
BIAP No.1
Proj. file: BMPSCS6HR.gpw
Thursday, May 1 2008, 11:44 AM
Hydraifow Hydrographs by IntelisolvE

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
inflow
hyd(s)
maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
3.24
2
154
21,251
—
----
PreDeveloped Runoff
2
SCS Runoff
14.66
2
148
63,141
----
--
--
PostDeveloped Runoff
3
Reservoir
2,63
2
298
61,791
2
1015.15
10D,299
BMP No.1
BMPSCS6HR.gpw
Return Period: 2 Year
Thursday, May 1 2008, 11:44 AM
Hydraflow Hydrographs by Intelisoive

Hydrograph Plot
3
Hydraflow Hydrographs by
Intelisolve
Hyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 2
Reservoir name
= BMP No.1
Storage Indication method used. Wet pond routing start elevation = 1013.30 ft.
12.00
'. 1 9
Om
W
BMP No.1
Hyd. No. 3 — 2 Yr
7 15 22 29 37
Hyd No. 3 Hyd No. 2
Thursday, May 1 2008, 11:44 AM
Peak discharge = 2.63 cfs
Time interval = 2 min
Max. Elevation = 1015.15 ft
Max. Storage = 100,299 cuft
Hydrograph Volume = 61,791 cult
44 51 59 66
Q (cfs)
15,00
12.00
•M
KCIE ]
0.00
73
Time (hrs)

D r% r, r1 Des W% e% 4
Hydraflow Hydrographs by inteEisotve Thursday, May 1 2008, 11:44 AM
Pond No. 1 - BMP No.1
Pored Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Eievation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00
1 OD9.DO
9,692
0
0
1.OD
1010.00
11.167
10,430
10,430
3.00
1012.00
14,385
25,552
35,9B2
3.80
1012.BO
15,777
12,065
48,D46
4.30
1013.30
18.879
8,664
56,710
4.50
1013.80
22,275
10,289
66,999
5.00
1014.00
22,704
4,498
71,497
7.00
1016.00
27.298
50,002
121,499
9.00
1018.00
32155 B
59,855
181,355
CLtIva rt I Orifte Structures
Weir Structures
[A]
[S]
[C]
[a]
[A] [B]
[C]
[D]
Rise (in)
= 35.DO
3.OD
6.00
O.DO
Crest Len (ft)
= 24.00 40.00
O.OD
0.00
Span (in)
= 36,00
3'OD
60.00
0.00
Crest El. (ft)
= 1015.60 1016.50
0.00
0.00
No. Barrels
= 1
1
2
0
Weir Coeff.
= 3.00 3.33
0.00
0.00
Invert Et. (ft)
= 1009.00
1013.31
1015.00
0.00
Weir Type
= Riser Ciplti
-
-
Length (ft)
= 90.DO
0.00
0.00
0.00
Multistage
= Yes No
No
No
Slope (%)
= 1,00
0.00
0.00
0.00
N-Value
= .013
.013
.013
.013
Orif. Coeff.
= 0.60
0.60
0.60
0.60
Multistage = n/a Yes Yes No Erfiltration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note! CuiveNOrifice outflows have teen analyzed under inlet and outlet control.
Stage (ft) Stage I Discharge Stage (ft)
10.60
8.00
6.00
4.00
2.00
000
10.OD
8.00
6.00
4.00
2.00
0 0D
0,00 30.00 60.00 90.00 120.D0 150.00 180.00 210.00 240.00 270.00 300.00 330.00 360.00
Total Q Discharge (cfs)

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SC5 Runoff
12.32
2
152
58,822
---
-
----
PreDeveloped Runoff
2
SCS Runoff
29.84
2
145
123,874
--
------
Postl)evelopad Runoff
3
Reservoir
9.67
2
175
122,519
2
1015.43
107,144
BMP No.1
BMPSCS6HR.gpw
Return Period: 10 Year
Thursday, May 1 2008, 11:44 AM
Hydraflow Hydrographs by Intelisom

Hydrograph Plot s
Hydrafiow Hydrographs by
Intelisolve
Thursday, May 1 2008, 11:44 AM
Hyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Peak discharge = 9.67 cfs
Storm frequency
= 10 yrs
Time interval = 2 min
Inflow hyd. No.
= 2
Max. Elevation = 1015.43 ft
Reservoir name
= BMP No.1
Max. Storage = 107,144 cult
Storage Indication method used. Wet pond routing start elevation = 1013.30 ft. Hydrograph Volume = 122,519 tuft
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
BMP NO.1
Hyd. No. 3 -- 10 Yr
Q (Cfs)
30,00
25,00
20.00
15.00
10.00
5.00
0,00 — — — — - — _ 0.00
0 5 11 16 21 27 32 37 43 48 53 59
Time (hrs)
Hyd No. 3 Hyd No. 2

Pond Report
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - BMP No.1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (cult)
0.00 10D9.130
9,692
0
0
1.00 1010.00
11,167
10,430
10,430
3.00 1012.00
14,385
25,552
35,9B2
3.80 1012.80
15,777
12,065
48,046
4.30 1013.3D
18, 879
8,664
56,710
4.80 1013.80
22,275
10,289
66,999
5.00 1014.00
22,704
4,498
71,497
7.00 1016.00
27,298
50,002
121,499
9.00 1018.00
32, 55B
59,856
1 B 1,355
Culvert! Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
3.00
6,00
0.00
Span (in)
= 35.00
3.00
60.00
0.00
No. Barrels
= 1
1
2
D
Invert El. (ft)
= 1009.00
1013.31
1015.00
0.00
Length (ft)
= 90.DD
0.00
0.D0
0.00
Slope (%)
= 1.00
0.00
0.00
0,00
N-Value
= .013
.013
.013
.013
Qrif. Coeff.
= 0.60
0.6D
0.60
D.60
Multi -Stage
= nla
Yes
Yes
No
Thursday, May 1 2D08, 11:44 AM
Weir Structures
[A]
[B]
IC]
[D]
Crest Len (ft)
= 24.00
40.0D
0.00
0.00
Crest El. (ft)
= 1016.60
1016.50
0.00
0.00
Weir Coeff.
= 3.00
3.33
0.00
0.00
Weir Type
= Riser
Ciplti
-
-
Multi -Stage
= Yes
No
No
No
Exfiltration = 0.000 inlhr (Contour) TaiWalter Elev. = 0.0D ft
Note: CulverVOrffice outflows have bean analyzed under inlet and outlet control.
Stage (ft) Stage 1 Discharge Stage (ft)
10.00
8.00
6.00
4,00
2.00
000
10.00
B.0D
5.00
4.00
2.00
O DO
O.DD 3D.DD 60,00 90.00 12D.00 150.OD 180.00 210.00 240.00 270.00 300,00 330.00 350.00
Total 0 Discharge (cfs)

Hydrograph Summary Report
Hyd.
No,
Hydrograph
type
(origin)
Peak 1
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
19.22
2
15D
35,888
—
---
PreDeveloped Runoff
2
SCS Runoff
39.84
2
146
163,721
—
------
PostDeveloped Runoff
3
Reservoir
18.12
2
162
162,354
2
1015.80
116,371
BMP No.1
BMPSCS6HR.gpw
Return Period: 25 Year
Thursday, May 1 2008, 11:44 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
W
Hydrafiow Hydrographs by intelisolve Thursday, 102y 1 2008, 11:44 AM
Hyd. No. 3
BMP No.1
Hydrograph type = Reservoir Peak discharge = 18.12 cfs
Storm frequency = 25 yrs Time interval = 2 min
Inflow hyd. No. = 2 Max. Elevation = 1015.80 ff:
Reservoir name = BMP No.1 Max. Storage = 116,371 cult
Storage Indication method used. Wet pond routing start elevation = 1013,30 ft Hydrograph Volume = 162,364 cult
Q (Cfs)
40. DO
30.00
20.00
10.00
o
4
Hyd No. 3
7
SNIP No.1
Hyd. No. 3 -- 25 Yr
11 15
— Hyd No. 2
18 22 26 29 33
Q (Cfs)
40.00
30. DO
20,00
0.00
37
Tme (hrs)

Pored Report
Hydraflow Hydrographs by Intelisolve Thursday, May 1 2008, 11:44 AM
Pond No. 1
- BMP No.1
Pond Data
Pond storage
is based on known contour areas. Average and area method used.
Stage ! Storage fable
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0,00
1009.00
9,692
0
0
1.00
1010.00
11,167
10,430
10,430
3.DD
1012.00
14,385
25,552
35,982
3.80
1012.80
15,777
12,065
48,046
4.30
1013.30
18,679
8,664
56310
4.80
1013.80
22,275
10.289
56,999
5.00
1014.00
22,704
4,498
71,497
7.00
1016.00
27,298
50,002
121,499
9.DD
1015,00
32,558
59,856
181,355
Culvert ! Orifice Structures
Weir Structures
[A]
[B]
[Cl
[D]
[A] [D]
[C] [Dl
Rise (in)
= 36.DD
3.00
6.00
DAD
Crest Len (ft)
= 24.0D 40.00
0.00 0,00
Span (in)
= 36.00
3.DD
6D.00
0.00
Crest El. (ft)
= 1016,60 1016.50
0.0D 0.00
No. Barrels
= 1
1
2
0
Weir Coeff.
= 3.00 3.33
0.00 0.00
Invert El' (ft)
= 1009.00
1013.31
1015.0D
D.DD
Weir Type
= Riser Ciplti
- --
Length (ft)
= 9D.D0
0.0D
0.00
0.00
Multi -Stage
= Yes No
No No
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .013
.013
.013
.013
Orif. Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage = n1a Yes Yes No ExfiItration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvert/Drifine ocII9ows have been analyzed Linder inlet and outlet control.
Stage (ft) Stage 1 Discharge Stage (1t)
10.00
8.00
6.00
4.00
2.00
0 00
10.DD
8.00
6.00
4.00
2.00
0 00
10
0.00 3D.00 50.00 90.DD 120.00 150.00 180.00 210.00 240.00 270.0D 300.00 330.D0 360.00
Total Q Discharge (cfs)

11
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
25.52
2
148
112,234
--
- ---
PreDevaloped Runoff
2
SCS Runoff
48.30
2
146
197,735
----
--
PostDeveloped Runoff
3
Reservoir
23.25
2
160
196,376
2
1016.15
126,105
BMP No.1
BMPSCS6HR.gpw
Return Period: 50 Year
Thursday, May 1 2008, 11:44 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
12
Hydrafiow Hydrographs by IntePscNe
Thursday, May 1 200B, 11 A4 NO
Hyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Peak discharge = 2 3.2 5 cfs
Storm frequency
= 50 yrs
Time interval = 2 min
Inflow hyd. No.
= 2
Max. Elevation = 1016.15 ft
Reservoir name
= BMP No.1
Max. Storage = 126,105 cuft
Storage Indication method used. wet pond routing start elevation = 1013.30 ft. Hydrograph Volume = 196,378 cuft
BMP No.1

Pond Report
13
Hydraflow Hydrographs by intelisolve
Thursday, May 1 2008, 11:44 AM
Pond No. 1 - BMP No.1
Pored Data
Pond storage is based on known contour areas.
Average end area method used.
Stage ! Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft) Incr. Storage (tuft)
Total storage (cult)
0.00 1009.00
9,692
0
0
1,0D 1010.00
11,167
10,430
10,430
3.00 1012.00
14, 385
25,552
35,982
3.80 1012.50
15,777
12,065
48,046
4.30 1013.30
18,879
8,664
55,710
4.80 1013.80
22,275
10,289
65,999
5.00 1014.DD
22,704
4,498
71,497
7.00 1016.O0
27,295
50,002
121,499
9.00 1018.00
32,558
59,855
181,355
Culvert / Orifice Structures
[A]
[g]
[C]
[D]
Rise (in)
= 36.00
3.00
6.00
0.00
Span (in)
= 36.00
3.00
60.00
0.00
No. Barrels
= 1
1
2
0
Invert El. (ft)
= 1009,00
1013.31
1015.00
0.00
Length (ft)
= 90.00
0.00
0.00
D.DD
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .013
.013
.013
.013
Orif. Coeff.
= 0,60
0.60
0.50
0.60
Multistage
= n!a
Yes
Yes
No
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 24.D0
40.00
O.DO
0.0D
Crest El. (ft)
= 1016.6D
1 D16. 5D
0.00
0.00
Weir Coeff.
= 3.D0
3.33
0.00
0.00
Weir Type
= Riser
Ciplti
-
-
Multi -Stage
= Yes
No
No
No
Erfiltration = 0.000 inlhr (Contour) TaiWater Elev. = 0.D0 ft
Note: CulvarVOrrfioe outilows have been analyzed under inlet and outlet control.
Stage (ft) Stage 1 Discharge Stage (ft)
10.0D
8.00
6.00
4.00
2.00
000
10.0D
8.0D
6.00
4.00
2.00
000
0.00 30.00 6D.0D 90.00 120.00 150.00 180.00 210.00 240.00 270.00 300.00 330.00 360.00
Total Q Discharge (cfs)

14
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(Guft)
Hydrograph
description
1
SCS Runoff
32.59
2
143
140,219
----
----
--
PreDeveloped Runoff
2
SCS Runoff
57.19
2
146
233,825
—
----
PostDeveloped Runoff
3
Reservoir
29.73
2
160
232,465
2
1016.51
136,757
BMP No.1
i
BMPSCS6HR.gpw
Return Period: 100 Year
Thursday, May 1 2008, 11:44 AM
Hydraflow Hydrographs by intelisolve

Hydrograph Plat
15
Hydraflow Hydrographs by
IntellSolve
Thursday, May 1 2008, 11:" AtO
Hyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Peak discharge = 29.73 cfs
Storm frequency
= 100 yrs
Time interval = 2 min
Inflow hyd. No.
= 2
Max. Elevation = 1016.51 ft
Reservoir name
= BMP No.1
Max. Storage = 136,757 tuft
Storage Indication method used. Wet pond routing start elevation = 1013.30 ft.
Q (cfs)
60.00
50.00
30.00
20,00
10.00
BMP No.1
Hyd. No. 3 -- 100 Yr
Hydrograph Volume = 232,465 tuft
Q (cfs)
60. DD
5D.00
30. DD
20.00
10.00
0.00 1 I ' 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 8.0
Time (hrs)
Hyd No. 3 Hyd No. 2

Pond Report
Hydrafiow Hydrographs by intelisolve Thursday, May 1 20DS, 11:44 A10
Pond No. 1
- BMP No.1
Pond Data
Pond storage
is based on known contour areas, Average end area method used.
Stage ! Storage
Sable
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0.00
1009.00
9,692
0
0
1.00
1010. DO
11,167
10,430
10,430
3.00
1012,00
14,385
25,552
35,982
3.80
1012.50
15,777
12,065
48, 046
4.30
1013.30
18,879
8,664
56,71 D
4.80
1013.80
22,275
10,289
66,999
5.00
1014.00
22,704
4,498
71,497
TOD
1016.00
27,298
50,002
121,499
9.00
1018,00
32,55B
59,556
181,355
Culvert 1 Orifice Structures
Weir Structures
[A]
CB]
[C]
[D]
[A] [B]
[C] [D]
Rise (in)
= 36.O0
3.00
6.OD
0,00
Crest Len (ft)
= 24.00 40.00
0.00 0,00
Span (in)
= 36.00
3.0D
6O.OD
0.00
Crest El. (ft)
= 1016.50 1016.50
0.00 O.DD
No. Barrels
= 1
1
2
0
Weir Coeff.
= 3.00 3.33
0.00 0.00
Invert El. (ft)
= 1009.00
1013.31
1015.00
0,00
Weir Type
= Riser Ciplti
- -
Length (ft)
= 90.00
0.00
O.DO
0.00
Multi -Stage
= Yes No
No No
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .013
.013
.013
.013
Orif. Coefi.
= 0.60
0.60
0.60
0.60
Multi -Stage = nla Yes Yes No Exfiltration = 0.00D inlhr (Contour) Tailwater Elev. = 0.00 ft
Note: Culvartlorlfice outflows have been analyzed under inlet and outlet control
Stage (ft) Stage 1 Discharge Stage (ft)
10. DO
8.00
6.00
4.00
2.00
000
10.00
8.00
5.00
4.00
2.00
000
16
O.OD 30.OD 60.00 90.00 120,00 150.00 180.00 210.00 240.00 270.00 300.00 330.00 360.00
Total Q Discharge (cfs)

10" DIAMETER
LOWFLOW OUTLET

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow (cis)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
iD-Yr
25-Yr
5D-Yr
1DD-Yr
1
SCS Runoff
3.24
---
---
PreDeveloped Runoff
2
SCS Runoff
---
—
14.63
--
--
----
--
--
- -
PostDeveloped Runoff
3
Reservoir
2
--
2.63
-_- -
-
-_--
---
---
-----
$MP No.1
tProj. file: BMPSCS6HR10D1A0UTLET.gpw
Thursday, May 1 2008, 12:00 PM
Hydratiow Hydrographs by Intelisolva

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuff)
inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
3.24
2
154
21,251
—
--
- —
PreDeveloped Runoff
2
SCS Runoff
14.66
2
14B
63,141
--
--
--
PostDeveloped Runoff
3
Reservoir
2.53
2
298
61,791
2
1015.15
100,299
BMP No.1
BMPSCS6HR10DlAOUTLET.gpw
Return Period: 2 Year
Thursday, May 1 2008, 12:00 PM
Hydraflow Hydrographs by IntelisoM

Hydrograph Plot
3
Hydraflow Hydrographs by Intelisolve
kyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 2
Reservoir dame
= BMP No.1
Storage Indication method used. Wet pond routing start elevation = 1013.30 ft.
BMP No.1
Thursday, May 1 20DB, 12:0 PM
Peak discharge
= 2.63 cfs
Time interval
= 2 min
Max. Elevation
= 1015.15 ft
Max. Storage
= 100,299 cuff
Hydrograph Volume = 61,791 tuft

Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, May 1 2008, 12:0 PM
Pond No. 1
- BMP No.1
Pond Data
Pond storage
is based on known
contour areas. Average end area method used.
Stage I Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0.00
1009.00
9,692
0
0
1.00
1010.00
11,167
10,430
10,430
3.00
1012,00
14,385
25,552
35,982
3.80
1012.80
15,777
12,065
48, D46
4.30
1013.30
18,879
8,664
56,710
4.80
1013,80
22,275
10,289
66,999
5.OD
1014.00
22,704
4,498
71,497
7.00
1016.00
27,298
50,002
121,499
9.00
1018.00
32,558
59,855
181,355
Culvert 1 Orifice Structures
Weir Structures
[A]
[EB]
[Cl
[D]
[A] [B]
[C] [D]
Rise (in)
= 10,00
3.OD
6.00
O.OD
Crest Len (ft)
= 24.00 40.00
0,00 0.00
Span (in)
= 10.00
3,00
6D.00
0.00
Crest El. (ft)
= 1016.60 1016.50
O.DD 0.00
No. Barrels
= 1
1
2
0
Weir Coeff.
= 3.00 3.33
0.00 O.OD
Invert EL (ft)
= 1009.00
1013.31
1015.D0
OLD
Weir Type
= miser Ciplti
- --
Length(ft)
= 85.00
0.00
0.00
0.D0
Mufti -Stage
= Yes No
No No
Slope (%)
= 1.00
0.00
D•00
D.OD
N-Value
= .013
.013
.013
.013
Orif. Coeff.
= 0.6D
0.6D
0.60
0.60
Multi -Stage = n/a Yes Yes No Ezfiltration = 0.000 inlhr (Contour) Tailwater Elev. = D.DO ft
Nota: CulverVOrifice outflows have baan analyzed under inlet end outlet control,
Stage (ft) Stage 1 Discharge Stage (ft)
10.00
8.00
6.00
4.00
2.00
000
10.0D
8.00
6.00
4.00
2.OD
0 DO
4
O.DO 30.00 60.00 90.0D 120.00 150.00 180.00 210•DD 240,00 27D.00
Total Q Discharge (cfs)

Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow (ofs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SOS Runoff
------
—
3.24
12.32
19.22
25.52
32.59
PreDeveloped Runoff
2
SCS Runoff
14.66
-------
—
29.B4
39.B4
48.30
57.19
PostDeveloped Runoff
3
Reservoir
2
—
2.66
--
9.68
18.00
23.06
29.76
BIAP No.1
Proj. file: BMPSCS6HRES.gpw
Thursday, May 1 2008, 11:41 AM
Hydraflow Hydrographs by Intelisolve

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
sCS Runoff
3.24
2
154
21,251
-- -
—
PreDeveloped Runoff
2
SCS Runoff
14.66
2
148
63,141
—
----
---
PostDeveloped Runoff
3
Reservoir
2.66
2
292
23,352
2
1 D15.18
10D,873
EMP No.1
I
i
BMPSCS6HRES.gpw
Return Period: 2 Year
Thursday, May 1 2008, 11:41 AM
Hydraflow Hydrographs by Intelisoly

3
Hydrograph Plot
Hydraflow Hydrographs by lntelisoive
Thursday, May 1 20D5. 11:41 AIA
Hyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Peale discharge = 2.66 cfs
Storm frequency
= 2 yrs.
Time interval = 2 min
Inflow hyd. No.
= 2
Max. Elevation = 1015.18 ft
Reservoir name
= BMP No.1
Max. Storage = 100,873 cuff
Storage lndication method used. Wet pond routing start elevation = 1013.3D #t. Hydrograph Volume = 23,352 tuft
Q (cfs)
15.00
12.00
4' 5 9
.M
3.00
BMP No.1
Hyd. No. 3 -- 2 Yr
Q (cfs)
15.00
12.00
3.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4,7 5.3 6.0 6.7 7.3 8.0 8.7
Time (hrs)
Hyd No. 3 Hyd No. 2

Pond Report
4
Hydraflow Hydrographs by Intelisolve
Thursday, May 1 2008, 11Al AM
Pond No. 1 - BMP No.1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cult)
Total storage (tuft)
0.00 1009.OD
9,632
0
D
1,00 1010.OD
11,167
10,430
10,430
3.00 1012.00
14,385
25,552
35,982
3.80 1012.BD
15,777
12,065
48,045
4.30 1013.30
18,879
8.664
56,710
4.80 1013.80
22,275
10,289
56,999
5,00 1014.00
22,7D4
4,498
71,497
7.00 1016,D0
27,298
50.002
121,499
9.00 1018.00
32,558
59,856
1B1,355
Culvert I Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 36.OD
0.00
6.00
0,00
Span (in)
= 35.00
O.DO
60.00
O.DD
No. Barrels
= 1
0
2
0
Invert El. (ft)
= 1009.D0
0.00
1015.00
O.OD
Length (ft)
= 9D.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
O.OD
0.00
N-Value
= .013
013
.013
.013
Orif. Coefl.
= 0.60
0.60
0.60
0.5D
Multi -Stage
= nla
No
Yes
No
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 24.00
40.00
0.00
0.00
Crest El. (ft)
= 1016.60
1016.50
0.00
0.00
Weir Coeff.
= 3.00
3.33
0.00
0,00
Weir Type
= Riser
Ciplti
-
--
Multi-Stage
= Yes
No
No
No
ExfiItration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 it
Note: Gulvertforifioe cu fiows have been analyzed udder inlet and outlet control.
Stage (ft) Stage I Discharge Stage (ft)
1O.D0
B.DO
6.00
4.DO
2.00
0 OD
10.00
8.00
6.00
4.00
2.00
0 0O
0.00 30.00 60,00 90.00 120.00 150.00 180,00 210,00 240.00 270,00 300.00 330.00 360,00
Total Q Discharge (cfs)

Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
12.32
2
152
58,822
- -
---
-----
PreDeveioped Runoff
2
SCS Runoff
29.84
2
145
123,874
--
---
---
Postl?eveloped Runoff
3
Reservoir
9.68
2
176
84,085
2
1015.44
107,444
BIAP No.1
BMPSCS6HRES.gpw
Return Period: 10 Year
Thursday, May 1 2008, 11:41 AM
Hydraflow Hydrographs by Intelisolv

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, May 1 2008, 11:41 AM
Hyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Peak discharge = 9.68 cfs
Storm frequency
= 10 yrs
Time interval = 2 min
Inflow hyd. No.
= 2
Max. Elevation = 1015.44 ft
Reservoir name
= BMP No.1
Max. Storage = 107,444 cuft
Storage Indication method used. Wet pond routing start elevation = 1013.30 ft. Hydrograph Volume = 84,085 cuff
Q (cfs)
30,00
25.00
15.00
1 D.DD
0i
BMP No.1
Hyd. No. 3 — 10 Yr
Q (cfs)
30.00
25.00
20.00
15.00
1 D.00
5.00
0.00 i L I---- I -_ ) I I I _� _X I 0.00
D.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 &D
Time (hrs)
Hyd No. 3 Hyd No. 2

Pond report
7
Hydraflow Hydrographs by Intelisolve
Pond No. 1 - BMP No.1
Pond Data
Pond storage is based on known contour areas.
Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sgtt) Incr. Storage (tuft)
Total storage (tuft)
0.00 1009.00
9,692
0
0
1.00 1010.00
11,167
1 D,430
10,430
3.00 1012.00
14,355
25,552
35,982
3.80 1 D12.8D
15,777
12,065
48,046
4.30 1013.30
18,879
8,654
56,710
4.80 1013.80
22,275
10,289
66,999
5.D0 1014.00
22,704
4,498
71,497
7.00 1016.00
27,29E
50,O02
121,499
9.D0 1018.00
32,558
59,856
181,355
Culvert/ Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 36.DD
0,01)
6.DO
D.DO
Span (in)
= 36.00
0.00
60.00
O.DO
No. Barrels
= 1
0
2
0
Invert El. (ft)
= 1DD9.00
0,00
1015.00
0.00
Length (ft)
= 90.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .013
.013
.013
.013
Orif. Coeff.
= 0.60
0,60
0.50
0.60
Multi -Stage
= nla
No
Yes
No
Thursday, May 1 2008, 11:41 AM
Weir Structures
[A]
[S]
[C]
[D]
Crest Len (ft)
= 24.00
40.00
O.OD
0.00
Crest El. (ft)
= 1016.50
1016.50
0.00
0.00
Weir Coeff.
= 30D
3.33
0,00
O.OD
Weir Type
= Riser
Ciplti
-
--
Multistage
= Yes
No
No
No
Ezfiltration = 0.000 inthr (Contour) Tailwater Elev. = 0.00 ft
Note: Culveru0rKice outflows have been analyzed under inlet and outlet control.
Stage (ft) Stage I Discharge Stage (ft)
10.OD
8.00
6.00
4.00
2.OD
0 DO
10.00
8,00
6.D0
4.00
2.00
D DO
0.00 30.00 60.00 90.D4 120.00 150.OD 180,00 210,00 240.00 270.00 300.00 330.00 360,00
Total Q Discharge (cfs)

Hydrograph Summary Report
Hyd,
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
19.22
2
150
36,888
—
—
—
PreDeveloped Runoff
2
SCS Runoff
39.64
2
146
153.721
—
PostDeveloped Runoff
3
Reservoir
18.0D
2
162
123,932
2
101531
116,739
RAP No.1
BMPSCS6HRES.gpw
Return Period: 25 Year
Thursday, May 1 2008, 11:41 AM
Hydrafiow Hydrographs by Intelisolvi

Hydrograph
Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
BMP No.1
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
lntiow hyd. No.
= 2
Reservoir name
= BMP No.1
Storage Indication method used. Wet pond routing start elevation = 1013.30 ft.
Q (CfS)
40.00
30. DO
20.00
10.00
BMP No.1
Hyd, No. 3 -- 25 Yr
Thursday, May 1 2005, 11:41 AM
Peak discharge
= 18.00 cfs
Time interval
= 2 min
Max. Elevation
= 1015.81 ft
Max. Storage
= 116,739 tuft
Hydrograph Volume = 123,932 tuft
Q (Cfs)
40.00
30.00
20.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.D 6,7 7.3 8.0
Time (hrs)
Hyd No. 3 Hyd No. 2
M

` Pond Report
10
Hydraflow Hydrographs by Intelisolve Thursday, May 1 20D8, 11:41 AM
Pond No. 1 - BMP No.1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00
1009.00
9,692
0
0
1,00
1010.01)
11,167
10,430
10,430
3.00
1012.00
14,385
25,552
35,982
3.80
1012.80
15,777
12,065
48,045
4.30
1013.30
18,879
B,664
56,710
4.80
1013,80
22,275
10,2B9
66,999
5.00
1014.00
22,704
4,498
71,497
7.OD
1016.00
27,298
50,002
121,499
9.00
101B.D0
32,558
59,856
181,355
Culvert ! Orifice
Structures
Weir Structures
[A]
[B]
[D]
[D]
[A] [B]
[C]
[D]
Rise (in)
= 36,00
0.00
6.00
0.00
Crest Len (ft)
= 24.00 40,00
0.00
0.00
Span (in)
= 36.00
O.DD
60.00
0.00
Crest El. (ft)
= 1016.50 1016.50
0.00
0.00
No. Barrels
= 1
0
2
0
Weir Coeff.
= 3.00 3.33
O.DO
O.DO
Invert El. (ft)
= 1009.00
0.0D
1015.00
0.00
Weir Type
= Riser Cipiti
--
---
Length (ft)
= 90.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .013
.013
D13
.013
Qrif. Coeff.
= 0.50
0.60
0.60
0.60
Multistage
= nla
No
Yes
No
Ezfiltration = O.DOD inlhr (Contour) Tailwater Eiev. = 0.00 It
Note, Culvert/Orifice outflows have peen analyzed under inlet and outlet control,
Stage (ft) Stage 1 Discharge Stage (ft)
10.00
8.00
6.00
4.00
2.00
000
1 O. DO
B.DO
6.00
4.00
2,00
000
0.00 30.DO 60.00 90.00 120.00 150.00 180.00 210.00 240.00 270.00 3DO.00 330.DO 360.00
Total Q Discharge (cfs)

11
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(tuft)
Hydrograph
description
1
SCS Runoff
25.52
2
148
112,234
--
-
---
PreDeveioped Runoff
2
SGS Runoff
48.30
2
146
197,736
--
---
---
PostDeveloped Runoff
3
Reservoir
23.06
2
160
157,947
2
1016.17
125,555
SMP No.1
I
BMPSCS6HRES.gpw
Return Period: 50 Year
Thursday, May 1 2008, 11:41 AM
Hydratlow Hydrographs by Intelisoly(

12
Hydrograph Plot
Hydraflow Hydrographs by. intelisoive Thursday, May 1 2006, 11:41 AM
Hyd. No. 3
BMP No.1
Hydrograph type = Reservoir Peak discharge = 23.06 cfs
Storm frequency = 50 yrs Time interval = 2 min
Inflow hyd. No. = 2 Max. Elevation = 1016.17 ft
Reservoir name = BMP No.1 Max. Storage = 126,555 cuft
Storage indication method used. wet pond routing start elevation = 1013.30 ft.
BMP No.1
Hyd, No. 3 -- 50 Yr
40. DD
30.00
20.00
10.00
Hydrograph Volume = 157,947 cuft
Q (cfs)
50.00
30,00
20.00
10.00
0.00 ' . 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 8.0
Time (hrs)
Hyd No. 3 Hyd No. 2

Pond Report
Hydraflow Hydrographs by Intelisolve Thursday, May 1 20D8, 11:41 AM
Pond No. 1
- BMP No.9
Pond Data
Pond storage
is Lased on known contour areas. Average end area method used.
Stage I Storage fable
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0.00
1009.00
9,692
0
0
1.00
1010.00
11,167
10,430
10,430
3.00
1012.00
14,385
25,552
35,982
3.80
1012,80
15,777
12,065
48,046
4.30
1013.30
18,879
8,664
56.71 D
4.80
1013.80
22,275
10,289
66,999
5.00
1D14.00
22,704
4,49E
71,497
7.00
1016.00
27,298
50,002
121,499
9.00
1018.00
32,558
59,855
181,355
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A] [g]
[C] [D]
Rise (in)
= 36.00
0.00
6.00
0.00
Crest Len (ft)
= 24.00 40.00
0.00 0.00
Span (in)
= 36.00
0,00
60.00
0.00
Crest El. (ft)
= 1016.60 1016.50
0.00 0.00
No. Barrels
= 1
0
2
0
Weir Coeff.
= 3.00 3.33
0.00 0.00
Invert El. (ft)
= 1009.00
0.00
1015.00
0.00
Weir Type
= Riser Cipiti
- --
Length (ft)
= 9D.00
0.00
0.00
0.00
Multistage
= Yes No
No No
Slope (%)
= 1.00
OM
0.00
0.00
N-Value
= .013
.013
.013
.013
Orif. Coeff.
= 0.60
0.60
0.60
0,60
Mufti -Stage = nfa No Yes No Ezfiltration = 0.000 inlhr (Contour) Tailwater Elev, = 0.0D ft
NOW CulverifOrifce outflows have been analyzed under inlet and outlet control.
Stage (ft)
10.00
8.00
6.00
4.00
2.00
000
Stage 1 Discharge
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0 DO
13
0.00 30.00 60.00 90.00 120.00 150.00 180,00 210.00 240.00 270.00 300.00 330.OD 360.00
ToW Q Discharge (cfs)

`El
Hydrograph Summary Report
Hyd.
No,
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(auft)
inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
5CS Runoff
32.59
2
148
140,219
—
PreDeveloped Runoff
2
SCS Runoff
57.19
2
146
233,825
-
w----
PostDeveloped Runoff
3
Reservoir
29.76
2
160
194,036
2
1016.52
137,174
BMP No.1
BMPSCS6HRES.gpw
Return Period: 100 Year
Thursday, May 1 2008, 11:41 AM
Hydraflow Hydrographs by Intefisolv+

1s
Hydrograph Plot
Hydrafiiaw Hydrographs by intelisolve Thursday, May 1 200S, 11:41 AhA
Hyd. No. 3
BMP No.1
Hydrograph type = Reservoir Peak discharge = 29.76 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 2 Max. Elevation = 1016.52 ft
Reservoir name = BMP No.1 Max. Storage = 137,174 cuft
Storage indication method used. Wet pond routing start elevation = 1013.30 ft.
Q (Cfs)
60.00
K2111110
K1111I111
10.00
BMP No.1
Hyd. No. 3 -- 100 Yr
Hydrograph Volume = 194,036 tuft
Q (Cfs)
60.00
Wallis]
F� lr
[ONG(
IK111I1]
10.00
0.00 ' _I e—, i r 1 1 1 1 _ i l 11 1 ' 0.00
0.0 0.7 1.3 2.0 2.7 3.3 4.0 4.7 5.3 6.0 6.7 7.3 8.0
Time (hrs)
Hyd No. 3 Hyd No. 2

Q
Pond Report
16
Hydrafiow Hydrographs by lntelisolve
Pond No. 1
- BMP No.1
Pond Data
Fond storage
is based on known contour areas. Average end area method used.
Stage I Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cult)
0,00
1009.00
9,692
0
0
1,00
1 D10.00
11,157
10,43D
10,430
3.0D
1012.00
14,385
25,552
35,982
3.80
1012.80
15,777
12,065
48,046
4.30
1013.30
18,879
8,664
56,710
4.80
1013.80
22,275
10,289
66,999
5.00
1014.00
22,704
4.498
71,497
TOD
1015.00
27,298
50,002
121,499
9.00
1018.00
32,558
59,855
181,355
Culvert 1 Orifice Structures
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
0,00
6,00
0,00
Span (in)
= 36.00
0.00
60.DD
0.00
No. Barrels
= 1
0
2
0
Invert El. (ft)
= 1009.OD
0.00
1015.D0
0.00
Length (ft)
= 90.00
0.00
O.DO
0.00
Slope (%)
= 1.00
O.DO
O,OD
0.00
N-Value
= .013
.013
.013
.013
Orif. Coeff.
= 0.60
0.60
0.60
0,60
Multistage
= nla
No
Yes
No
Thursday, May 1 2008, 11:41 AM
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 24.00
40.00
0.00
0.00
Crest El. (ft)
= 1016.60
1016.50
0.00
0.00
Weir Coeff.
= 3.00
3.33
0.00
0.00
Weir Type
= Riser
Ciplti
---
-
Multi -Stage
= Yes
No
No
No
ExfiItration = 0.000 inlhr (Contour) Tailwater Elev. = 0.00 ft
Note', GulvertJOrlRse outflows have been anair-ed undet inlet and outlet control.
Stage (ft) Stage I Discharge Stage (ft)
1 D.DO
8.00
6.D0
4.00
2.00
000
10.00
8.00
6.00
4.00
2.00
0 OQ
0.00 30.00 6D.00 9D.00 120.00 150.00 180.00 210.00 240.00 270.OD 300.00 330.00 360.00
Total Q Discharge (cfs)

a
PRINCEPAL SPILLWAY DESIGN SUMMARUY
To better assure stone water flow management that the 100 year storm `eater flow was
routed through the riser box (JB 50) and discharged at ground level to prevent the
possibility of dam failure due to eroded embankment from the emergency spillway flow.
The principal spillway design was based on the 3 inch diameter orifice in the riser structure
being block or clogged. No stony water storage volume was available in the pond and the
assumption that the spillway outlets in the top of the junction box were not blocked. In the
event that the 6" x 60" orifices become block and stonn water flow is impeded a typical
emergency spillway section is also provided and designed to convey the 100 year runoff at
a depth to maintain one foot of fi-eeboard between the top of dam and the emergency
spillway flow elevation.

RELEASE RATE SUMMARY
Y
2 yr
10 yr
25 yr
50 yr
100 yr
Predeveloped Flows 3.24 cfs
Pond Release Flows 2.63 cfs
12.32 cfs
9.67 cfs
19.22 cfs
18.12 cfs
25.52 cfs
23.25 cfs
32.59 cfs
29.73 cfs