20050578 Ver 1_More Info Received_20050802

To: Boyd DeVane
Cyndi Karoly
Danny Smith
Re: Pennybyrn at Maryfield
Attached are 6 notebooks with the supplemental
materials you requested regarding Pennybyrn at Maryfield. It
is organized into easy-to-find tabs with an overview.
Also enclosed are 3 set of updated materials to be added
to the large white notebook originally submitted.
If you have any questions, please call any of us night or
day.
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P~~~YB~RIV ~T IVI~R~~~~~®
VariallCe Reljllest fOr Dlstllrbl)l~ a Stl"ealll Bl[, ffe/' ilt the Raltdlentalt
Lake Watershed
Prepared By:
®~~~ F~OORlTZ-BRY~-iVT, P.C.
~~~Q Site Solutions from Concept to Construction

TABLE OF CONTENTS
1-PROJECT OVERVIEW
2 -VARIANCE FROM CITY OF HIGH POINT
» Letter Requesting Variance from Koontz-Bryant, P.C. to City of High Point
» Letter from Pennybyrn to City of High Point stating time requirements
» Letter from Pennybyrn on History of Maryfteld to City of High Point
» Staff Report for Minor and Major Watershed Variance dated August 10, 2005
» Certificate of Meeting Minutes and Meeting Minutes of approving Minor and Major
Watershed Variance by the City of High Point's City Council
3 - U.S. ARMY CORP OF ENGINEERS PERMIT APPLICATION
» Permit to Arny Corp of Engineers from ECS, LTD.
» Public Notice by Anny Corp of Engineers for requested permit
» Letter from Anny Corp of Engineer's that public comment period was closed with
attached comments to be addressed dated August 3, 2005.
» Letter from ECS, LTD. To Army Corp of Engineers addressing comments from
public comment period dated August 9, 2005
» Letter from ECS, LTD, to State Historic Preservation Office stating how their
comments from the public comment period were addressed dated August 9, 2005
» Letter from State Historic Preservation Office approving addressed comments from
the public comment period dated August 22, 2005
4 - N.C. 401 WATER QUALITY CERTIFICATION
» Permit to NCDWQ from ECS, LTD.
» Letter from NCDWQ requesting more information dated August 8, 2005
5 - N.C. WETLANDS RESTORATION PROJECT APPROVALS FOR PAYING INTO
WETLAND RESTORATION PROGRAM
» Approval September 18, 2002
» Approval April 23, 2003
» Approval February 17, 2005
» Approval June 8, 2005
6 - STORMWATER POND DESIGN, ROUTING, PIPE FLOW, AND HYDRAULIC
GRADE LINE CALCULATIONS
7 -NUTRIENT REMOVAL
» Summary of Nutrient Removal
» Phosphorous Removal
» Total Nitrogen Removal

P--oiect Overview
I. Proposed Activity
A. Ilistor
Marytield Nursing Hol))e was founded by the Poor Servants of the Mother of
God, a Catholic Congregation of Sisters, in 1947. The Order itself was founded in 1869
by Frances Taylor, a nurse who served with Florence Nightingale in the Crimean war.
Maryfield has grown into a continuing care retirement community on its 65 acre
campus in east High Point. Approximately 37% of Maryfield's 125 residents are
indiget)t. It is surrounded by residential development to the east and west and has no
place to expand except nortlnvard towards the West Fork of the Deep River, which
supplies the High Point City Lake.
B. Project
The proposed expansion includes 130 new Independent apartments, a new
Community Ccutcr which houses staff and support areas, dining venues, n)ulti-purpose
and activity space and other atnenitics to support an active and safe environment for our
new residents. A chapel and wellness ccntcr arc also part of the Community Center. The
proposed 130 new apartments flank the new community ccntcr to the east and to the west
in two attached buildings. In additiou, the proposed project adds up to 20 new
111depC1ldCilt 1tVing cottage homes ot) t~vo cul-dc-sacs to supplement the existing cottage
housing component on the campus. Future expansion of up to 40 Independent Living
units is also auticipatcd in the overall masterplan.
As an addition to the existing Healthcentcr, a new state of the art Assisted Living
and Memory Support building will include 24 social model assisted living units and 24
writs in two households of 12 each designed to provide a supportive environment for our
residents with memory loss and impairment. This building adds a level of care to the
Pennybyrn can)pus that currently does not exist. With the new Independent Living
component, new Assisted Living, and a renovated Healthcentcr, Pennybyrn will be able
to offer services to seniors with a wide range of needs and abilities.
Major renovations and improvements to the existing hcalthccntcr will also be a
part ofthis project. Pennybyrn at Maryfield is an innovative model for elderly care
patterned after a similar facility in Kansas. The t)cw paradigm eliminates the institutional
feel of a nursing home where all programs and functions are centralized and residents
have little control over their daily routines. In its place, Pennybyrn will use a different
architectural concept that de-institutionalizes the facility to create "households" instead of
"wards" or "wings."
Greensboro 735919.1

Each household will accommodate 18 to 23 residents with private spaces and
home-style furnishings that recreate home life among a smaller and more intimate group
of residents. Traditional centralized services (dining, housekeeping, laundry, etc.) will be
de-centralized. Each household will have its own fully equipped kitchen, various private
spaces, and self=led service teams.
This model also requires a common community center that links the different
households and which is easily accessible by residents in the de-centralized areas.
Tangible results experienced by other facilities moving to this model clearly demonstrate
superior care for elderly residents. Measurable results include substantial decreases in
weight loss, decreases in restraint usage, and decreases in prescribed medications.
Intangible results include observable increased levels of satisfaction and happiness and
decreased frustrations and anxieties among residents.
C. Local Approval of Variance ~'~
The City of High Point City Council considered Maryfield's application for a
major stream buffer variance on August 10, 2005. The comprehensive staff report to the
Council is attached at TaU 3. Also attached are the minutes of the August 15, 2005 City
Council meeting where the variance request was unanimously approved upon the
following findings:
1) Practical difficulty and unnecessary hardship: The design and location
restraints leave little flexibility in the project's placement, thereby
requiring some stream disturbance. Neither the razing of historic
structures or relocation of the entire facility were practical or desirable.
2) The spirit of the ordinance is preserved: Water quality will be
improved through wet ponds designed to capture the first inch of runoff
from existing and proposed impervious surfaces (twice the capture
required); An additional 155,000 sq. ft. of untreated runoff will be treated
under this plan.
3) Public safety and welfare is assured and substantial justice done:
Water quality improvement assures public safety, and there is no evidence
of dangers to public welfare; all factors weighed provides substantial
justice if the buffer disturbances are allowed.
D. Delineation of Boundaries of the Land to he Utilized in Carryin~~ out
the Activity; Location and Dimension of anv Disturbance in the
Riparian Buffers; and the Extent of Riparian Buffers on the Land
Please refer to Exhibit Attachments in Tab 2 that include aerial photo with site
boundary imposed and various site plans showing the location and dimension of
disturbances.
Greensboro 735919.1 7

II. Reasons why this Plait for the Proposed Activity cannot be Practically
Accomplished, Reduced or Recoiifi;ured to better tYIiiiiiuizc or
Eliminate Disturbance to the Riparian Buffers
A. Site challenges
Maryficld's challenges have been many.
o The construction of a facility that is simultaneously de-centralized, yet comiected
by a common core area for certain community functions;
o Expansion on a finite-sized campus with impervious surface restrictions and
streams;
o Minimizing cut and fill on a site with steep slopes;
o Zoning restrictions that prevent upward expansion greater than two floors, thereby
forcing horizontal expansion into environmentally sensitive areas;
o Elderly residents who need clear, uncomplicated building layouts so that location
and destination confusion are minimized;
u Providing parking areas in the front of the buildings to reduce walking distances
for elderly residents;
o Avoiding parking areas in the lower-lying areas which would necessitate steps or
sloped walkways; and
u Watershed buffers.
The one factor that has been most difficult for Maryfield's architects and
engineers has been the stream feature running south to north through the center of the
property. They have been able to avoid disturbance of the lower 100 feet of the perennial
stream section; however, the only area of adequate space for the east wing is on land east
Of the 3tI'Calll.
Halting construction west of the stream and picking it up 100 feet beyond on the
eastern side of the buffer would have eliminated residential access to the common areas.
T111S 1S IlOt all Opt10I1. Additionally, Swinging the eastertl wing SOUt}1Ward aIld t0 the wCSt
of the stream would be impractical, if not impossible, for the following reasons: (1)
rotation would not leave enough room for the access road to the loading area as the
building would be too close to the corner of the Assisted Living building now proposed;
(2) rotation creates a "maze" effect with directional turns and a layout that would easily
become confusing to some residents; (3) rotation would create a compact institutional
design that would conflict with Pennybyrn's core theory of providing de-centralized
housing units; and (4) rotation would place it in an area reserved for needed future
expansion.
Grccnsburo 735919.1

The only other location on this site that could support a portion of this facility is
where there are six properties that are either listed on the National Register, or that arc
National Register-eligible.
The only areas of the stream buffer disturbed were those portions minimally
necessary for the building's crossing and for liont lot parking to meet building code
criteria.
Finally, Maryteld has received approval for payment into the NC Ecosystem
Enhancement Program fund on a 1:1.5 basis. See letter from ECS, Ltd, Tab 4 and
attaclunents, and letter from NC EEP Tab 5.
III. Best Management Practices to be used to Control Impacts Associated
with the Proposed Activity
The project includes two wet detention ponds that will treat runoff from six acres
of existing, non-treated impervious surface areas as well as all planned impervious areas.
Presently, all first flush suspended solids and other contaminants arc transported without
treatment to City Lake. The ponds will be designed to treat twice the required runoff (first
inch as opposed to the first half=inch). Sce Koontz-Bryant letter requesting variance in
Tab 2 and attached site plans.
Supplementing the two wet detention ponds will be substantially increased buffers
between the project and the West Fork of the Deep River. The required buffer is a fifty
foot non-disturbed buffer that will be replaced with approximately 3 acres (cumulative)
of additional buffer. See Figure 1 in Tab 2. Note: Additional buffer area to the cast and
west ofthe added buffer indicated will also be left.
Please refer to Tab 5 for stonnwater pond design, routing, pipe flow and hydraulic
grade line calculations and to Tab 6 for phosphorous removal calculations. Sce also each
of the four attached drawings showing pond construction details at the end of Tab 6.
IV. Practical Difficulties or Unnecessary I-Iardships that Prevent
Compliance with the Strict Letter of the Riparian Buffer Protection
Requirements (1_5A NCAC 2Q .0233(9)(a)(i))
Tlic practical difficulties and unnecessary hardships arc listed in section II above.
Marytield has owned this campus since 1947. It has no room for expansion other
than on the land it owns. Smaller scale expansions don't provide sufficient financial cash
flow to cover expansion costs. Therefore, if "break even" expansion is not allowed, little
or no use can be made of these many acres. Sec also City of High Point staff analysis and
letter from Koontz Bryant in Tab ?.
Greensboro 735919.1 c}

V. The Variance is in IIarmouv with the General Purpose and Intent of
the State's Riparian Buffer Protection Requirements and Preserves its
Spirit (1SA NCAC 2B .0233(9)(a)(ii)
The state riparian buffer requirements were adopted to protect water quality,
especially water quality in the state's water supply watersheds. The buffer variance is
harmonious with the purpose and spirit of the requirements primarily because it more
than replaces the stream buffer along this stream with additional, not required, riparian
buffers between the project and the West Fork of the Deep River. Additionally, by
constructing water quality ponds that capture and treat impervious surface areas that
previously were untreated, overall water quality actually will be improved. Sec Koontz-
Bryant calculation summaries in Tab 2
D. In Granting the Variance, the Public Safety and Welfare have bccn
Assured, Water Quality has been Protected, and Substantial .Iustice
has been done (ISA NCAC 2Q .0233(9)(a)(iii))
The best yardstick for public safety and welfare under these rules is the level of
protection of water quality which has bccn addressed in the previous sections of this
application. Issues regarding wildlife habitat and historic property protection have been
addressed in the Permit to the Arny Corps of Engineers in Tab 3.
"I~he "substantial justice" issue provides an opportunity to look at the larger social
costs or public losses in the context of what is gained by protection of this section of
stream buffers. As has previously been described, this is an unusually small drainage
basin (18.5 acres) of which only 6 acres passes through the stream buffers. The filtration
of these 6 acres is more than replicated with water quality ponds and the additional
buffers created between the West Fork of the Deep River and the project.
Maryfield has a strong and unblemished record of caring for the elderly in this
community, including many who are indigent. Its mission should continue and expand,
benefiting hundreds more older men and women each year. Therefore, in the balancing
of the social and environmental benefits and losses, the issue of "social justice" can Ue
easily answered. If Maryfield is allowed to disturb stream buffers for this project, water
quality will be enhanced and it can provide expanded and greater service to older
citizens. Disallowing the buffer disturbance means, in total, a lower Icvel of water
protection and a great loss of elder care to this community.
Greensboro 735919.1

~~-~-~' KOONTZ-BRYANT, P.C.
~~~ Engineers • Surveyors • Planners • Scientists
.August 2, 2005
Y1ark Schroeder
City of High Point Department of Planning and Development
X11 South Hamilton Street
}filth Point, NC 27261
Re: Variance to Standard Restrictions of Chapter 7, Article A: Watershed Protection Overlay
Districts for Pennybyrn at Maryfield.
Mr. Schroeder,
1Ve are requesting a major variance of Chapter 7, Section 6.d.1 pertaining to stream buffers.
Variance A is to disturb the 50' buffer along both sides of the stream. We arc also requesting a
minor variance of Chapter 7, Section 4.e.1 and Chapter 7, Section 4.c.2. Variance B for Chapter
7, Section 4.c.1 is to disturb slopes equal or greater than 15% lying adjacent to natural drainage
ways, intermittent streams, perennial streams and wetlands.
A. The variance to Chapter 7, Section 6.d.1, which is to disturb buffers along perennial
and intermittent streams in the Randleman Lake watershed is requested due to site
constraints and limitations. The attached figure number 1 depicts the site layout and
stream buffers with the impacted area highlighted. We are proposing to impact
63,049 square feet of buffer area. The variance shall be addressed in the categories
required in Chapter 9, Section 9.g as follows:
1) It is first important to understand that Maryfield has owned and operated
on this property since 1947. They have expanded their care over the years with
several expansions. In the summer of 2001 Maryfield, in support of the
communities needs to provide housing for our elderly population, applied for a
zoning change to expand their existing campus. Maryfield believes that by
providing a continuing care facility, which consists of offering independent living,
assisted living and skilled nursing care all at one location, creates a practical
solution to the housing needs for our elderly population. High Point's City
Council heard and approved the zoning change and conditional use pernit to
expand the Maryfield Campus and the services they could provided in December
of 2001. The approved zoning change and conditional use pernits are based on
master plan submitted by Maryfield's consultant. The master plan shows the
development of the campus by depicting the location of buildings, building
heights, services per building, density of services provided, etc.
During the development stages of the master plan, meetings with the City Staff
resulted in Buffers along the Perennial Stream located on the Western Side of the
site. Other meetings were held in 2001 with the Arny Corp of Engineers and
DWQ who walked the site to indicate areas under their jurisdiction that il~
developed would require permitting though the Arny Corp of Engineers.
6909 International Drive o Suite 100 v Greensboro, NC 27409 0 [phone] v Fax [phone]

Page 2
Pennybyrn at Maryfield Variance Rcqucst
The Architects, Engineers and Owner believed that all major issues with
developing the proposed mater plan were addressed. The owner then pursued the
sales of the assisted and independent living spaces until 70 percent were sold. At
that point, the designers completed both site and building designs for submittal to
the proper authorities. It was at this time that we tiled a permit with the Army
Corp of Engineers for all jurisdictional areas that we are disturbing. During the
permit review NCDENR stated that a drainage channel on the site was considered
to be a regulated stream.
This resulted in the master plan disturbing a stream and stream buffer in the City
Lake Watershed as shown in figure 1. Even though NCDENR walked the site in
2001 with the Army Corp of Engineer's, they did not officially classify the
channel until July of 2005 as part of the permitting process. This is why we are
now requesting a variance from the City of High Point.
The approved zoning in 2001 provided for a development density on the site that,
if the stream and stream buffers were now honored, could not be achieved on the
existing Maryfield Campus. Abandoning the existing facilities and starting over
at another location to achieve the desired density of services would be an
unnecessary hardship to Maryfield, the residents at Maryfield and the community.
2) The details of the variance are as follows. The stream we are proposing to
disturb has a drainage basin of approximately eighteen and a half (18.50) acres.
Of this area, only approximately six (6) acres passes through the stream buffer.
The remaining area in the basin enters into defined drainage channels that then
drain into the stream. There is approximately two point three (2.3) acres of
impervious area in the drainage basin; however, none of the impervious area
passes through the stream buffers because it is already in a drainage channel when
it reaches the stream as shown in Figure 2.
We are proposing to address both the quantity and quality of runoff from the site
by treating 377,102 SF of the 480,297 SF proposed impervious area; in addition
to, treating 258,556 SF of existing impervious area that we are not required to
treat as shown on Figure 3. A majority of the exiting impervious area is piped to
within three hundred ten (310) feet of the lake before entering a drainage channel
leading to City Lake. We believe that very little treatment is achieved if any
within the existing 310 foot long channel.
We think that the combination of treating both proposed and existing impervious
areas provides for better water quality entering City Lakc than the existing
conditions stream and stream buffer provide. This is because the exiting buffer
treats runoff from only the surrounding wooded area and a majority of existing
impervious areas are routed through pipes and diversion ditches to City Lake.
Currently during a storm event, all first flush suspended solids, oil, etc. is
transported to City Lake. We are proposing to treat the first flush suspended
6909 International Drive a Suite 100 o Greensboro, NC 27409 0 [phone] o Fax [phone]

Page 3
Penllybyrn at Maryfield Variance Request
solids, oil, etc. and control the flow up to a 10 year rain event. The treatment of
the first flush one (1) inch of runoff exceeds the required first flush half (1/2) inch
of runoff from the City of High Point's Ordnance for new impervious areas.
3) We would have preferred to have the ilifol-Ination about the stream in 2001
so that we could have addressed all these issues during final design. We therefore
believe that the proposed treatment of existing and proposed impervious areas as a
concession not only meets the intent of the ordinance to protect water supplies but
exceeds it. This is achieved by using stormvater management structures to
remove 85% of the total suspended solids and controlling the flow, which is
currently not being achieved for the existing 258,556 SF of existing impervious
area. We are also proposing to expand the required buffer areas around City Lake
adjacent to the proposed expansion area. We propose the expand the buffer by
utilizing existing vegetation in areas not disturbed and plantings of naturally
occurring trees, shrubs, etc. within disturbed areas. The entire proposed buffer is
shown in Figure 1. The sections of existing vegetation are on the submitted
landscape plans and site development plans.
B. The variance for Chapter 7, Section 4.e.1, which is to disturb slopes equal or greater
than 15% lying adjacent to natural drainage ways, intermittent streams, perennial
streams and wetlands is being requested due to site constraints and limitations. The
attached figure number 2 depicts the site layout and highlights I S% slopes to be
disturbed. The variance shall be addressed in the categories required in Chapter 9,
Section 9.f as follows:
1) The practical difficulties which contribute to this request are the site
constraints. The site drains naturally to the Northeast, Northwest and West with a
majority of the proposed and existing drainage going to the Northwest.
Therefore, we are proposing a wet detention pond on the Northwest side of the
site to address stornwater runoff from the existing impervious area, as well as,
the proposed impervious area that drains in that direction. The logical place to
locate the wet pond is in the draw where existing runoff is currently directed via
pipes and drainage channels. This location does require the disturbing areas of
15% slopes. However, a majority of runoff from existing impervious areas is
routed through storni pipes and diversion ditches, which does not get treated by
the existing buffers.
We arc also proposing to add other alternate measures on the northeast side of the
site to handle 80% of the proposed impervious areas draining that direction. Once
again, the constraints on the Northeast side lead to the disturbing of 15% slopes
for installation of buildings, parking lots and alternative measures to treat runoff
as shown on Figure 4. CuI-rently, no impervious area is treated by the existing
slope buffers on the Northeast Side.
6909 International Drive o Suite 100 o Greensboro, NC 27409 a [phone] v Fax [phone]

Page 4
Pennybyrn at Maryfield Variance Request
2) The details of the variance are as follows. The stonnwater requirements
for this site, which is in the City Lake Watershed Tiers 2 and 3 are Alternative
Measures since we are under twenty-four (24) percent built upon area. These
measures include extended dry pond, infiltration Trench, Natural Infiltration Area,
participation in a public or private regional runoff control program or any BMP
approved by the Enforcement Officer.
We arc constructing a wet detention pond on the northwest portion of the site to
treat not only the water quantity but water quality given our proximity to City
Lake. The wet pond also treats 258,556 SF of existing impervious area, which is
currently not flowing through any buffers. We are treating a minimum of 80% of
the proposed impervious area in the northeast portion of the site as shown on
Figure 3. Therefore, the request to disturb 15% slopes and use constructed
stonnwater treatment measures not only meets the llltcIlt of the ordinance but
exceeds that intent by providing additional treatment of storm water runoff from
impervious areas. This is accomplished by treating the first flush one (1) inch of
runoff, which exceeds the required first flush half (1/2) inch of runoff from the
City of High Point's Ordnance for new impervious areas.
3) The construction of stonnwater treatment measures instead of natural
buffers provides an equal or better water quality than the existing buffers. In this
case, we are proposing 480,104 SF of new impervious area while treating with
constructed stonnwater treatment measures 635,658 SF of impervious area.
258,556 SF of the 635,658 SF is currently existing impervious area, which
through pipes and division ditches does not pass through the buffers before
entering City Lake.
We understand that the material presented is on the very technical side of the ordnance in terlns
of Watershed Protection. We also believe that we acted within the ordnance when we submitted
the project layout in December of 2001 for review and approval of a conditional use perlnit. The
variances if granted shall allow the development of a first class independent living community in
High Point on property owned by Pennybyrn at Maryfield since 1947.
Your time on this matter is appreciated,
KOONTZ-BRYANT, P.C.
Monte J. Moresc Ii
6909 International Drive o Suite 100 v Greensboro, NC 27409 v [phone] o Fax [phone]

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~® __ a` Al A R Y F I E L D
A Continuing Care Retirement Community
July 14, 2005
Mr. G. Lee Burnette, AICP
Director of Planning
City of High Point
?.O. Box 230
High Point, NC 27261
Dear Lee:
Thank you for your time in meeting with us and Mayor Becky Smothers on such short
notice on Monday. We appreciate very much all of the assistance your department leas
given Maryfield over the years and especially all the current effort your Department is
undertaking to aid us in securing a buffer variance from the North Carolina
Environmental Management Commission.
As we discussed, we have come to a stage in our projr;ct where the timing of ~ arra~~ce
approval is critical It is urgent that we receive all of the necessary approvals as it ~ilfects
our project in the following ways:
• We are rapidly moving toward the date of our tax-free exempt bond financing for
the Pennybyrn at Maryfield project aril have several million dollars invested rn
the project at this point in time. It is critical that our request be placed on the
September 8`h agenda for the NC Environmental Management Commission as we
have planned for our bond issue to go before the Local Government Commission
in September (er October at the latestl.
• Due to the nature of the bond market, it is more desrrable from a financral
standpoint to offer the sale of our bonds in the early 4`h Quarter of 200> rather
than later.
• `~'e arc relying on bond proceeds to repay a line of credit that is coming due.
• The general contractor for our project is in the final stages of securing gu;rranteed
maximum prices bids from subcontractors. These bids remain valid a limited
time period. Should these bids be allowed (o expire, there rs the potential of even
greater delays and increased costs.
• From a marketing standpoint, approximately 150 residents are currently louking
forward to the start of construction of their new home. If this project is postponed
at this stage, some of these future High Point residents may lose confidence in our
effort and this could result in a loss of sales for Pennyby~nr at Maryfield. The
1.866.MARYFIELD . v~vw.meryfieldliving.arg
1315 Greensboro Road Nigh Point, North Caro'ina 27260 phone [phone] fax [phone]

;t1r G Lee Burnelre
July l4, 1005
Page 2
market in High Point for such retirement cottages and homes is tight and we
cannot afford to lose those who have invested in our expansion.
We hope to get as much of the site work done before the upcoming winter
months. As you are aware, construction can easily be delayed due to winter
weather conditions,
Again, as we discussed, a delay at this juncture has a tremendous negative impact on the
entire project and will result insubstantial challenges far us to maintain adequate funding
and customer support.
We appreciate all the assistance the City of High Point can possibly extend to us in order
to get our issue brought before the Environmental Management Commission meeting
scheduled for September 8'h. We will make ourselves available to }~ou at any time in
order to expedite this matter. Thank you again for all of your assistance.
Sincerely,
.~% ,i
~~~ ~ ~
Richard W. Newman
President

'~ M A R Y F I E L D
~~ A Continuing Care Retirement Community
August 15, 2005
The Honorable Rebecca Smothers
Mayor of High Point
1843 Country Club Drive
High Point, NC, 27262
Dear Mayor Smothers:
For many years b4aryfield, Inc. has existed as Maryfield Nursing Home with a reputation for
excellence in care in the High Point community and throughout the state. We began serving the
High Point Community in 1947 as a nursing home. Over the years we continued to expand and
have always been blessed by a close relationship with the community and with the City of High
Point. In 1979, Maryfield became a continuing care retirement community (CCRC) and
constructed 29 independent living cottages.
In December of 2001, after much analysis, prayer, and planning, we requested and the High Point
City Council approved a request to rezone our property to a conditional use planned unit
development. ~Ve have been working since that time to make the vision for our retirement
community a reality and have invested several million dollars in the project at this time.
Maryfield is currently in the final stages of securing approvals for expansion of its existing
operations on its current campus, to include approximately 131 additional independent living
apartments, eighteen (18) independent living cottages and the conversion of the sales and
marketing cottage and existing club house into two (2) additional independent living cottages,
twenty-four (24) assisted living units, and riventy-four (24) assisted living memory support beds.
Tlie Project includes a major reconfiguration and renovation of the Health Center which will
complete a shift from a traditional centralized, institutional model of care to a decentralized,
home based model of care. The current four resident wings, with centralized kitchen, dining and
activities space, will be transformed into six households with 18 to 22 residents each. The
households will each have a kitchen, living room, dining room and outdoor patio and have easy
access to a town square which will offer a beauty shop, an exercise room, a therapy room, a
small cafe, a play area for children, a private dining room and other amenities. This
decentralized, home-based model will give the residents greater control over their lives, foster a
deeper level of community, and provide staff and families many more opportunities for
meaningful interaction with residents.
1.8fifi.MARYFIELD . www.maryfeldliving.arg
1315 Greensboro Road High Pomt, North Carol,na 27260 phone [phone] fax [phone]

Lelterlo The Honoreble Rebecca Snrothcrs
GtyCourtcd dfccttng
Augus115,1005
Page 1
'>':, ~_
We are now ready after the many years of planning and marketing to move forward with the
construction and financing. We are planning to seek approval to move forward with our tax exempt
bond issue at the October Local Government Commission meeting.
Upon completion of t}ris project, Pennybym at Maryfield will be a continuing care retirement
community recognized for quality services on the full continuum in the aging process. We will
continue to achieve the highest level of care and excellence as a nursing home and eve are excited
about the significant undertaking that is included in the project to create households and home
within Maryfield Nursing Home.
The completion of the CCRC repositioning provides the necessary degree of financial stability and
security that is needed to sustain the mission of Maryfield and to see it grow.
Pennybym at Maryfield is excited about continuing to serve the High Point community seniors and
those throughout the Triad of North Carolina.
On behalf of our Board and the Sisters we thank you for all your support over the years and the
support of the City of High Point staff. Thank you.
Sincerely,
r,
Sr. Lucy Hennessy, SMG
Chief Executive Officer
m

CI'T'Y OF HIGH POINT
DEPARTMENT OF PLANNING AND DEVELOPMENT
STAFr REPORT (Case # WSVOS-OS)
MINOR & MAJOR WATERSHED VARIANCE
Aubust 10, 2005
Applicant: Owner:
Pennybyrn at Maryfield Maryfield, Incorporated
Request: Develop a new community commons and wellness center on the Pennybyrn
at Maryfield campus within Tier 3 of the City Hollow Lake Watershed Critical Area
(WCA).
It'Iittor Watcrshcd Variance - A minor watershed variance is being requested for
proposed disturbance of existing steep slopes (slopes of 15% and greater). Protection
of steep slopes within a watershed critical area (WCA) is a local requirement;
therefore, the variance request is classified as a minor (not requiring Environmental
Management Commission approval).
1\~lajor Watcrshcd Variance - A major watershed variance is being requested for
proposed disturbance of an existing intermittent and perennial stream buffer as
classified by the Department of Natural Resources Division of Water Quality. The
buffer disturbance exceeds 5% of the stream; therefore, local and state (Environmental
Management Commission) review is required.
- ~ ._
Location 1315 Greensboro Road (Northwest corner of
Greensboro Road and Penny Road). Guilford
County Tax Parcel 61-1-3, et al
Site Acrcabe Approximately 70.19 acres
Current Land Use Nursing Home and Congregate Care
Land Use Plan Desibnation Institutional and Low Density
Residential
Overlay Districts High Point City Lake Watershed Critical Area
(WCA) -Tiers 3 & 4
_ -
Street Name Classification A roxintate Fronta~=c
Greensboro Road Major Thoroughfare 275 ft.
Penny Road Major Thoroughfare 1,105 1t.

INTRODUCTION AND BALI{GROUND
Pennybyrn at Maryticld bas operated as a senior care facility on the property since 1947.
Several structures on the property arc protected historic structures, which adds to the
character and charm of the retirement conununity. Since ?001 the property owners have
pursued an ambitious expansion plan to meet the needs of the region's growing elderly
population.
The site is currently developed with a nursing home, congregate care facility, and single-
familyunits (cottages). The development is clustered to the southern and western portions of
the site. Tlic topography of the site falls generally in a south to north direction towards the
West Fork of the Decp River. The nortllel-li half of the property is heavily wooded and
contains the steep slopes and classified stream that are the subject of these variances.
1\~IINOR WATIJRSHCD VARIANCC
Section 9-7-4(e) of High Point's Watershed Protection Overlay Districts protects steep slopes
(slopes equal to or greater than 15%) within a watershed critical area (WCA). As illustrated
on Figure 4, the applicant is proposing to disturb 3 separate areas containing existing slopes
equal to or greater than 15%. On of these areas is located along the classified stream that is
the subject of the major watershed variance request. Approval of the minor variance for this
area would be a prerequisite for approval of the major variance.
Required rindiubs of fact
To approve disturbance of these slopes a minor variance to the standards and restrictions of
Chapter 7, Article A (Watershed Protection Overlay Districts) of the City Development
Ordinance is required. City Council is required to make the following findings of fact: 1)
T}icrc arc practical difficulties or unnecessary hardships that would result trou) carrying out
the strict letter of the Ordinance; 2) The spirit of the Ordinance is preserved; 3) Public safety
and welfare is assured and does substantial justice.
To address these requirements the applicant's submittal states the following conclusions. 1)
The proposed location of water quality pond maximizes the water quality protection for the
site while allowing existing development to remain undisturbed (sec Attachn)cnt I -Section
Q.1) of the applicant's response). ?) Water quality is not degraded down stream as a result of
the steep slope disturbance because impel-vious surface area I-unoff is not currently directed
through the steep slope areas. (See Attachment I -Section B.2)). 3) Public safety and
welfare is assured and substantial justice is accomplished by the achieving greater water
quality protection.
Analysis
BaSCd On t})C CYISt1Ilg SCI"ViCCS OffCI'Cd OIl tI1C CAl])pUS, the desire to offer a more
comprehensive senior care facility, and the existing site layout, it appears to staff that there
arc no practical alternatives to the proposcci expansion to accommodate approximately 47

single tamily units, 133 independent living aparhnents, 83 units of assisted living, a
community commons and wellness center, and other supportive uses. In an effort to mitigate
and assure improved water quality as a result of the proposed expansion a wet retention pond
is proposed in the westernmost steep slope area. The proposed pond location is at the
discharge location of existing storm drainage pipes. The location also enables the size of the
pond to be designed to capture and treat the first inch of stormwater runoff instead of the
required first half inch.
The spirit and intent of the Environmental Regulations outlined in Chapter 7, Article A of the
High Point Development Ordinance is to protect water quality. The applicant cites the lack
of water quality treatment provided by the steep slopes by demonstrating that very little
impervious surface area runoff travels through the steep slope areas. Additional treatment of
impervious surface area is provided for areas that would not otllcltivisc require treatment.
This is illustrated in Figure 3. In effect, the proposal is treating 155,361 square feet of
impervious surface area above what is required by the ordinance and treating the first 1-inch
of runoff instead of the required first half inch (Sec Attachment I -Section A.2) &. 3) from
the applicant's request).
See the Watershed Review Committee recommendation at the end of the staff report.
1\IAJOR ~VATERSfIED VARIANCE
Maryficld, Incorporated is requesting a major watershed variance for elimination of an
intermittent and perennial stream buffer. As illustrated on Figure 1 (sec attached)
approximately 500 linear feet of classified stream and associated buffer would be disturbed.
Although approximately 300 feet of the stream is classified as intermittent, with the
remaining 200 feet being perennial, the required stream buffer width for both segments is 50
feet since the proposed development is classified as "low density" (less than 24% built upon
area).
The proposed expansion of the Pennybyrn at Maryficld campus includes the addition of
ll7dCpe1ldCilt I1VIIlg apart111CI1tS, COlnlllunlty CO1111nonS, and wellness center. The proposed
expansion and associated parking results in the disturbance of 63,049 square feet of
intermittent and perennial stream buffer area along 500 linear feet of classified stream. In
order to construct the proposed expansion, the applicant proposes to remove the stream and
eliminate the buffer. The contributing runoff and existing springs at the headwaters of the
stream arc proposed to be piped and released in a drainage channel to the east of the proposed
constl-uction. Removal of the 50-foot wide (established from top of bank) undisturbed
riparian stream buffer requires the approval by the High Point City Council and the Water
Quality Committee of the Environmental Management Commission (EMC).
The stream proposed for disturbance has a drainage basin of 18.50 acres, of which,
approximately 17.25 acres is on the development site. Of this area, approximately 2.3 acres
is impervious. None of the stornwatcr runoff froul the impervious surface area (ISA) passes
through the stream buffers because the runoff is already concentrated within drainage
channels when it reaches the stream buffer (See Figure 2). Another significant contributor to

the classified stream is the existence of two springs identified as the beginning of the
® classified stream. The stream then continues north approximately 500 feet and crosses a
recently constructed sanitary sewer outfall (this resulted in the disturbance of approximately
30 linear feet of stream. The stream then immediately discharges into a protected wetland
(identified as waters of the State) on the southern bank of the West Fork of the Deep River (a
perennial stream), which, along with the East Fork of the Deep River, feeds the City Lakc
water supply.
The applicant is proposing to restrict disturbance and limit the impervious surface area north
of a pedestrian walkway between the proposed facility and the West Fork of the Deep River.
The vegetated area, of which greater than 50%~ will Uc undisturbed, will contain
approximately 82,000 square feet in area between the existing sanitary sewer outfall easement
and the ln•oposed facility (See Figure 1). This area exceeds the approximately 63,000 square
feet of riparian buffer disturbance.
Required rindinf;s of Fact
To approve a major or minor variance to tllc standards and restrictions of Chapter 7, Article
A (Watershed Protection Overlay Districts) of the City Development Ordinance, City Council
is required to make tlic following findings of fact: 1) There are practical difficulties or
unnecessary hardships that would result from carrying out the strict letter of the Ordinance; 2)
The spirit of the Ordinance is preserved; 3) Public safety and welfare is assured and does
substantial justice.
To address these requirements tlic applicant's submittal states the following conclusions. 1)
The proposed expansion location is the most feasible location based on the existing campus
layout and the desire to expand the senior care facilities on their existing property (see Figure
3). Maryfield, Inc. has owned the property since 197 and has been pursuing expansion since
the summer of 2001 (sec Attachment I -Section A.1) of the applicant's report). 2) Water
quality is not degraded down stream as a result of the stream disturbance. (See Attachment I
- Section A.2)). 3) Public safety and welfare is assured and substantial justice is
accomplished by the applicant's mitigation measures.
Analysis
Based on the existing services offered on the campus, the desire to offer a more
comprehensive senior care facility, and the existing site layout, it appears to staff that there
are no practical alternatives to the proposed expansion to accommodate approximately 47
single family units, 133 independent living apartments, 33 units of assisted living, a
community commons and wellness center, and other supportive uses. The design and
location of the large community commons and wellness center leaves little flexibility in its
placement resulting in the sh•cam buffer disturbance. In addition, the razing of other
structures, particularly those with historic value, to accommodate a relocation of the
community commons and wellness center, is neither feasible nor desirable. Relocating the
facility to another site altogether or limiting the amount of services provided on this site
would be not be practical alld WOUId riot pt'OVIdC a marketable level of senior care service.

To acconunodate the desired future services expansion to the north is the only feasible
location.
As with the minor variance, the spirit and intent of the Environmental Regulations outlined in
Chapter 7, Article A of the High Point Development Ordinance is to protect water quality.
The applicant cites the lack of water quality treatment the stream buffer provides by
demonstrating that no existing impervious surface area runoff passes through the stream
buffer. As with the minor variance, the applicant also proposes providing additional
treatment of impervious surface area that would not otherwise require treatment. This is
illustrated in Figure 3. In effect, the proposal is treating 155,361 square feet of impervious
surface area above what is required by the ordinance and treating the first 1-inch of runoff
instead of the required first half inch (Sec Attachment I -Section A.2) & 3) from the
applicant's request).
~VATERSHCD RCVIEW COIV~I111ITTCC RCCOIVIMENDATION
1~hc Cily's Watershed Review Committee (WRC) bas reviewed the proposal The WRC
supports the arguments and evidence presented by the applicant to allow the removal of the
stream buffers for a length of 500 feet to the existing sanitary sewer outfall easement. hl
addition, the WRC supports the similar and related arguments to disturb some steep slope
areas.
Staffs findings are based on the belief that by providing water quality treatment in excess of
what is required by providing: 1) A wet retention pond design that treats the first inch of
stornlwater runoff (an additional halt=inch above what is required) from existing and
proposed impervious surface areas; and 2) Approximately 155,000 additional square feet of
impervious surface area runoff is proposed to be treated that would, under the current
ordinance, not be required for treatment. Staff also finds that the applicant has sufftciently
demonstrated the limited water quality treatment that the existing steep slopes and stream
buffer provides. That through quality design and mitigation, the water quality leaving the site
would be improved by allowing the proposed development.
Staff approval is subject to the following conditions:
Approval contingent upon the issuance of the applicable 404/401 permits.
Staff must approve a planting plan for the proposed buffer area and the additional stream.
buffer restrictions must be approved and recorded in the Guilford County Register of
Deeds Office.
3. Revise the watershed development plan prior to construction.
Attachments: Location Map
Watershed Ticr Map
Applicant's Variance Request and Findings of Fact
Figures 1-4 (111ustl"at1011 SUppol"tlllg the F1I1(1111gS of Fact)
File: y:AU~cA~~~trshe~\~~ari:uucs\~~~s~~05-OS\stafli~cport~~~sv05-OS.doc

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NORTH CAROLINA') INTERNATIONAL CITI''
STATE OF NORTH CAROLINA
GUILFORD COUNTY
CF,RT[FICATION
I, LISA Q. VIF,RLING, Clerk of the City of High Point, North Carolina, do hereby certify that
the foregoing draft of the minutes of a meeting held by the High Point City Council on Monday, August
15, 2005 at 4:45 p.m. is a true and accurate of the action taken at this meeting regarding a Minor and
Major Watershed Variance as requested by Maryfield, Inc. The minutes will not be considered as
"Official" minutes until such time they are approved by the High Point City Council. Approval is
anticipated by High Point City Council around September 6`h.
WITNESS my hand and the Corporate Seal of the City of High Point, the 18`h day of August, 2005.
[, Da~~m J. Davis, a Notary Public of said County and State, do hereby certify that
LISA B. VIERLING is known to me as City Clerk of the City of High Point; that she personally
appeared before me this date; and, upon authority duly given and as an act of said City, issued and
executed the foregoing Certification.
WITNESS my hand and official Notarial Seal, this 18`h day of August, 2005.
/~ , /
-- ~X ~~ti~ v ~ ~~LU~
.. Notary Public
..~ .._. _., ~ .. ,;. y~ ,~~
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Commission Expires: 08/19/08

Draft- not yet approved by Council. Will be submitted for approval olI 9l6/O5.
HIGH POINT CITY COU\'CIL MUNICIPAL OFFICE BUILDING
MEETING 1IINUTES
August 15 2005 4:4515:30 P.1~1.
ROLL, CALL, PRAYF,R, PI,EDGF, OF ALLEGIANCE
Upon call of the roll, ; A1a}~or Rebecca R. Smothers, Ala}'or Pro Tent Latimer d. Alexander,
IV anc! Council Afemhers {i'~Jliam S. Bencini, Jr.; John Faircloth; Bernita Sims, Af.
Christopher {Vhitley and Ronald B. Itillkins x'ere present
Council AlemberJohn 1: Linton bras absent.
Note: {{yard G is ti~acant due to the resignanon of Oxen Strickland effectii'e 8/1/05.
Note: Council Afember Ron IVilkins ti+~as not present jor all matters on the Agenda. Proper
notation tt~ill be recorded under tJre specific matters.
Ma}'or Pro Tent Alexander offered the inrocation; the Pledge of Allegiance follotred.
PRESENTATION OF ITEMS
F1NA1, ACTION TAKF,N ON THE PRECF,DING MATTERS AT TNIS_111F,ETING
At the conclusion of the Conunittee of the {l7:ole Session, with all items placed on Thursday's
Agenda tirith a favorable recomtneltdahon, a motion„'as made by Council ;1lember Bill Bencini,
seconded by' Council liember Chris Whitley to suspend the rule relative to placing all items on
Thursday's Agenda, to take official action at this meeting. The motion carried unanimously. (1-0
vote) Council Member Linton ryas absent and vacancy in Ward 6.
Dlotion was then made by Council Aiember Bernita Sims, seconded by Alayor Pro Tem Alexander
that all Committee recommendations made at this meeting stand as official action, and the regular
meeting scheduled forThursday morning be cancelled. The motion carried unanimoush'. (7-O vote).
Council Member Linton „•as absent and vacancy in Nard 6.
FINANCE COMMITTEE - Council 114ember ~'Vltitley, Chair
(,911 members were present except Linton)
050226 Resolution - Bid No. 03 -Truck Crane for Electric Department
Council is requested to adopt a resolution a+varding contract for Btd No. 03 to purchase a
truck crane to be used by the Electric Department to set transformers and underground
electric work. Purchasing and Fleet Services recommends that contract be awarded to
Piedmont Ford Truck in the amount of ~20~,667.00 which is the lowest responsible and
responsive bidder mcetmg specifications.
® Thts i'ehrcle rs to be used hr tine Electric Department for setting transformers and
underground elcctrrc work and is a replacement, upgrade. The tneck being replaced is too
small mtd unsafe.

High Pmnt Qty Council htcchng h1inutes August I5, 2005
® A motion was made by Council Diember Faircloth, seconded by Council Member Sims, that this
matter be adopted. The motion carried by the following 6-0 Vote:
Votes: Aye: D1a}'or Smothers, Council Diember Alexander, Council Diember Faircloth, Council Diember
Sims, Council Member Bencini and Council Diember Whitley
Absent: Council Diember R'ilkins and Council Diember Linton
Resolution No.1014115-76 Introduced 08115/05
Adopted 08115/OS
Resolution Book Volume }tIV, Page 186
Exhibit Book Volume VI, Page 32
PLANNING & DEVELOPMENT COMMITTEE -Council Member Bencini, Chair
(AII members were present)
060232 Resolution of Intent -Annexation - Hicksw'ond Road- Lnnpaker
Approval of a Resolutton of Intent that establishes a public hearing date of September 6,
2005 to consider a voluntary contiguous annexation of approximately 3.34 acres located on
the west side of f {icksw'ood Road approxtmatcly 600 feet south of ~V111ard Road, pursuant to
pctttton submtttcd by John H. Longaker.
The Committee reconunended this matter be placed on Thursday's Agenda with a favorable
® recommendalron for adoptrwt.
A motion was made by Council Member Bencini, seconded by Council Diember Sims, that this
matter be adopted. The motion carried by the following 6-0 cote:
Votes: Aye: Dfayor Smothers, Council Diember Alexander, Council Diember Faircloth, Council Diember
Sims, Council Iiember Bencini and Council Diember Whitley
Absent: Council .Member R'ilkins and Council Diember Linton
Resolution No. 1015/05-77 Introduced 08115/05
Adopted 08115/05
Resolution Book Volume YIV, Page 187
050233 ;1{innr and i/iajor Watershed Variance - Maryfield, tnc.
Consider a request from Maryfield, inc. for minor and major watershed variances. A minor
watershed variance is being requested for proposed disturbance of existing steep slopes
(slopes of I S°'o and greater). A major watershed variance is being requested for proposed
dtsturbance of an existing mtctmtttent and perennial stream buffer as classified by the
Department of Natural Resources, Division of Water Quality. The site is located at the
northwest corner of Greensboro Road and Penny Road and contains approximately 70.19
acres.

High Point Ctty Council A1cctmg Atmu;cs Ausust I5, 2005
L-"J
A1ark Schroeder of Planning & Development gare an oven~terv of the staff report as jollotivs.
CITY OF IiIGH POINT
DEPARTMENT OF PLANNING ~1~YD DEVELOPMENT
STAFF REPORT (Case # ~VSVOS-OS)
MINOR & 11A,IOR 1VATFRSHF,D VARiANCF,
August 10, 2005
C
Applicant: Owner:
Pennybyrn at Maryfield Maryfield, Incorporated
Request: Develop a new cammunrty commons and wellness center on the Pennybyrn at
Maryfield campus within Tier 3 of the City Hollow Lake tiVatershed Critical Area
(WCA).
)<linor 1atershed Variance - A minor watershed variance 1s being requested for
proposed disturbance of existing steep slopes (slopes of 15°rb and greater). Protection of
steep slopes within a watershed entical area (WCA)1s a local requirement; therefore, the
vanance request is classified as a minor (not requiring Environmental Management
Comnssion a royal).
i~'Ia jor 1atershed Variance - A mayor watershed variance is being requested for
proposed dlsturbance of an existing intermittent and perennial stream buffer as classified
by the Department of Natural Resources Division of Water Quality. The buffer
disturbance exceeds 5% of the stream; therefore, local and state (Environmental
Mana ement Commission) rev-ew is re ulred.
. ~ _ _
n
Location ~
1315 Greensboro Road (iv`orthwest corner of
Greensboro Road and Penny Road). Guilford
County Tax Parcel 61-1-3, et al
Site Acreage Approximately 70.19 acres
Current Land Use Nursing Home and Congregate Care
Land Use Plan Designation Institutional and Low Density Residentral
Overlay Districts High Point City Lake Watershed Critical Area
(WCA) -Tiers 3 & 4

Street Name Classification A roximate Fronta e
Greensboro Road Major Thoroughfare 275 fl.
Penny Road Major Thoroughfare 1,105 ft.

14gh Point City Counnl ~tceung Minutes August I5, 2005
INTRODUCTION AND BACKGRO[1ND
Pennybyrn at Maryfield has operated as a senior care facility on the property since 1947. Several
structures on the property are protected historic structures, which adds to the character and charm of the
retirement community. Since 2001 the property owners have pursued an ambitious expansion plan to
meet the needs of the region's growing elderly population.
The site is currently developed with a nursing home, congregate care facility, and single-family units
(cottages). The development is clustered to the southern and western portions of the site. The
topography of the site falls generally in a south to north direction towards the Nest Fork of the Deep
River. The northern half of the property is heavily wooded and contains the steep slopes and classified
stream that are the subject of these variances.
i<IINOR ~YATERSHED VARIANCE
Section 9-7-4(e) of High Point's 1~Vatershed Protection Overlay Districts protects steep slopes (slopes
equal to or greater than 15%) within a watershed critical area (~VCA). As illustrated on Figure 4, the
applicant is proposing to disturb 3 separate areas containing existing slopes equal to or greater than 15%.
On of these areas is located along the classified stream that is the subject of the major tivatershed
variance request. Approval of the minor variance for this area would be a prerequisite for approval of
the major variance.
Reyuired Findings of Fact
To approve disturbance of these slopes a minor variance to the standards and restrictions of Chapter 7,
Article A (1Vatershed Protection Overlay Districts) of the City Development Ordinance is required. City
® Council is required to make the following findings of fact: 1) There are practical difficulties or
unnecessary hardships that would result from carrying out the strict letter of the Ordinance; 2) The spirit
of the Ordinance is preserved; 3) Public safety and welfare is assured and does substantial justice.
To address these requirements the applicant's submittal states the follo~r•ing conclusions. 1) The
proposed location of water quality pond maximizes the water quality protection for the site while
allowing existing development to remain undisturbed (sec Attachment I -Section B.l) of the applicant's
response). 2) Water quality is not degraded down stream as a resu]t of the steep slope disturbance
because impervious surface area runoff is not currently directed through the steep slope areas. (See
Attachment I - Section B.2)). 3) Public safety and welfare is assured and substantial justice is
accomplished by the achieving greater water quality protection.
Analysis
$ased on the existing services offered on the campus, the desire to offer a more comprehensive senior
care facility, and the existing site layout, it appears to staff that there are no practical alternatives to the
proposed expansion to accommodate approximately 47 single family units, 133 independent living
apartments, 83 units of assisted living, a community commons and wellness center, and other supportive
uses. In an effort to mitigate and assure improved water quality as a result of the proposed expansion a
wet retention pond is proposed in the westernmost steep slope area. The proposed pond location is at
the discharge location of existing storm drainage pipes. The location also enables the size of the pond to
be designed to capture and treat the first inch of stormwater runoff instead of the required first half inch.
The spirit and intent of the Environmental Regulations outlined in Chapter 7, Article A of the High Point
Development Ordinance is to protect water quality. The applicant cites the lack of water quality
treatment provided by the steep slopes by demonstration that very little impervious surface area runoff

high Point City Council ,fleeting Minutes August I5, 2005
travels through the steep slope areas and provides additional treatment of impervious surface area that
® would not otherwise require treatment. This is illustrated in Figure 3. In effect, the proposal is treating
155,361 square feet of impervious surface area above what is required by the ordinance and treating the
first 1-inch of runoff instead of the required first half inch (See Attachment I -Section A.2) & 3) froth
t}re applicant's request).
See the Watershed Review Committee recommendation at the end of the staff report.
,1tAJOR WATERSHED VARIAICE
Maryfield, Incorporated is requesting a major watershed variance for elimination of an intermittent and
perennial stream buffer. As illustrated on Figure 1 (see attached) approximately SOO linear feet of
classified stream and associated buffer would be disturbed, Although approximately 300 feet of the
stream is classified as intermittent, with the remaining 200 feet being perennial, the required stream
buffer width for both segments is 50 feet since the proposed development is classified as "low density"
(less than 24% built upon area).
The proposed expansion of the Pem~ybytn at Maryfield campus includes the addition of independent
living apartments, community commons, and wellness center. The proposed expansion and associated
parking results in the disturbance of 63,Og9 square feet of intermittent and perennial stream buffer area
along 500 linear feet of classified stream. In order to construct the proposed expansion, the applicant
proposes to remove the stream and eliminate the buffer. The contributrng runoff and existing springs at
the headwaters of the stream are proposed to be piped and released in a drainage channel to the east of
the proposed construction. Removal of the 50-foot wide (established froth top of bank) undisttrrbcd
® riparian stream buffer requires the approval by the High Point City Council and the Water Quality
Committee of the Environmental Management Commission (EMC).
The stream proposed for disturbance has a drainage basin of 18.50 acres, of which, approximately 17.25
acres is on the developrent site. Of this area, approximately 2.3 acres is impervious. None of the
stormwater runoff from the impervious surface area (ISA) passes through the stream buffers because the
runoff is already concentrated within drainage channels when it reaches the stream buffer (See Figure 2).
Another significant contributor to the classified stream is the existence of two springs identified as the
beginning of the classified stream. The stream then continues north approximately 500 feet and crosses
a recently constructed sanitary sewer outfall (this resulted in the disturbance of approximately 301inear
feet of stream. The stream then immediately discharges into a protected wetland (identified as waters of
the State) on the southern bank of the West Fork of the Decp River (a perennial stream), which, along
with the East Fork of the Deep River, feeds the City Lake water supply.
The applicant is proposing to restrict disturbance and limit the impervious surface area north of a
pedestrian walkway between the proposed facility and the West Fork of the Deep River. The vegetated
area, of which greater than 50% will be undisturbed, will contain approximately 82,000 square feet in
area between the existing sanitary sewer outfall easement and the proposed facility (See Figure I ). Thrs
area exceeds the approximately 63,000 square feet of riparian buffer disturbance.
Required Findings of Fact
To approve a major or minor variance to the standards and restrictions of Chapter 7, Article A
(Watershed Protection Overlay Districts) of the City Development Ordinance, City Council is required
to make the following findings of fact: 1) There are practical difficulties or unnecessary hardships that
would result from carrying out the strict letter of the Ordinance; 2) The spirit of the Ordinance is
preserved; 3) Public safety and welfare is assured and does substantial justice.

Htgh E'otnt Gty Council Alccung ~tmut: August I5, 21105
To address these requirements the applicant's submittal states the following conclusions. 1) The
proposed expansion location is the most feasible location based on the existing campus layout and the
desire to expand the senior care facilities on their existing property (see Figure 3). Maryfield, Inc. has
owned the property since 1947 and has been pursuing expansion since the summer of 2001 (see
Attachment I -Section A. l) of the applicant's report). 2)1Vater quality is not degraded down stream as
a result of the stream disturbance. (See Attachment I -Section A.2)). 3) Public safety and welfare is
assured and substantial justice is accomplished by the applicant's mitigation measures.
Analysis
Based on the existing services offered on the campus, the desire to offer a more comprehensive senior
care facility, and the existing site layout, it appears to staff that there are no practical alternatives to the
proposed expansion to accommodate approximately 47 single family units, 133 independent living
apartments, 83 units of assisted living, a community commons and wellness center, and other supportive
uses. The design and location of the large community commons and wellness center leaves little
flexibility in its placement resulting in the stream buffer disturbance. In addition, the razing of other
structures, particularly those with historic value, to accommodate a relocation of the community
conunons and wellness center, is neither feasible nor desirable. Relocating the facility to another site
altogether or limiting the amount of services provided on this site would be not be practical and would
not provide a marketable level of senior care service. To accommodate the desired future services
expansion to the north is the only feasible location.

As with the minor variance, the spirit and intent of the Environmental Regulations outlined in Chapter 7,
Article A of the High Point Development Ordinance is to protect water quality. The applicant cites the
lack of water quality treatment the stream buffer provides by demonstrating that no existing impervious
surface area runoff passes through the stream buffer. As with the minor variance, the applicant also
proposes providing additional treatment of impervious surface area that would not otherwise require
treatment. This is illustrated in Figure 3. In effect, the proposal is treating 155,361 square feet of
impervious surface area above what is required by the ordinance and treating the first 1-inch of runoff
instead of the required first half inch (See Attachment I -Section A.2) & 3) from the applicant's
request).
WATERSHED REVIEW C01111ITTEE RECOi\1i11ENDATIO;V
The City's Watershed Review Committee (WRC) has reviewed the proposal. The WRC supports the
arguments and evidence presented by the applicant to allow the removal of the stream buffers for a
length of 500 feet to the existing sanitary sewer outfall easement. In addition, the WRC supports the
similar and related arguments to dtsturb some steep slope areas.
Staffs findings are based on the belief that by providing water quality treatment in excess of what is
required by providing: 1) A wet retention pond design that treats the first inch of stormwater runoff (att
additional half-inch above what is required) from existing and proposed impervious surface areas; and 2)
Approximately 155,000 additional square feet of impervious surface area runoff is proposed to be
treated that would, under the current ordinance, not be required for treatment. Staff also finds that the
applicant has sufficiently demonstrated the limited water quality treatment that the existing steep slopes
and stream buffer provides. That through quality design and mitigation, the water quality leaving the
site would be improved by allowing the proposed development.
Staff approval is subject to the following conditions:
10

fltgh Point Gty Counnl Meeting Minutes August I5, 2005
1. Approval contingent upon the issuance of the applicable 404/401 permits.
2. Staff must approve a planting plan for the proposed buffer area and the additional stream buffer
restrictions must be approved and recorded in the Guilford County Register of Deeds Office.
3. Revise the watershed development plan prior to construction.
Follotwing the presentatia: of the staff report by dlr. Schroeder, Sister Lucy Nennersy, Chief
E.recutiye Officer of Penn}~b}~rn at dlaryfield >•vas recogn-~ed to address Council regarding
These matters. Sister Lucy spoke in favor of the request and made the follotiving statement:
"For many years dlar}f eld, Inc. has existed as ltlaryfield Nursing Nome tiwith a reputation
for excellence in care tit dte High Point conununiry and throughout the state. {f'e began
serving the High Point community in 197 as a nursing home. Over the}ears we continued
to expand and have always been blessed by a close relationship tt~tth the community and with
the Cit}• of High Point. In 1979, dfar}~eld became a continuing care retirement community
(CCRC) and constructed 19 independent living cottages.
In December of 1001, after much analysis, prayer, and planning, x~e requested and the Nigh
Poutt Ciry Council approved a request to rezone our property to a conditional use planned
unit development. 1Ve bare been working since that time to make the vision for our
retirement community a reality and have invested several million dollars in the project at this
trnte.
dlaryf eld is currently ut the final stages of securing approvals for erpansiat of its eztsting
operatiau on its current campus, to include approxinralely 131 additional independent living
apartments, eighteen (18) independent living cottages and the conversion of the sales and
marketing cottage and existing club house into h+.~o (1) additional independent living
cottages, nwenry four (14) assisted living units, and nwenty four (14J assisted living memory
support beds.
The Project includes a major reconfiguration and renovation of the Health Center whidi will
complete a sh ft from a traditiatal centralized, institutional model of care to a decentralized
home based model of care. The current four resident wings, with centralized kitchen, dining
and activities space, will be transformed into six households >.ti~i1lt 18 to 11 residents each.
The households twill ha',~e a kitchen, hying room, dining room and outdoor patio and have
easy access to a lott•n square x~hiclr will offer a beauty shop, an exercise room, a therapy
room, a small cafe', a pla}~ area for children, a priti~ate dining room and other amenities.
Thts decentralized, home-based mode! will give the residents greater control over their byes,
foster a deeper level of conununity, mtd provide stajf and families many more opportimities
for nreanln~d interaction with residents.
iVe are now ready after the many years of planning and marketing to move forward with the
construction and financing. {Ve are planning to seek approval to move forvrd rt~ith our tar
exempt bond issue at the October Local Government Commission meeting.
Upon completion of this project, Pennyb}~rn at dlar}f eld will be a continuing care retirement
cornmunrry recognized for quality services on the full conlinuurn in the aging process. IVe
tictl! continue to achieve the highest level of care and excellence as a nursing lronre and the
are excited about the significant undertaking that is included in the project to create
households and home within dfar}f eld A'ursing Monte,

High Point Gty Council Meeting 6imutes August 15, ?005
The completion of the CCRC reposiharring provides the necessary degree of financial
slabrlity and securit)~ drat is needed to sustain the mission of hlaryfield and to see it grow.
Pemr}'byre at Alaryfield is excited about continuing to sen~e the Nigh Point community
seniors and those throughout the Triad of 11'orth Carolina.
On behalf of our Board and the Sisters we thank you for all your support over the }ears and
the support of the Crt)~ of Nigh Pornt staff. Thank you. "
For the record, Alonte J. hloreschi with Koontz-Bryant, P.C., +vas present to answer any
carcerns.
The following actron was taken:
Approved the Minor {Vatersired Variance for proposed disurrbance of existing steep slopes
(slopes of I S% and greater). Protection of steep slopes tivithin a >.+~atershed critical urea
({{'CA) is a local requirement; therefore, the variance request is classified as a minor
variance tivhich does not requu•e Environmental bfanagement Commission approval.
Approval of the dlirror {Vatershed Variance is a prereqursite for approval of the
accompany»rg Alnjor {Vatershed Variance.
Approved the ~4la~or {{'atershed Variance for proposed drsturbance of an existing intermittent
and perennial streanr buffer us classrf ed by the Department of Natural Resources Division of
{Voter Qualit}'. The buffer drsturbance exceeds S% of the sd•eam; therefore, local and state
(Envrronmental Afanagement Commisston) review is requrred.
Upon motion by Council Member Bencini, second by Council Dlember Whitle}', both the Dlinor
~Vatershcd Variance and the Dlajor 1Vatershed Variance were unanimously approved based on the
Findings of Fact as outlined in the staff report with the understanding that approval of the Major
1Vatershed Variance is also contingent upon review and proper pernuts obtained from DENR. The
motion carried by the following 6-0 vote:
A motion ryas made by Council Dlember Bencini, seconded by Council Dlember 1Vhitley, that this
matter be approved. The motion carried by the following lr0 vote:
Votes: Aye: Mayor Smothers, Council Dlember Alexander, Council Dlember Faircloth, Council Dlember
Sirns, Council .Member Bencini and Council Dlember \4'hitley
Absent: Council Dlember 11'ilkins and Council Member Linton
Exhibit Book Volume VI, Page 33
Pendin 1P tens
050210 Ordinance -Annexation -Paul Pope Rnad - Peebles ~ Staley
Consideration of a voluntary non-contiguous annexation of approximately 97.30 acres lying
at the tern~inus of Paul Pope Road, southeast of the Burton Avenue and Joe Moore Road
intersection, pursuant to pedgon submitted by Peebles & Staley.

1?

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ENGINEERING CONSULTING SERVICES, I_TD.
Gccttechniral ~ Citnstruction Matcri~tls ~ I~nviriinmcntal
D
r- ;J',rdrea \Vade
U.S_ Army Corps of Engineers
6508 Falls of the Neuse Road
Suite 120
Raleigh, North Carolina 2761 ~
Reference: Request for Department of the Army Permit
I'ennyb}~r-rt at A~laryfield
13 ] 5 Greensboro Road
Guilford County, I-li~~lt Point, North Carolina
E.CS Project G-1015
Dear Ms. Wade:
r'\pi 11 -1. 200J
Larclosed please find the perntit application prepared on behalf of Pennybyrn at Mar}field, TI}e
purpose of this application is to request a Deparhnent of the Anny Permit to authorize impacts to
506 linear feet of an unnamed tributary to the Deep Rwer/High Point Lal:e. The impacts are
described in this letter and in the attached permit application.
Pennybyrn at Maryfield is expanding their High Point campus with the construction of an
htdependent Living & Community Center and associated parking lots and roadways. An
unnamed tributary to the Deep River originates at a spring house on the site and flows to the
north, nortlnvest toward I-ligh Point Lake.. Wetlands and streams were delineated at the site by
Timmons in 2001. Representatives of the U.S. Army Corps of L-ngineers (Action ID:
200120668) and the North Carolina Division of Water Quality (NCDWQ) have visited the site
and determined that the stream has important aquatic function and that impacts to it will require
mitigation .
Approximately SOG linear feet of stream channel will be impacted by this development. The
stream will relocated in a pipe and discharged into the proposed storrrnvater management system.
Impacts to the stream have been reduced with the use of 3:1 side slopes artd the proposed
construction of an underground parking garage. Mitigation is proposed by payment to the NC
EEP at a 1:1.5 ratio. A letter from the NC L-EP indicatin ;their willingness to mitigate the stream
impacts associated with this project is included with this application.
Thank }you in advance for your timely consideration of this matter. Please contact me at (336)
8~6-7150 if you have questions or require additional information.
Sincerely,
)CNC'.I~VE)rRING CONSULTING S1LR~rICDS, LTD.
/ ~ ~-)
curse M. Poulos, LSS `-~
Principal Scientist
Attactunents: Application for Department of the Army Permit
6909 International Drive, Suite: 103 ~ Greensboro, NC 27109 ~ (3:~6) 856-7150 ~ Fax (.336) 856-71

APPLICATION FOR DEPARTMENT OF THE ARfJII' PERMIT I OfJIB APPROVAL PJO. 0710.0003
/.i.3 CFR3.2.5/ J Er:pires December 31, 2004
The Public burden for this collection of information is estimated to average 10 hours per response although the majority of applications should
require 5 hours or Icss This includes the time for reviewing instructions. searching er,lsung data sources. gathering and maintaining the data neede~
and completing and reviewing the collection of information. Send comments regarding this burden estimate or any other aspect of this collection o1
information. including suggestions for reducing this burden, to Department of befense, Washington Headquarters Service Directorate of Information
Operations and Reports- 1215 .Jefferson Davis Highway. Suite 1204 Arlington VA 22202-4302; and to the Office of Management and Budget.
Paperwork Reduction Project (0710-0003). Washington. DC 20503 Respondents should be aware that notwitlutanding any other provision of law
no person shall be subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OfJIB control
number. Please DD NOT RETURN your form to either o1 those addresses. Completed applications must be submitted to the District Engineer havint
jurisdiction over the location of the proposed activity.
PRIVACY ACT STATEfti9ENT
Authorities: Rivers and Harbors Act. Section 10, 33 USC 403; Clean Water Act. Section 404. 33 USC 1344; Marine Protection .Research and
Sanctuaries Act. Section 103. 33 USC 1413 Principal Purpose: Information provided on this corm will be used in evaluating the application for
permit. Routine Uses: This information may be shared with the Department of Justice and outer federal, state. and local government agencies
Submission of requested information is voluntary. however. ii information is not provided the permit application cannot be evaluated nor can a porn
be issued.
One set of original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this
application (sec sample drawings and instructions) and be submitted to the District Engineer having jurisdiction over the location of the proposed
activity- An application that is not completed in full vaill be returned.
//TEAS 1 THRU 4 TO 6E F/L_LFO B1' THE GORPSI
1 APPLICATIOfJ NO ~ FIELD OFFICE CODE 3 DATE RECEIVGD 4 DATE APPLICATION
COMPLETED
rrTFnls BELOIV TO 6EFiLLED 61' APPL/CAN7i
u
5. APPLICANT'S NAME
t=TF_,C /~r~rr fl.': ~i.:'t't <_'Y 8 AUTHORIZED AGEIJT'S NAME AIJD TITLE /nn oven/ i.c nor ~co~'%~ey/
~JF,vrsr 1~7• ~Of;C.~-,<- ~/_~rnC~~'~/ SC !JJ-rsi
,
/~E;~!'y`/1'iy/!,L) ,-j .- /1~„-'/~jl:,':~!%'t ~G< !~71~
6 APPLICANT'S ADDRESS
t~~rJsLo.9G. ~ G,'F~ii
G? 9 AGEIJT~S ADDRESS ~ r ~ Ur ~ ~._ /D ~
~~ V_ J ~
~-clO'~ _! ,f.7T,~_NFl raNr. C.
!
`
.
/>
HiGia /)pr,v %, /U G a~ AGO t
f
Li?~.~ri~/?cr,~~~r i~ C d-7 I4
7. APPLICAIJT S PHOIJE IJOS. 1/J/AREA CODE 10. AGEIJT S PHOIJE NOS. W/AREA CODE
a Residence a Residence
b Business ~~ (p - S SC^ - ~',- ~ ~ -~ b Business 33G _ 2-oq . S~oC ~
11 STATEMENT OF AUTHORIZATION
117ereby authorize. [/F" 'fir ~ `' f'rt /J"'" !n {'•' to act in my behalf as my agent in the processing of this applicatio
upon request. supplemental information in support of this p^_rmit application
APP,LICANT'S SIGIJA

DATE
NAME, LOCATION AND DESCRIPTION OF PROJECT OR ACTIVITY
12 PROJECT NAfv1E OR TITLE Isre insri~crions/
ru~~P,.=~U x.-.2.1,- Grvr;`~ C ;3~,;~ ~~v;:~,;; ~;:_ - f C ~rv r~>;~
13 NAME OF WATERBODY, IF 1'IJOWN ~/wo/camel ; ~f tlf^ ,
G~~c~ Po/,,.~; ~~_,~ ~j
15 LOCATION OF PROJECT
G U r ~ Fo ~ u C«c~,v ~ t N C.
COUNTY / STATE
14 PROJECT STREET ADDRESS /il app/cah/e!

16 OTHER LOCATION) DESCRIPTIONS. IF I:NOW(J. /see ins/rurrJnns!
b3S"~ ~°r ' `(D. 3 , '~~: 0`7~ ~ s7! 3l. ~-y r c,J
17 DIF}ECTIOIJS TO THE SITE Fi~Gi'~ '.'`'
1~:~~
, L~-'F~~~:.GJr=~ /% L!!~:[.rC.lf' / U(~_" it
! ~'' /~ C' _ ~c `~` ~ t
~
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:/
T5 L.z/o~^. = '~~
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~
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+ -
.. 6~F_ /_~.-k'o•`'o ~ o! ~ ,J ,~{/Cl` /
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ENG FORM 4345. Jul 97 EDITION OF FEB 94 1S OBSOLETE (Proponent:

io. i~i~luJe ui rciivity t-ss~•r r=..r ~_, _.. _._.___ _.. ,c^~~~:cr
SEA /fT%~cr/~ Slf~~'
LJ
1 9. Pf OJCCt PltrpOSe /Oescn3e the reesan of purpose of the projeU. see inSriuclionsl

USE BLOCKS 20-22 IF DREDGED AND10R FILL MATERIAL IS TO BE DISCHARGED yy~~
20 Reason(s) for Discharge „j;t~ 0~~=2 jo C~yp~-,Q UCH 7'h l~ ~N~€P~;v~ ~T" Gl l~I.vG /~J
~',p;flrf(yUr t CE,vT~.F ~,gQ~/r~~G /~~~ ~Nr~. f}cfES.s ~.o~f-.~S F///
/N/Tff2-~'~ L~!/l f3~ p''/4~Ct~' C~Tr7 S'"p(p Li.v~~2 FF~7- OF= 5f"~'~E~}~~1 GLi~.E.Wf~
21. Typelsl of Material Bein Dischar ed nd the Amount~G ac ~~ype in Cubic Yards /~ :pU~r,t S ~,~,~( rAC F}'GTT ~ rT/Es
~~G C/~'-v~.~.( c.~rr( ~c F/l~t~~vi7z, 5~,2 Tv ! I'11f Gw~%~T~t//~~c- i~ T~t~ ~''/rr~titiG~G,
i`J~~/~2c-x r nth ~~/~. 88 a Cub%c Y~2~S o F~ ~ /( c.~r// Lac /J
22. Surface Area in Acres of Wetlands or Other Waters Filled rreainsnucrinns/ / !=a' 6 /9~'E /LO GJETG/~v S a~ rz6
~rr/F~~:~ /~/I~i o~ /~icS ~i.EcTccT, S"o~ e.f °~sj~~~9,i~rC/i%r~J.vC/ ~,f/I F'1~~~~,
b~1~~/oc ~, ~vl(~'~z. j ~~,uS ~ru~ ~V.rl~ j~vG,~' S W//~ ~~ ust rJ,
23. Is Any Portion of the Work Already Complete? Yes...._ f~ IF YES, DESCRIBE THE COMPLETED WORK
24. Addresses of Adjoining Property Owners, Lessees, Etc., Wltase Property Adjoins the Waterbody (If more than can be entered here,
please attach a supplemental list)

25. List of Other Certifications or ApprovalslDenials Received from other Federal, State or Local Agencies for Work Described in This Application.
Y TYPE APPROVAL' IDENTIFICATION NUMBER DATE APPLIED DATE APPROVED DATE DENIED
r+uENC
~jcc. ~caol
Cr7'`/ of jfrGN ~EZp~'NG
p~r.;~- p~~.~r~r.e
~,rz~
26. Application is hereby made for a permit or permits to authorize the work described in this application.. I certify that the information in this
application is complete and accurate. I further certify that I possess th u rity to unde ke the work describod heroin or am acting as the
duly authorized agent of the applicant.
ac~f~~
SIG 'i'URE OF APPLI~AIJT ATE SIGNATU E OF AGENT AT
Tho application must bo signed by the porsan who desires to undertake the proposed activity fapplicant) or it may b© signed by a duly
authorized agent if the statement in block 1 1 has been filled out and signed.
1 B U.S C Suction 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the Unltod 5tatos
knotivingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or
fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or
fraudulent statements or entry, shall be fined not morn than ;10,000 or imprisoned not mor© than fiv© roars or both.

Bloclt lv. Nature of:~ctivity
Desa ipliorr of ltrrpocls
Pennybyrn at 1\~Iar~~fleld is expanding their High Point campus with the construction of an
Independent Living ~; Community Center and associated parking lots and roadways.. An
unnamed tributary to the Deep River originates at a spring house on the site and flows to the
north, northwest tos~~ard High Point Lal:e. The site is located at 1316 Greensboro Road in I-Iigh
Point and is being evaluated for development with an assisted living facility The site is located
adjacent to I-Iigh Point L,al:e in the Randleman Lal:e ~~lratershed. ~TJetlands and streams were
delineated at the site by Timmons in 2001. Representatives of the U.S. Army Corps of L-ngineers
(Action ID: 200120668) and the North Carolina Division of ~'trater Quality (NCDWQ) have
visited the site and determined that the stream has important aquatic function and that impacts to
it will require mitigation.
Approximately 506 linear feet of stream channel will be impacted by this development. The
stream `will relocated in a pipe and discharged into the proposed stormmvater management system.
The relocated stream and stormwater management system are illustrated on rigure 6 of 6. The
stream channel will then be filled by the controlled placement of structural fill.. The structural fill
will be obtained from cut areas of the project. The fill will be placed using grading equipment
including pans, bulldozers, dump trucla and bacl:hoes. Some areas may be bridged with the
placement of four foot deep lifts as recommended by the Owner's geotechnical engineer.
Other vise, fill will be placed in eight inch lifts and compacted to a minimum 95% density. The
low end of the stream and the wetlands near the lake will be protected b}~ sedimentation fencing,
diversion ditches and sediment traps.
Approximately 66 linear feet of stream will be impacted by the construction of the Independent
Living & Community Center. The east wing of the Independent Living and Community Center is
approximately 65 feet wide where it crosses the stream. The east wing of the Independent Living
& Conununity Center will be approximately 24 feet above the elevation of the stream channel.
Approximately 220 linear feet of stream channel will be impacted by parking lots and access
drives The parking lots and access drives will be placed on approximately 9 to 1 S feet of
shuctural fill. Approximately 220 linear feet of stream will be impacted by fill slopes and yard
areas
Slornnrnler ~l~tarragernen!
The stream will be relocated by piping the flow into the proposed stormwater system. This
system will car7y the flow norilnvest around the Independent Living ~: Community Center
building. The storniwater system will discharge into a stormwater management pond, which
meets the City of High Point's stormvater management requirements. The pond will be located
on the west side of the Independent Living & Community Center building.
Site = 70.19 Acres
Existing Built Upon Area = 9.14 Acres
Proposed Built Upon Area = 11.46 Acres
Total Sitc Built Upon Area = 20..60 Acres
Impervious Area Percentage = 29.3%
All of the proposed built upon area will be routed through the stormwater management pond;
additionally, portions of the existing built upon area will be routed through the stormwater pond

F31ocl: 1S. Nature of Activity (p?)
The pond has a surface area of 19,300 square feet or 0.=14 acres with a maximum depth of 13 feet.
A total of 33.=10 acres shall be treated b}' stormwater management
.-lroic~nnce rnJCl ~llininli~nlion
The Independent Living ~ Community Center building was originally to be located on the
northwest side of the site on a peninsula that projects into City Lal:e. This area was above the
100 year Hood plain and offered wonderful views of the lake. The cut and f 11 required to build
the bll1ldlllg almost balanced within the northwest portron of the site, I-Iowever, a perennial
stream is Located on this part of the site. The perennial stream flows from off=site on the
southwest side to the lake on the west side going northeast across the peninsula. This would have
required filling approximately 800 feet of perennial stream. This part of the site is now
designated as open space to protect the stream and surrounding area.
The Independent Living & Community Center building was then located approximately in its
current position on the site. This requires filling 506 linear feet of stream channel. This stream
originates at a spring on-site and is approximately S00 feet long. In order to avoid additional
impacts to the stream, fill slopes were increased to 3:I instead of the original ~:1. The ~:1 slope
was preferred to create paths near the ]al:e and also takes into account the ability of the senior
citizens to negotiate around the grounds. A lower level was added to the building to decrease the
amount of fill and the fill slopes around the building.. An underground parking dccl: was also
added to reduce the size of the parking lot and to slide the building south and away from City
Lal:e.
It is also important to note that Mar}field has owned this land since 1947. The land was not
purchased to build new facilities. Land has been purchased around Maryfield in order to add
assisted living cottages. I-lowever, the stream being disturbed is located on the original property.
Also, there were once a few buildings located at the head of spring and along the first ~0 feet of
stream channel The stream was routed tluv manmade channels in these areas and piped for
crossing. This length is included in the 506 linear feet of stream channel affected by the project.
I~lllignlJOll
h~ order to mitigate for the proposed impact to 50G linear feet of stream channel, the applicant
proposes payment to the NC L-EP on a 1:1..5 basis. A letter from the NC LEP indicating their
acceptance of the mitigation requirements of the project is included with this application .
C

® Blocl: 19. Proposed Project Purpose
Pennybyrn at 1\~laryfield was founded in ]9=47 as a nonplof7t corporation to provide housing and
long term care for the elderly It currently operates a continuing care retirement community
(CCRC) on its 71 acre campus in High Point. The facility includes 115 nursing beds, ]0 homes
for the aged beds, ?9 independent living (single family) housing units and a convent that houses
members of the sponsor congregation.
Recognizing the challenges of contemporary care-giving at its aging campus and the tlueats of
new competition. the non profit corporation completed a strategic plan. The plan confirmed that
the long term viability of the campus was threatened in the absence of proving a more robust,
contemporary continuum of care and updating existing facilities and sclvices to better serve
current and prospective residents.
The Owner undertook a comprehensive market study and hlr'ed a development team. The
resulting expansion and renovation program will include the construction of 131 new independent
living apartments, l8 additional single family cottages, a community center, dining facilities,
business and recreational facilities and a reconfiguration, expansion and renovation of the
existing Health Care Center which houses assisted living, dementia and skilled nursing residents.
The site plan and organization of the proposed buildings on the property reflect the `best use' and
progranunatic adjacencies necessary for the effective operation of the CCRC.
It should be noted that when the property was purchased in 1947, this area ~~'as set aside for future
expansion needs. The O~~mer does not have additional properties that would allow for an
alternative location to provide for this urgent need for adequate housing for the aging population
of the community..
It is anticipated that construction will begin in August ?00~ with completion scheduled for .June
007.

E31och 24
:ldjaccnf I'rupcrh• O+vncrs
Pcntr} b)~rn at Mari field
high Point, North Carolina
GCS, Ltd. I'rojcct No. G-111511
O+vner ;llailin~~ Address Property Address
William J. and :'lmie I I. llavis 123 fenny Road, l lieh Point, NC 37_(iU
Bo}'cc M, and A7an~ Laura I-1. Thayer 1-10 Penny Road, I Iigh Point, NC 37260
Otis B. Durant 1 13 Kcams 5trcel. Jamcsto+vn. NC 27382
Lonnie C. 1Villiarns. ,1r. 609 Do~nvood Ct., l lieh Point, NC 27260
Richard L. and Dorothy J. Oliphant 617 Doe+vood Ct., liigh Point, NC 37360
Dennis R. and I:athn•n A. Finn 619 Dog+vaod Circle, [-iich Point, NC 27260
Ruth Ballard I-ian~ey 621 Doe++'ood Circle, l-iich Point, NC 27360
Arthur Sa++~~er. Jr. 623 Do~+vood Circle, Hi~~h Point, NC 37360
Albert B. and Fem C. }iazzard. Jr. 625 DoLa•ood Circle. Ilieh Point, NC 27260
Syniece E. and Barbara .Ann I-ianineton 627 Docti+•ood Circle, 1li~~h Point, NC 27260
Deborah L. Crc+vs 629 Doc.+vood Circle, 1-sigh Point, NC 27360
Ronald 111. and Janice L. Smith P.O. Box 799, •hrinity, NC 27270 630 Do~+vood Circle
John Dalton I luehcs 407 Forestdalc Drive. Jamcsto+vn, NC' 2728? 67~ Dogwood Circle
C.C. Justice 685 Do;r++•ood Circle, High Point, NC Z72G0
R.A. Griffith Heirs do Ruth A, Griffith 6S7 Dog~+•ood Circle, I li{'h Paint, NC 27260
R.A. GrilTith Heirs 687 Doewood Circle, Bich Point, NC 27260
Robert J. Llcwellti•n 693 Doewood Circle, High Point, NC 27360
hlarold Ray and Freda F. Clarl: 731 Do_wood Circle, High Point, NC 27260
Amy Elizabeth Hewett 733 Dor-wood Circle,lli~~h Point, NC 37260
A4ilton Floyd and I:ay A9. Bames 790 Do~vood Circle, Hinh Point, NC 37360
Robert Rodney Stamey 781 Dog+vood Circle, ]-ligh Point, NC 27260
Robert Rodney Starney 78 ] Dogwood Circle, high Point, NC 27260
Robert L. Casey, Jr. 4711 I-licl:ory Woods Drive, Grccnsboro, NC 27410
Ma^_eie Elizabeth Wood 704 Summit Road, Rich Point. NC 27265 801 Dog+vood Circle
Doris Moran Cra~~ton 6838 Cedar Square Road, Archdale, NC ?7263 233 \lfillowood Drive
.Ametta Bro++~ and Nancy E. Smith 1537 Youne Road. 1Valnul Covc, NC 37052 235 1'llillo+vood Drive
Joseph P. Jarrell 1011 ~1ric{:IiffAvenuc, high Point, NC 27262 1035 lti4anor Drive
Charles R., Harold T., and Joseph P. Jarrell 401 Park Street, High Point, NC 27260 ] 033 Manor Drive
T~:C Associates, Inc. 146 Church Avenue. Iiieh Point. NC 27262 1031 Manor Drive
Emma A. Vaughn c/o Skeet Club Manor 1560 Skeet Club Raad, I Iieh Point. NC 27265 1027 A9anor Drive
Emma A. Vaughn c/o Skeet Club Manor 1560 Skeet Club Road, 1li~h Paint, NC 27265 10231~9anor Drive
Emma A. Vaughn c/a Sl:cet Club Manor 1560 Sl;cct Club Road, lIigh Point, NC 27265 1021 Manor Drive
J.C. \'iratkins Heirs and Allen I-1. \Vatkins, Sr. 1'.0. Box li50, High Point. NC 27ZG 1 214-220 1'~rillowood Drive
~~rilmcr and Lois C. Price 1227 Greensboro Road. I tieh Point, NC 27260
Margaret D. Davis l03 Penny Road, High Point, NC 3726
E.R. Davis. Sr. 103 Penny Road, High Point, NC 27265 107 Penny Road
Jcromc P. and Judith D. SL Louis 111 Penny Road, 1-iieh Point. NC 27265
Elbcri H. and Rebecca M. Bo.+•man 113 Penny Road. ] lieh Point. NC 27265
Mar~~field, Inc. 1315 Grccnsboro Road, I1igh Point, NC 27260 115 Penny Road
Maryfield, Inc. 1315 Grccnsboro Road. Itieh Point, NC 27260 117 Penny Road
1\-farvficld. Inc. 1315 Greensboro Road, I1igh Point, NC 27260 121 Penny Road
u

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®~ ! - SOURCE:
L_
' USGS TOPOGRAPf-iIC AfAP
HIGH POINT E:'1S"I', NC QUAD
DA"I'L'D 1950 ~~ REVISED 19S_'
GUILFORD, NC QU:'1D
i~ - - _-
]1:''ti(~ T ~TP1:'1?T\T r'•
SITC LOCH I IO\ 11iA1
PENNY'E3YRN
filGH POINT, NC
ECS PROJECT G-10~ 1 ~

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Of Engiweers
Wilmington District
Issue Date: Juue Z4, 2005
Comzncnt Deadline: July lA, 2005
Corps Action TD #: 200120GGS
All, interested parties are hereby advised that the Wilmington District, Corps of Engineers
(Corps) bas received an application for work within jurisdictional waters of the United
States. Specific plans and. location information are described below and shown on the
attached plans. This Public Notice and all attached plans are also available on th.e
Wilmington District Web Site at www.saw.usace.army.mil/wetlands
Applicant: Pennybyrn at Maryfield
Attn: Sister Lucy Hennessy
1315 Greensboro Road
High Point, North. Carolina ?7260
Agent: Engineering Consulting Services, Ltd.
Attn: Ms. Denise ,Poulos
6909 In,tezxxational Dnve, Suite 103
Greensboro, North Carolina 27409
Authority
The Corps will. evaluate this application and decide whether to issue, conditionally issue,
or deny the proposed work pursuant to applicable procedures under Section 404 of the
Clean Watertlet (33USC 1344).
Locntiota
The Pennybyrn at Maryfield retirement co.mznunity properly is approximately 70.19 acres
in size and is located at 1315 Greensboro Road, north of Main Street and west of Penny
Road, in High Point, North Carolina. Th,e site is located in Guilford County and the
coordinates (in decimal degrees) for the site are 35.9956° North, 79.9591° West. The
project site contains several unnamed tributaries to the Deep River, with adjacent
wetlands in the Cape Fear River Basin. (Trydrologic Unit Code 03030003).

Existing Site Conditions
The 11.46-acre project site is located within the property boundary of the existing
Penzrybyrn at Maryfiel.d retirement community. The project area is located north o,f
existing retirement facility and consists primarily of forested land. Representative tree
species include: Red Maple (Acer rubrum), White Oak (Quereus alba), Sycamore
(Platanus occidentalrs), YelloYV-poplar. (Liriodendron tulipfera L.), River Birch (Be~ula
nigr•a), American Hornbeam (Carpinu; caroliniana), and. American $ccch (Fagus
g~•arcdifolia).
The site contains three unnamed tributaries with important aquatic function. that flow o.ff
the northern boundary of the project site anal into wetla~lds adjacent to the City ofkligh.
Point municipal. reservoir. Total length of stream channel within the project boundary is
approximately 326 linear feet. Streanrz channel A is approximately 1201inear feet and is
located on, the northwest eo,rn.er of the project area., Stream channel C is approximately
200 linear feet and is Located, on the northeast corner of the project area.. Stream channel
B is approximately 506 linear feet in length and originates at a natural spring in the center
of the project area that flows north to a 0.09-acre forested wetland located outside the
property boundary. An additional 800 Linear feet of perennial channel is located on the
northwestern edge of the property, outside of the project area.
.~1ppIicant's Stated Purpose
As stated by the applicant, the purpose of the proposed project is to expand, and renovate
the existing Pennyby7n at I~faryfield retirement community to includ,c eonstru.ction of 131
new independent living apartments, 18 additional single family cottages, a community
center, dining facilities, business and recreational facilities, and a reconfiguration,
expansion, and renovation of the existing Health Care Center. that currently serves as
housing for residents and nursing staff. The existing retirement community includes a
'115-bed nursing facility, 10 assisted-living units, 29 single-family housing units, and. a
convent. The project will provide housing an,d long-term care for the elderly.
Project Description
The project is a planned expansion of an existing retirement community that will~inchudc
eonstruction of an independent living and. community center and associated parking lots
and roadways. Development ofthe site will require clearing, grading, excavation, an,d
fill necessary for the construction oi'buil,dings, parking lots, and access drives. Heavy
equipment including graders, pan scrapers, excavators, bulldozers, dump trucks, and
backhoes will be used for construction of the project. The applicant has requested DA
authorization for the relocation and baclcfill. of 5061inear feet of stream. channel that
exhibits important aquatic function- The stream, channel will be diverted into a pipe that
discharges into a storm water management system located on the northwest boundary of

the project area. Tn additi.o.n, the unnamed tributary is hydrologically connected to 0.09-
acre of forested wetland outside the property boundary that will be adversely impacted. by
the relocation of the stream flow and the placement of fill in the existing chanr-el.
Proposed plans detailing impacts have been included in this notice.
The applicants proposed mitigation platx includes payment into the North Carolina
Ecosystem, Enhancement Program (NCEEI') in the amount necessary to restore 759 linear
feet ofstrearCt channel and 0.09-acre ofriparian wetlands.
Other Required Authorizations
This notice and aJl applicable application. materials are being forwarded to the appropriate
State agencies for review. The Corps will generally not make a fYnal permit decision
until the North Carolina Division of Water Quality (.NCDWQ) issues, denies, oz waives
State certifieatYOn xequircd by Section 401 of the Clean. Water Act (PL 92-500). The
receipt of the application and this public notice in the NCDWQ Central Office in .Raleigh
serves as application to the NCDWQ for certification. A waiver will be deemed to occur
if the NCDWQ fails to act on, this request for certification within. sixty days of the date of.
the receipt of this notice in the NCDWQ Central Office. Additional information
,regarding tb,e Clean Water Act certification may be reviewed at the NCDWQ Central
Office, 401 Oversight and Express Permits Unit, 2321 Crabtree Boulevard, Raleigh,
North Carolina 27604-2260. All. persons desiring to make comments regarding the
applica#i.on~for certif cation under Section 401 ofthe Clean Water Act should do so in
writing.delivered to the North Carolina Division of, Water Quality (NCDWQ), 1650 Mail.
Service Center, Raleigh, North Carolina 27699-1650 Attention:.Mr. John Hennessy (NC
Department of Tra~~sportation projects) or Ms Cyndi Karoly (all other projects) by July 7,
2007.
Essential 11;isL Habitat
This notice initiates the Essential Fish IIabitat (EFH) consultation requix-ements of the
Magnuson-Stevens Fishery Consei~ja.tion anal Management Act. Th.e Corps' indtial
determination is that the proposed project will not adversely impact EFH or associated
fisheries managed by the South Atlantic or Mid Atlantic Fishery Management Councils
oz the National Marine Fisheries Service.
Cultural Resources
The Corps has consulted the latest published. version of the National Register of Historic
Places and has determined, that registered properties, or properties listed as being eligible
for inclusion therein are located within the project area and/or will be affected by the

proposed work. The project site contains a Historic District known as the Maryfiel.d
Historic District. Impacts to the property may include potential disturbance to the visual
aesthetics of the site.
Endangered Species
The Corps has reviewed the project area, examined all information provided by the
applicant and consulted the latest North Carolina Natural Heritage Database. 8ascd on
available information, the Corps has determined pursuant to the Endangered Species Act
of 1973, that the proposed project tivill have no Effect on federally listed endangered or,
threatened species or their formally designated critical habitat.
Evaluation
The decision whether to issue a permit will be based on an evaluation of the probable
impacts, including cumulative impacts, of the proposed. activity on the public interest.
That decision will reflect the national concern for both protection and, util,i.zation of
important resources. The benefit which reasonably maybe expected to accrue from the
proposal zxtust be balanced against its reasonably foreseeable detriments. All. factors
which may be relevant to the proposal, will be considered including the cumulative effects
thereof; among those are conservation. economics, aesthetics, general environmental
concerns, wetlands, historic properties, fish and wildlife values, flood hazards, flood plain
values (in accordance with Executive Ordez 1.1988), land use, navigation, shoreline
erosion and accretion, recreation, water supply anal conservation, water, quality, energy
needs, safety, food and fiber production, mineral needs, considerations of property
owncrsh,ip, and, in general, the needs and welfare of the people. Fo,r. activities involving
the discharge of dredged oz fill materials in waters of the United States, the evaluation. of
the impact of th.e activity on, the public interest will. include application of the
Environmental Protection Agency's 404(b)(1) guidelines.
Comrraentiug Int'ormation
The Corps is soliciting comments from the public; Federal, State and local agencies and
officials; Indian Tribes arid. other interested parties in order to consider and evaluate the
impacts of this proposed activity. Any eorzrmcnts received. will be considered by the
Corps to detenm~ine whether to issue, modify, condition or deny a permit for this proposal.
To make thus decision, comments are used to assess impacts on endangered species,
historic properties, water quality, general environnxental effects and the other public
interest factors listed abovE. Comments are used in the preparation of an Environmental
Assessment (EA) and/or an Environmental Impact Statement (EIS) pursuant to the
National Environmental. Policy Act (NBPA). Comments are also used to determi.zrc the
,need for a public hearing and to determine the overall public interest of, the proposed
activity.
4

An.y person may request, in writing, tivitl~in the comment period specified in this not,i.ce,
that a public hearing be held to consider the application. Requests for public hearings
shall state, wi,ih particularity, the reasons for holding a public ,hearing. Requests for a.
public hearing shall be granted, unless the District Engineer determines that the issues
raised are insubstantial or there is otherwise no valid inter-est to be served by a lxearing.
ti'Vritten comments pertinent to the proposed work, as outlined above, will be received
by tine Corps of Engineers, Wihningtorz District, until Spzn, July 1.4, ?00~. Comrnen.ts
should be submitted to Andrea Wade, 6508 Falls of the Neuse Road, Suite 120, Raleigh.,
North Carolina 27615.
n
n
5

PRO.iFCT LOCATiON/USGS
TOFOGRAPiiIC ]\1.11' Guilford Cminty, NC
~lID # ZOOIZOG68 une 14, 2005
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rUD # 200120668 Guilford County, NC
Pcnnyhyrn a[ hfaryllciQ tune l4, :ODS
131$ Greensboro Road rirQure 4 o(d
Ili~h Point, North Carolina 27250
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/ PEPLY TO
- - -- - ATTENTION CF
Regulatory Division
Action ID No. 200120665
DEPARTMENT OF THE ARh1Y
WILMINGTON DISTRICT, CORPS OF ENGINE!=RS
P.O. BOX t©90
WILMINGTON, NORTH CAROLINA 29402-1890
August 3, 2005
Pennybyrn at Maryfield
Attn: Sister Lucy Hennessy
1315 Greensboro Road
High Point, North Carolina 27260
Dear Sirs:
j . _ --~
\-`
Reference is made to the application of Apri16, 2005, submitted on your behalf by Ms.
Denise Poulos of ECS-Southeast, LLC; for a Department of the .ann.y Permit to authorize the
proposed placement of fill material. into a total of 506 linear feet of stxeaxn channel, and 0.09-acre
of riparian wetlands adjacent to Deep Creek. in the Cape Fear River Basin, associated with. the
expansion of the Pennybyz-n at Maryf eld retirement community property, in 1-iigb Point, Guilford
County, North Carolina.
After review of your proposal, the North Carolina Department of Cultural Resources, State
T~istoric Preser~-ation Office (SHPO), provided. comments by the enclosed letter dated July 7,
200, and received in our office July 1. S, ?005, concerning the project's potential impacts to areas
of historical or architectural importance. Specifically, the letter refers to the Jamestown Historic
District, located along Crreensboro Road, from Matthews to Jamestown, including the Harper
mouse at 12.14 Greensboro Road, ihe,ti'~elch House at 1212 Cxreensboro Road, the ~~~~.
Upholstery Comp~v at l 101-1105 Greensboro Road, the~Peti»y Mansion at_13,~.7.Greensboro
Road and the Orville Willard House at 1000 Greensboro Road, in High Point, Guilford County,
North Caxohna. Pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Sectio7~ 1,06
codified at 36 C1:R Part 800, any proposed activities that require federal involvement and which
may affect historic properties, are subject to review by the State Historic Preservation. Off ce.
Please review the enclosed comment letter and contact Renee Gledhill-Larley for fitrther
information.
Comments were also received from the North Carolina Wildlife Resources Commission
(NCWRC) by letter dated Jwie 27, Z00~ (copy enclosed). The letter raised concerns regarding
the project's potential impacts to fish and wildlife resources, and suggested several measures to
.further reduce the impact of the proposed work. Specifically, the letter objected to the proposed

mitigation plan for impacts to streams and ~~ctlands associated with the expa»sion of the
retirement facility. VVe arc forwarding topics of both Letiers for your review and consideration,
and request that you respond. to this office, in writing, on or before August'9, ?005.
Should you have any further questions related to DA permits for this project, please contact
Mr. Todd TugtvelJ at 919-fi76-8441, extension 26.
Sincerely,
V vi~
,lean. B. 1~1an clc
Chief, Raleigh Regulatory
Field Office
Enclosures
Copy Furnished (with enclosures):
Ms. Denise Poulos
ECS-Southeast, L7 C
6909 International. Drive, Suite 103
Greensboro, NC 27409

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blichrcl i'. ~aclcy, Go'~cmor
Iashcch C, L~-ans, S:ccctuy
Jcfc:cy J, C:o~r, Deputy See:eeu}•
Jul}• 7, Zoos
Andxea Wadc
Army Corps of Fzlgi.neezs
6508 Falls of the Neuse Road
Suite 120
Raleigh, NC 7615
Offcc of Arclu~•c9 and Hiacory
Di~7sion of Hic[orical Resources
Da~;d Brook DirceNr
Re: Pennt•byrn at.,lfzryfield, Corps Action ID ,~20012066g, 1315 Greensboro Road, High Point;
Guilford Count, ER 05-1343
Dear Ms. ~x7ade:
~"le have conducted rcti-iewed the of the proposed undertal.7zlg and have located the following National
Register -listed or National Register-cliigiblc properties, within or adjacent to the proposed project area.
• GF 10 NR Jamestown Historic District, along Greensboro Road, from Mathews to
J~trl~sto~,-n
• GF 620 DOE, SL Harper House, 1214 Greensboro Road
+ GF 1190 DOE, SZ, `Velch House, 1212 Greensboro Road
+ GF1222 DOE I~fodern Upholstery Co. 1101-1105 Greensboro Road
• GI^ 1232 DOL, SL Penn}~ IVlansion, 1315 Greensboro Road
• G.l~ 1260 DOT:' Orville Willard House, 1000 G.tecrzsboro Road
The project as outlined could ha~-e an ads erse effect on the above-mentioned histoae properties and distxict.
The planned acti~*ities aze, therefore, subject to Section 106 of the National Historic Preser~-ation Act and the
regulations of the Advisory Council on Historic Preservation.
To cornptcte our review, and to help us better understand the possible effect of the proposed undextakitlg; we
will need to review a developed site plans. ~~c :c`ill. complete our review upon receipt or" this information.
The above comments ate zzlade pursuant to Section 106 of the National Historic Prescnation Act and the
1ldvisoLy Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
P;Jrt 300.
Location blaiGn~ Addre~a TCIc~60nC~Fu
,1DARNISZItn2'ION 5~~7 N. IIlounc Scr_cr, Ralci~h NC +617 Mad $crvce Crnr_r, Rnlcihh NC ?.7G^9-~h:17 (919)733.17LJ/733-aG~J
~CjOR4TION 515 TJ. 3lounr $rrcc4 Fulti~ NC 4617 Mail .r)ttrice Ccntcr, A.yciFh D]C 27G19wL17 [phone]; 715~I?O1
SLtFtVL•1' & PL4.~NiNG . t3 CJ. Blounr Sm-ct F..il_igh. NC ~L77 7`.f>il Scrricc lrnmr, ^nal_i,~1~ :JC ~7C,59-~1 ; (919)7.i3.6545,`715.a,°nl
North Carolina Department o£ Cu_ltuxal Resources
State Historic Preservation Office
pcrcr 1}. $and6alti A2rninicrrnror

Thant: you for your, cooperation and consideration. If you have questions coneerzzing the above cotnmcnt,
conr.3ct Renee Gledhill-Earley, environmental review coordinator, at 919-733-4763. In all futuze
cotrirnunication concerning this project, please cite the above referenced cracking number.
Sincezely,
Pete.t Sandbeck

a~~~
JUN ~ ° 200
Ri;GL'L~1'iGP.I : IELD OFr. iCE
(~ Noah Carolina Wi~d~ife Resources Comm~.xssion
Richard B. Hamilton, E~cecutive Director
MEMORAN-DIJ1~1
TO: Ms. Andrea CVade, Raleigh Regulatory >~icld Office
U.S. Army s of Engineers
FROM: khan L. Bryant, Pi motrt Recion Coordinator
Habitat Conservation Program
DATE: 27 June 2005
SUBJECT: Public Notice for Pennybyrn at Maryfield for Construction of Pennybym at ]kiaryfield
Retirement Community, Guilford County, North Carolina. Action ID No. 200120668
Biologists with the North Carolina Wildlife Resources Commission (NCVJRCI hsve re~lewed the
subject document and we are familiar with rho habitat values of the area. Ow comment; are provided in
accordance with provisions of tho Clean Water Act of 1977 (as amended), Fish and Wildlife Coordination
Act (48 Stat. 401, as amended; 16 U.S.C. 661-667d), and North Carolina General Statutes (G.S. 113-131
et seq.).
The applicant proposes to relocate and back,fill 506 linear feet of stream channel. The stream
channel will be diverted into a pipe that discharges to a stormwater systerrt. In addition, the project will
impact 0.09 acre of forested wetland outside the property boundary. The purpose of the project is to
expand an existing retirement community that will include construction of independent living apartments,
community center and associated parking lots and roadways. Three unnamed tributaries flow through the
northern boundary ofthe project site into wetlands adjacent to the City of High Point municipal reservoir.
The mitigation plan includes payment into the North Carolina Ecosystem Enhancement Program to
restore 7591inear feet of stream channel and 0.09 sere of riparian wetlands.
The City of High Point municipal reservoir is an impoundment of Deep River in the Capc Fear'
River basin. There arc records fer the state special concern Greensboro burrowing crayfish (Cambarus
catagir<s) near the project site. [#dditlonally, the reservoir supports a diverse fishery including largemouth
bass (Micropterus salmoides), crappie (Pomoxis spp.), sunfish (Lepomis spp.), catfish (Ictalurus spp.) and
striped bass (Mvrone sazatilrs}.
We arc concerned about downstream water quality and aquatic habitat. Scream. piping and
placin6 fill in aquatic resources can result in significant negative impacts to downstream areas and
eliminate fish and tivildlife habitat. Stream piping reduces the i~ltration of stormwater and associated
pollutants, as well as the dissipation of strearn energy. Piping a stream and placing it undcr~-ound
obviously removes both aquatic and terrestrial habitat. Likewise we hesitate to concur with the filling of
Mailing Address: Di~zsion of Inland Fisheries 1721 Mail Service Center Rsleig.~t, NC 27699-17?1
Telephone: [phone] Eas: [phone]

pa~c 2
27 ]uae 2005
PennybSTa at Maryficld
Action ID No. 200120668
wetlands due to their wildlife habitat value and the well-known beneficial functions that they provide for
flood control and water quality protection_ fn addition multiple studies have shown that stream
degradation occurs at 10% impervious (Schuelcr 1994; Arnold and Gibborv 1996; Dol! crt al. 2000;
hiallin et at. 2000; May~and Horner 2000; Stewart c~ al. 2000; Paui and Meyer 2001). Changes in land
use from a primarily forested area to an urban landscape may exacerbate channel degzadation and
sediment impacts to stream ecosystems due to increased stormwater runoff and elevated flooding.
~'Ve feel that compensatory mitigation should include payment into NCEEP for z; l wetland
restoration unless other mitigation measures (c. g., preservation of remaining wetlands within the
development) are proposed to be equivalent to 2:1. Additionally, mitigation for stream impacts should be
consistent with the compensatory mitigation. ratios outlined in The Stream Mitigation Guidelines (April
2003).
We will nvt object to the project provided the following conditions are incorporated into the
permit to reduce impacts to fish and wildlife resources.
1. To minimize additional stream impacts, while retaining some measure of wildlife habitat, we
recommend that a 100-foot undisturbed, native, forested buffer along perennial streams, and a 50-
foot buffer along intermittent strea.rns and wetlands. Maintaining undisturbed, forested buffers
along these areas will minimize impacts to fish and wildlife resources, water quality, and aquatic
habitat both within and downstream of the project arcs. In addition, wide riparian buffers are
helpful in maintaining stability of stream banks and for treatment of pollutants associated with
stormwatcT runoff. ~'Jhcreas, a grassed buffer, particularly fescue, is a vegetated buffer but will
not provide the necessary and highly valuablo functions as discussed for forested buffers.
2. VJe recommend that all remaining wetlands and streams on the site should be protected from
additional impacts by placing them in a permanezrt conservation easement to prohibit filling,
draining, flooding. and oxcavation.
3. lise bridges for all permanent road~v-ay crossings of streams and associated wetlands to eliminate
the nocd to fill and culvert, where practicable. Tf culverts must be used, the culvert should be
designed to allow passage of aquatic organisms. Generally, this means that tl~e culvert or pipe
invert is buried at 1eaet one foot below the natural streambed. if multiple cells arc required, the
second and/or third cells should be placed so that their bottoms arc at strcazzz banhfull stage. This
will allow sufficient water depth in the culvert or pip©during normal flows to accommodate
movements of aquatic organisms. If culverts are long and sufficient slope exists, baffle systems
arc recommended to trap gravel and provide resting areas for Fsh and other aquatic organisms. if
multiple pipes or cells are used, at least one pipe or box should be designed to remain dry during
normal flows to allow for wildlife passAge. In addition, culverts or pipes should be situated so
that no channel realignment or widening is required. widening of the stream channel at the inlet
or outlet of structures usually causes a decrease in water velocity causing sediment deposition that
will require future maintenance. ]! finally, ripmp should not bo placed on the strearnbed.
-t. To adequately prot~:ct streams, it is sug,,cested that impervious surfaco is limited to less than 10%,
Suggested examples to accomplish the <l 0% impervious goal aro using conventional designs at a
level of <10% impcrviousnese or using conservation clusters with higher densities, with dedicated
open space and other stormivuter control measures to mimic the hydrorraph consistent with an
impervious coverage of less than 10°io.
5. Locate sewers and other utilities as f;r away from creeks as functionally possible and minimize
Stredln CrOS51T1GS• I.t is prCferable that sewers be located outside the riparian buffer.

Page 3
27 Junc 200
® Pennyb}Tn at blary5eld
Action ID No. 200120668
6. We recommend that landscaping consist ofnon-invasive native species and LID technology.
using native species instead of ornamentals should provide benefits by reducing the need for
fertilizers, herbicides, and pesticides_ Additionally, native species should require less water.
Using LID technology in landscaping will not only help maintain the predevelopment hydrologic
regime, but also enhance the aesthetic and habitat value of the site.
7. Specialized efforts rind techniques are implemented to reduce sediment runoff from construction
activities. Escc~sive silt and sediment loads can have ntunerous detrimental effects tin aquatic
resources including destruction of spawning habitat, suffocation of eggs, and clogging of gills of
aquatic specios.
3. A mitigation plan should be submitted and approved before impacts occur.
Thank you for the opporitutity to comment on this project. i.f we can provide .further assistance,
please contact our office at [phone].
Literature cited
Arnold, C. L_, and C. J. gibbons. 1996. Impervious surface coverage--the emergence of a key
environmental indicator. Journal of the American Planning Association 62:243--258.
Doll, $. A., D. E. ~~"ist~-Frederick, C. Ivi. Buchner, S. D. Wilkerson, ~'V. A. Harman, and R. E. Smith.
® 2000. Hydraulic geometry relationships for urban streams throughout the piedmont of North
Carolina. Pages 299-304 in P. J. Wigington, Jr. and. R. L. Bcschta, eds. Proceedings of the
American Water Resources Association International Conference on riparian ecology and
management in multi-land use watersheds, Portland, Oregon.
l~lallin, M. A., 1C. E. ~l%iIliams, E. C. Esham, and R. P. Lok'e. 2000. Effect of human development on
bacteriological water quAlity in coastal watersheds. Ecological Applications 10(4):1.047-1056.
May, C. W. and R. R. Horner. 2000. The cumulative impacts of watershed urbanization ott strcam-
riparian ecosystems. Pages 281-286 in P. J. Wi~ington, Jr. and R. L. Bcschta, eds. Proceedings
of the American taster Resources Association International Conference on riparian ecology and
management in multi-land use watersheds, Portland, Oregon.
Paul, Ivl. J,, and J. L. Meyer. 2001. Streams in the urban landscape. Annt.ial Review of Ecology and
SVStematics 32:333-365.
Schaefer, T. 1994. The importance of imperviousness. Watershed Protection Techniques. ] (3):100-
111.
Stewart, J. S., D. M. Drnvnes, L. Wing, J. A. Wic~rl, and R. Bannerman. 2000. Influences of riparian
corridors on aquatic biota in agicultural watersheds. Pages 209-214 in P. J. Wigington, Jr. and
R. L. Bcschta, eds, Proceedings ofthe American Water Resources Association Intcrtiational
Conference on riparian ecology and management in multi-land use watersheds, Portland, Oregon.
cc: Cyndi karoly, DWQ

Q
ENGINEERING; CONSULTING SERVICES, L"I-D.
Geotechnical ° Construction Materials ° Ellvlf0111nental
August 9, 2006
Mr. 1-odd TuR~vell
U S Army Corps of Envincers
660S Falls of the Ncuse Road; Suite 120
Raleigh, North Carolina 276] 6
Reference: Request for Department of the Army Pelmil
Pennybyrn at 1\~Iaryfield- 1315 Greensboro Road
Guilford County, High Point, North Carolina
L-CS Project G-10515
Action ID No. 200120665
Deat I\~Ir. Tu,, vell:
This letter is in response to your August 3, 2005 correspondence providing comments from agencies
responding to Pennybyrn at 1\~iaryfield's request for a Department of the Army Permit to authorize the
proposed impact to 609 linear feet of stream channel and 0.09 acres of wetlands associated with an
expansion of the existing retirement/nursing faclllty 111 Hlgh POlnt.
In tltcir .July 7, 2005 letter, the State 1-iistoric Preservation Office (SI-lP0) identified six National Register-
listed or National Register-eligible properties in the vicinity of the proposed project area. The locations
of the properties identified by SIIPO are illustrated on the attached map. As shown on the map, the
nearest identified property is the Penny Mansion located at 1315 Greensboro Road. This property is
currently owned by Pennybyrn at 1\~Iaryficld and is used as a convent. This property is located
approximately 700 feet from the expansion area. ~'~~e have included for your review an Ol~erall Lcryout of
the Pennybyrn at Maryfield facility that shows the existing propert}~ and the proposed expansion.
Additionally, photographs taken from the Penny Mansion looking to«~ard the expansion area docwnent
the existing view. As you can see, the Nursing Home at Maryfield is currently in the line of sight of the
Penny Mansion. ~fhere will be no adverse impacts to the Penny Mansion associated with this project.
The other properties identified by SI-31'O are located more thou ],000 feet from the expansion area. These
properties will not be affected by the proposed expansion. It is our opinion that the properties identified
by SI-lP0 will not be affected by the expansion of the Pennybyrn at Maryfield facility,
In their .Tune 27, 2005 Memorandum, the North Carolina ~~rildlife Resources Commission objects to the
proposed mitigation plan) for impacts to streams and wetlands associated with the expansion. As shown
on the June 8, 2006 acceptance letter prepared by the North Carolina Ecosystem Enhancement Program
(NC EEP), mitigation will be provided at a 2:1 ratio for both wetland and stream impacts. The applicant
proposes mitigation at a 2:1 ratio for the proposed impact to approximately 0.09 acres of wetlands and the
proposed impact to 509 linear feet of stream channel. It is our opinion that the proposed mitigation is
adequate to compensate for the proposed impacts to wetlands and streams.

0,909 Intel national Drive, Suite 10.3 ° Greensboro, NC 27409 ° (3:i6) 856-7150 ° Fax (.3 6) 856-7160

Penr»•G,rr n ar Alar.rrcld- 131.1 Gr eerrsboro Road
Grril for d Corurn~, IIf~lr Poirrt, Aror rh Car vlhra
TC.S Project G-10515
:Jcrrorr ID Aro ?001'06GS
(tr,~usr 9, ?005
On behalf of Pennybyrn at Mayfield, I am requesting that the U_S ;~~I7ny Corps of Engineers issue the
Department of the Army Permit to authorize the proposed impacts to 0.09 acres of wetlands and to 509
linear feet of stream channel associated with the proposed expansion Your timely consideration of this
matter will be greatly appreciated. Please contact me at [phone] if you have questions or Require
addlilOllal inI01111at10]].
Smcerel}~,
I/NG><N1JlCRI1VG CONSULTING S)/RVIC)rS, LTll.
enise M. Poulos
Principal Scientist

D
ENGINEERING CONSULTING S)RVICI:S, LTL~.
Geotcchnical ~ Conshtu:tion Materials ~ Cnvironmental
A-1s. Renee Gledhill-L-arley
North Carolina Department of Cultural Resources
State Historic Preser~~ation Office
4617 Mail Service Center
Ralei~zh. North Carolina ?7699-1617
Reference: Pennybyrn at Maryfield
Corps Action ID f120012066S
1315 Greensboro Road
High Point, Guilford Cowity, North Carolina
L-R 05-1343
Dear Ms. Gledhill-L-axle}~:
August 9. ?00~
This letter is in response to the State I-Iistoric Presen~ation Office's (SHPO) July 7, 200 correspondence
pI'OVldlnr~+ COmlllents COIICCrning Petv~ybyrr at Maryfield's request for a Department of the Army Permit
to authorize the proposed impact to 509 linear feet of stream channel and 0.09 acres of wetlands
associated with an expansion of the existing retirement nursing facility in I-Iigh Point.
The State Historic Preser,~ation Office identified six National Register-listed or National Register-eligible
properties in the vicinity of the proposed project area. The locations of the properties identified by SI-IPO
are illustrated on the attached map. As shown on the map, the nearest identified property is the fenny
Mansion located at 131 Greensboro Road.. This property is currently owned by Pennybyrn at Maryfield
and is used as a convent. This property is located approximately 700 feet from the expansion area.. We
have included for your review an Ot~ernll Layout of the Pennybyrn at Maryfield facility that shows the
existing property and the proposed expansion.. Additional)}~, photographs taken from the Penny Mansion
looking toward the expansion area document the existing view. As you can see, the Nursing I-Iome at
Maryfield is currently in the line of sight of the Penny Mansion. There will be no adverse impacts to the
Penny Mansion associated with this project.
The other properties identified by SI-iI'O are located more than 1,000 feet from the expansion area. These
properties will not be affected by the proposed expansion. It is our opinion that the properties identified
by SHPO will not be affected by the expansion of the Pennybyrn al Maryfield facility.
Thant: you for your interest in this project. Please contact me at (336) 556-71 ~0 if you have questions or
require additional information.
Sincerely,
ENGIN>/LRING CONSULTING S)/RVIC>VS, LTD.
® ~,ll
Denise M Poulos, LSS
Principal Scientist
6909 International Drive, Suite 103 ~ GreenSboro, NC 27109 ~ (.336) 856-7150 ~ Fax (.336) 856-71('i0

5
'~
;,,; ,,_
t j.!.i- r
,_.
'''~1(
F ~: ~,
~_
r~reocrnr.~
Tune 8, 200
Alichacl Brarnc
Engineering Consulting 5crviccs,Ltd
C>909 International Drive, Suite 10.3
Greensboro, NC 27409
Project: Maryfic)d Retirement Ccntcr County: Guilford

The purpose of this lcttcr is to notify you that the North Carolina Ecosystem Enhancement Program (NC EL.P) is milling to
accept payment for impacts associated with the above referenced project Please note that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NC EEP will be approved.
This acceptance is valid for six months from the date of this lcttcr If we have not received a copy of the issued 404
I'ermit1401 Certification within this time frame, this acceptance will expire. It is the applicant's responsibility to scud
copies of the 404/401/LAMA permits to NC EEP. Onec NC EEP receives a cop} of the 404 Permit and/or the 401
Certification an invoice will be issued and payment must be made.
Based on the information supplied by you the impacts that will be mitigated arc summarized in the following fable.
River Basin Wetlands Stream Buffer Buffer
Cataloging (Acres) (Linear Feet) Zone 1 ZOPC
Unit (Sq. Fl.) (Sq. Ft.)
Ri Marian Non-Ri arian Coastal Marsh Cold Coo] Warm
Cape Fear O.IU 0 0 0 b77 0 0 0
03030003
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation for the permitted impacts
up to a 2: ] ratio, (buffers, Zone 1 at a 3:1 ratio and Zone 2 at a 1.5:1 ratio). The magnitude of the compensatory mitigation
will be as specified in the Section 404 Permit and/or 401 Water Quality Certification, and/or LAMA Permit. The mitigation
will be performed in accordance with the Memorandum of Understanding between the N C Department of Enviromnent and
Natural Resources and the U S Army Corps of Engineers dated November 4, 1998..
If you have any questions or aced additional information, please contact Carol Shaw at [phone]
Sincerely,
yVilliam D Gilmore, PE
Director
r:
cc: Cyndi Karoly, \'Jctlands/401 Unit
Todd Tugwell, USACOE -Raleigh
Darcy] Lamb, DWQ Regional Office -Winston-Salem
File
7Zn~to><~~~r~... ~~r,Gu,,.~rc~%~t9... P~OtectG~~ Du,>v' Sta.t~
II,~
~'q=
~dCDENR
North Carolina Ecosy: tern L'-nhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1657_ / 919-'715-0476 / wvrvr nceep n::l

®~~ aCOONTZ-BRYAi~T, P.C.
~~~Q Site Solutions from Concept to Construction
NURSING HOME AT MARYrIELD

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6909 International Drive o Suite 100 o Greensboro, NC 27409 0 [phone] v Fax [phone]

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Penny Mansion 1315 Greensboro Road
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Michael h. I:aslcy, Go~'crnor
l.isbcth C. Grans, Secretary
ICEIICV ~. C[O\V, UcPuty Secretary
August 22, 2005
Denise hI. Poulos, LSS
Principal Scientist
ECS, Ltd.
6909 International Drive, Suite 103
Greensboro, NC 27409
Office of Arcluccs and I Iisrory
Dieision of I [istorical Resources
David Brook, Director
Re: Pennybyrn at hlaryfield, Corps tlction ID # 200120668, 1315 Greensboro Road, High Point,
Guilford County, ER 05-1313
Dear GIs. Poulos:
Thank you for your letter of August 9, 2005, forwarding additional information concerning the above project.
Based on the photo documentation submitted, we now have a better understanding of the nature of the
existing development adjacent to the Penny Mansion, and believe the expansion of the existing retirement
facility is unlikely to affect the historic property. Furthermore, we also believe the proposed undertaking is
unlikely to affect any of the other historic properties, along Greensboro Road, identified in our July, 2005,
letter. We therefore have no comment
The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the
Advisory Council on Historic Preservation's Regulations for Compliance with Section 106 codified at 36 CFR
Part 800.
If you have questions concerning the comments, please contact Renee Gledhill-Early, environmental review
coordinator, at 919-733-4763. In all future communication concerning this project, please remember to cite
the above-referenced tracking number.
Sincerely, ' n n
°tcr B. Sandbeck `-``~C -~Y,.
cc: Andrea Wade, ACOE
r:
I~lorth Carolina Departrnent of Cultural 1Z~esources
State Historic Preservation Office
1'ctcr 13. San~Ueck, ildminiantor
Location mailing Address Telephone/Fax
AD1fINI5TRATION 507 N. Blount Strcct, Raleigh NC 4617 titail Scnice Ccntcr, R:ilcigh NC 27699-4617 [phone]/733-8653
RESTORATION 515 N. Blount Strcct, Raleigh NC 461 i h(ail Screiec Ccntcr, Raleigh NC 27699-4G 17 [phone]/715-4801
SURVEY & PLANNING 515 N. Blount Street, Raleigh, NC 4617 Mail Scniee Ccntcr, Raleigh NC 27699--4617 [phone]/715-4801

ENGINGERING CONSUL;1'ING SERVICES, LTD..
CJCOtCChnICAI ° Construction Materials ° I~IIVIIY)n111Cntal
D
April =~, 3005
-~~-C~- ndi Karoly
North Carolina Division of \'Jaicr Quality
?321 Crabtree Boulevard
Suite ?50
Raleigh, North Carolina 3760=1-??60
Reference: Request for 401 ~'~'ater Quality Certification
Pennybyrn at Nlarytield
13 ] ~ Greensboro Road
Guilford County, I-Iigh Point, North Carolina
I;CS Project G-10515
Dear Ms. Karoly:
Enclosed please find the permit application prepared on behalf of Pennybyrn at h~Iaryfield. The
purpose of this application is to request a 401 Water Quality Certification to authorize impacts to
506 linear feet of an unnamed tributary to the Deep River'/I-Iigh Point Lal:e. The impacts are
described in this letter and u~ the attached permit application
Pennybyrn at Maryfield is expanding their High Point campus with the construction of an
Independent Living & Community Center and associated parking lots and roadways. An
unnamed tributary to the Deep River originates at a spring house on the site and flows to the
north, northwest toward High Point Lal:e~ Wetlands and streams were delineated at the site by
Timmons in 200E Representatives of the U.S. Army Corps of Engineers (Action ID:
200120668) and the North Carolina Division of Water Quality (NCDV,'Q) have visited the site
and determined that the stream bas important aquatic function and that impacts to it will require
mitigation.
Approximately 506 linear feet of stream channel will be impacted by this development. The
sU-eam will relocated in a pipe and discharged into the proposed stornnvater management system.
Impacts to the stream have been reduced with the use of 3:1 side slopes and the proposed
construction of an underground parking garage.. Mitigation is proposed by payment to the NC
EL-P at a ] :1 5 ratio. A letter from the NC bEP indicating their willingness to mitigate the stream
impacts associated with this project is included with this application-
Thank you in advance for }your timely consideration of this matter. Please contact me at (336)
856-7150 if you have questions or require additional information
Sincerely,
1uNGIN1LI;RING CONSULTING SJLRVICI;S, LTD.
7 ~;,~
enrse M. Poulos, LSS
Principal Scientist
Attachments: Application for Department of the Arn)y Permit
$475.00 401 Water Quality Certification Fee
----- __
6909 International Drive, Suite 10 i ° Grec:nsbora NC 27109 ° (336) B.SG-7150 ° Fax (.33C) 856-7160

APr'LICATION FO^n DEFARTf~9C-NT OF THE ARf:91' PERIv"IT I Of.'IL~ APPROVAL fJD. 071D-0003
/.~3 GF/i.~.75/ Expires December 31, 2004
The Public burden for this collection of information is estirurted to aL~erarlc 10 h:~urs per r.~sponse although She majority of applir.ations should ____
require 5 hours or less This includes the time for reviewin17 instructions searching rr.isting tiota sources. gaheriny and maintaining the data nrude~
and completing and reviewing the coller.tion of informati; n lend comments ronnrdinn thls burden estimatn. or ^ny other aspect ei this collection o1
information. including suggestions for reducing this burden, to Department of Defr.nse, VJa;hinglon Headquarters Service Directorate of Information
Operations and Reports 121:1 .Jefferson Davis Highway. Suitt: 1204 Arlington VA ZZ202-4302; and to the Offic.c of P~4anagemcnt and L'udrlrt.
PapCrlV Url( Reduction Project (0710-0003) 1Nashington. DC 20$03 fiespondents should be awore that notwithstanding any other provision of lav:
no person shall be subject to any penalty for failing to comply with a collecticn of information if it does not display a currently valid Ofaf3 control
number. Please DO NOT RETURN your form to either of those oddresses Completed applications must be submitted to the District Engineer bovine
jurisdiction over the location of the proposed activity
PRIVACY ACT STATEMENT
Authorities: Rivers and liarbors Act. Seotion 10, 33 USC 403: Clean Water Act. Section 404. 33 USC 1344; Marine Protection .Research and
Sanctuaries Act. Section 103. 33 USC 1413 Principal Purpose: Information provided on this form will be used in evaluating the application (or
permit Routine Uses: This information may be shared with the Department of Justice and other federal, state. and local government agencies
Submission of requested information is voluntary however. i1 information is not provided the prrrnit application cannot be evaluated nor can a pern
be issued-
One s^_t of original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this
application (sec sample drawings and instructions) and be submitted to the District Engineer having jurisdiction over the locotion of the proposed
activity. An application that is net completed in full will be returned.
//TEA9S 1 THRU 4 TO 6E F/!LED 61' Tf/E GOFRSI __ _
1 APPLICATION IJO 2 FIELD OFFICE CODE 3 DATE RECLINED 4 DATE F,F'PLIC,~TIOfJ
1 COtv1PLETED

nrcnec RF/nr~t/ Tn RF F///Fr1 RV dPP//CANT
5 APPLICANTS NAhM1E /
.- ~TF_ i.` ~r,'G'/ ~/ r. _
'i;'/l'% ~;~ \~ © AUTHORIZ[D AGEtJT'S IJAIv1E AIJD TITLE /sn nc:•n; ii no/ io~ulicd~ _
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6 APPLICANTS ADDRESS
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9 AGENT'S ADDRESS
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7 APPLICANTS PHOIJE NOS VJ/AREA CODE _ _~ 10. AGEIJT S PHOIJE IJOS. VJ/AREA CODE

a Residence a Residence
b Business ~~vr, - ~ ~C -? ~ ~ -/-~ b Business~J~ - ~, L%9 - ?OG ?
11. STATEMENT OF AUTHORIZATION
,,~ .
I hereby authorize. ~>/" '-t 1 ~• r ~ i' /J~°'' /•~' - to act in my behalf as my agent in the processing of this applicatio
upon request. supplemental information In support of this permit application

//~
IJT'S SIGIJATURE~ DATE
V
NAME, LOCATIDPJ AND DESCRIPTION OF PROJECT OR ACTIVITY
1 2 PROJECT NAfv1E OR TI I LE Lee in~nucrmns/ ~ ~ r r-_ ~_
>rrL~~ ?^ (=1r= •tJ e~.~',.7-- /_!V l ,;,J C ~/ ~'J ` c~:. a yt! _ _ / ~~ .~i; / c' ; c;
13 NAME OF l'VATER[3ODY, IF f:IJOVJN ~r q.~pcca~/cl 14 PROJECT STREET ADDRESS /~/Dart/can4•/
(Ji1/tr}/>tr-J Yom(%3VIl~r?_' rU 7_.T-. `t, ~liJr/C
C-~}ic N F~,.t: r; ail ~ ~~
15 LOCATION OF PP,OJECT -
t ,r ~ ~r~,•i J,,
U!(__ FUG Lt C_laLt)% ( N l_- _ ~Zl/r•?~~ ^ r ~/~ ~'<"~(~~~'~%'
COUNTI' / STATE ~~/C~! '/ •l,C'~~ I
16 OTHER LOCATION DESCRIPIlOIJS IF CNOV/N ~s ce•ur:~r_:•:~as/
'v' j~--•~~~~'(~tfL,• ~ 1 ~If= C~ ~~~~ 7r3~. ~J rC~1
17 DIREC~1-IONS TO ThIE SITE ~;~Ci:•, i__~~:: .. '. ~ ->r_ C !t ... C t ~c F-vr':G`:-t,= « ~j U;_=:•(.rL'~" r Vic- = ;r
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LIJG r Uit1,4 434 ~ Jul ~~ 7 E[_~ITIOIJ :~F FFB 4.1 IS OF3SO1_ETE U'roponeni:

19 . Project Purpose /OesuiSe the rensan or purpose of d:e project see rnrl~~cJians/
S~.c. /tri3c. lT~ ~ S~E~T
USE t3LOCKS 20-22 IF DREDGED AND/OR FILL MATERIAL IS TO E3E DISCHARGED
20 Reason(s) for Discharge j",t~ ~r~~1~L=/Z TO ~7.~CIST,Q UCH r{1 /~ ~1N~FQ~,U I,~ ~j~ G.l fJr.VG ~l 'v~
CD%%l•:.r rxl ~ ~ CE,v~ ~.k ~~Q ~. r~G //-w.l~~ ~N.~ ~c'~~ 55 ~.o~-:r3~ ~l //
n~~ri f2 f i~C~.1 G~ l/ l 8 ~ y~'/~ cc ~ ~.~i~~ ~'_n Cp u,U ~~ 2 Fc~ ° o~= -5~,~c`fr~~i C L,~,cl~vt /
21. Type(s) of Material 8ein_q Dischar edr~nd the Amount of Each Type in Cubic Yards rR ~;-~ n ~ . r~ES
°- u~~ I.Jr! fsc F/l~ir/ ~,v/n, 5%~~~~e~/ Fl/(G~~/1_~r~c~ ~uGr~fs G23~ C ,
~~~~/~~c~s~ r nr~ ~c/<. ;~~ a. Cub ~c ~42~S o ~~ ~ /( c.~r// 13c ~/~C~ ~ lrv THE c. G.
~ __
22. Surface Area in Acres of Wetlands or Other Waters Filled /reeinrbvcdancl / r~-'E ~~E /L'O (~ETG/'~ ~ -S ~t rlL'G
b~S% ~~rl:r-r C~rTN/VC I t[,~l 1 /LG~,
rrrlF %~/~~ ~/j<°% C~ ~~cS ~,Cc3~cci, so G^ ~~( 1 ~ ,
b'/>'CL:~oc ~~ ~v(!~'~z.~j ~/9,~s ~!v' Dv,rl~ j,:-_vc,~ S W/Il ~F use'<a,
23 Is Any Portion of the Work Already Completel Yes__.__ f~ IF YES, DESCRIF3E THE COMPLETED WORK
24. Addresses of Adjoining Property Owners, Lessees, Etc., Wttose Property Adjoins the Waterbody (If more than can be entered here,
please attach a supplemental list)
S ~~ /~~~~1~ 5l/'~~j
25. List of Other Certifications or Approvals/Denials Received from other Federal, State or Local Agencies for V/ork Described in This Application,
nr_cr,rrv rvPG APPRrI\/DI mFNTIFICATION NUME3ER DATE APPLIED DATE APPROVED DATE DENIED
G:r7`~ OF~'/rG/f ~E~o~rNG ~GG, r~-GO~
por..;r- p~~,~~„~
~~,~~
26. Application is hereby made for a permit or permits to authorize the work described in this application. I certify that the information in this
application is complete and accurate. I further certify that I possess th u rity to unde ke the work described herein or am acting as the
duly autftorized agent of the applicant. n
< < ~o6S~
SIGt ?URE OF APPLI CANT ~ -j 51GNATU E OF AGENT AT
Tho application must ho signed by the parson who desires to undertake the proposed activity (applicant) or it may bo signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
18 U S C Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, ar covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or
fraudulent statements or representations or makes or uses any false writing or document knovJing same to contain any false, fictitious or
fraudulent statements or entry, shall be fined not more than S 10,000 or imprisoned not more than five years or both.

)!31oc1t lv. Nature ofActi~~if}'
Desa rplio~r nllnrparl.c
Pennybyrn at 1\'Iaryfield is expanding their High Point campus with the construction of an
Independent Living ~: Communit}~ Center and associated parking lots alld road~~'ays. An
Umlauted trlbutafV to the Dcep River originates at a spring house on the sire and flows to the
north, northwest toward Lligh Point Lal:c The site is located at 131 Greensboro Road in I-Ii~~h
POIItt 811d is being evaluated for development with an assisted living facility The site is located
adjacent to I-ligh Point L,al:e in the Randleman Lal;e ~?hatershed. ~'~tetlands and streams were
delineated at the site by I-imntons in 2001. Representatives of the U,S Arm}r Corps of I:.ngineers
(Action ]D: 2001206GS) and the North Carolina Division of ~'~rater Quality (NCD\'~~Q) have
visited the site and determined that the stream has important aquatic function and that impacts to
it will require mitigation..
Approximately 306 linear feet of stream channel «~ill be impacted by this development The
stream will relocated in a pipe and discharged into the proposed stornnvater managenent system..
The relocated steam and stormwater management system are illustrated on Figure G of 6. The
stream channel ~~~ill then be filled by the controlled placement of structural fill. The structural fill
will be obtained from cut areas of the project. The fill will be placed using grading equipment
including pans, bulldozers, dump trucks and bachhoes. Some areas may be bridged with the
placement of four foot deep lifis as recommended by the Owner's geoteclutical engineer.
Othenvise, fill will be placed In Cl~ltt inch lifts and compacted to a minimum 95% densih~ The
low end of the stream and the wetlands scar the lake will be protected by sedimentation fencing,
diversion ditches and sediment tr~lps_
Approximately GG linear feet of stream will be impacted by the construction of the Independent
Living & Community Center The east wing of the Independent Living and Community Center is
approximately GS feet wide where it crosses the stream. The east wing of the Independent Living
& Community Center will be approximately 24 feet above the elevation of the stream channel..
Approximately 220 linear feet of stream channel will be impacted by parking loss and access
drives The parkin; lots and access drives will be placed on approximately 9 to 1 S feet of
structural fill. Approximately 220 linear feet of stream will be impacted by fll slopes and yard
areas
Sformrrnler ~1.Iarra~emenl
The stream will be relocated by piping the flow into the proposed stonmvater system This
system will carry the flow 11or1It~'~'CSt around the Independent Living &Communit}~ Center
building. The stormwater system will discharge into a stonmvater management pond, which
meets the City of High Point's stormwater management requirements The pond will be located
on the west side of the Independent Living ~C Community Center building..
Site = 70. ] 9 Acres
L:xisting Built Upon Area = 9.14 Acres
Proposed I3uilt Upon Area = 1 1 .=1G Acres
Total Site Built Upon Area = 20 GO Acres
Impervious Area Percentage = ?9 3%
A11 of the proposed built upon area will be touted through the stotm«~atcr management pond;
additionally, portions of the existing built upon area will be routed through the stonntvater pond

I~locl: I.,. ;datrrre ob Activity' (p.?)
The pond has a sul face area of 19,00 square feet of 0 -14 acres with a nuiximum depth of 1 ~ feet
;~ total of ' ~ 40 acres shall he treated b5r storm~~'ater mann~rement
.~I]'Clldcnlce ~717CI i~llllll111LC7t1C171
The Independent I_.iving ~~ Comnn]nit~~ Center building ~~'as orignr<llly to be located on the
northwest side of the site on a peninsula that projects into City La1:e This area .vas above the
100 Fear hood plain and offered wonderful views of the lal:c. Ihr; cut and fill required to build
the building almost balanced within the northwest portion of the site ]-Iowever, a perennial
stream is located on this part of the site. The perennial stream floe's from off-site on the
soutl]~~~est side to the lake on the ~i~est side going northeast across the peninsula This would have
required filling <]pptoximately 800 feet of perennial stream This part of the site is now
designated as open space. to protect the stream and surrounding area,.
The Independent Living cC COI]]I11UI]]ty Center building was then located approximately in its
CllrlCnt pO51UOn ol] the sliC. Th15 r'egll11CS f1lllilg ~O6 lineal feet of stream channel.. This stream
originates at a spring on-site and is approximatel}~ 800 feet long.. In order to avoid additional
impacts to the stream, fill slopes were increased to 3:1 instead of the original ~:1 The ~:l slope
~~~as preferred to c-eatc paths near the lake and also takes into account the ability of the senior
citizens to negotiate around the grounds A lower level was added to the building to decrease the
amount of fill and the fill slopes around the building.. An underground pari:ing deer: was also
added to reduce the size of the parking lot and to slide the building south and away from City
Lal:e.
It is also important to note that 1\~laryfield has owned this land since 1947. The land was not
purchased to build new facilities Land has been purchased around Maryfield in order to add
assisted living cottages. I-Iowcver, the strean] being disturbed is located on the original property
Also, there were once a few buildings located at the head of spring and along the first ~0 feet of
stream channel.. The stlealn ~~~as routed thru manmade channels in these areas and piped for
crossing.. This length is included in the 50G linear feet of stream channel affected by the project.
Alitignliolr
In order to mitigate for the proposed impact to 50G linear feet of stream channel, the applicant
proposes payment to the NC L-EP on a 1:1 5 basis- A letter from the NC EL-P indicating their
acceptance of the mitigation requirements of the project is included with this application

131oc1: I9. I'r~oposerl Tirroject Prrr pose
Pennybyrn at 1v~lalyiicld was founded in 19=17 as a nonprofit corporation to piovidc housing and
lone term care for the elderly It cunentl}' operates a continuing; care rctiiement community
(CCRC) on its 71 acre campus in I-ligh Point The freilit}~ includes 1 l~ nursing beds, 10 homes
for the abed beds, ?) independent living (sin~,le farm]}~) housin~~ units and a conv-~nt that houses
me171berS of the Sp0115oi COII`~lc:gatl011.
Recognizin~z the challenges of contemporary care-giving at its aging campus and the threats of
new competition, the non profit corporation completed a str,ztc:gic plan. The plan confirmed that
the long term viability of the campus «•as threatened in the absence of proving a more robust.
contemporary continuum of care and updating existing facilities and services to better serve
current and prospective residents
The Owner underfoot; a comprehensive market study and hired a development team. The
resulting expansion and renovation program will include the construction of 131 new independent
}iving apartments, l b additional single family cottages, a community center. dining facilities,
business and recreational facilities and a rcconfigtiration, expansion and renovation of the
existing ffealth Care Center which houses assisted ]iving, dementia and skilled nursing residents..
The site plan and organization of the proposed buildings on the property reflect the `best use' and
programmatic adjacencies necessary for the effective operation of the CCRC,.
]t should be noted that when the propert}~ was purchased in 1947, this area was set aside for futwe
expansion needs The Owner does not have additional properties that would allow for an
alternative location to provide for this urgent need for adequate housing for the aging population
of the community.
It is anticipated that construction will be°In 111 AU~aLlst ?003 ~~'Ith cOlllpl~tIOn Sc]lellUlCd {Or' .)u11C
~~t)7
0

lsluch ?-t
1d.jaccnt l'tupcrt} (hcnctti
Pcnmhvrn at 1lar+tit•Id
lli~h I'uinl, Aotth Carolina
f~CS, Ltil. I'ru.jcct ~u. (;-tU;l
----
-
-
-~-----
-
^_v_'
_ __
On'ncr ~ ~
------- _
1lailin~Address _
_
_
_
_ ProtcrlvAddtcss _
\Villiam .l. a,td ;'lmic I I. havis _
~L'3 Penny Road, l li~~h loin NC 3T_(i0 _ _ _-
Bovcc 1.I. artd t\9an• Laura 1I. ~I-lt;t+~ur 1-10 1'cnm• Road, ! li~rh Point. NC_7?(i0
~ ---
Otis B. Durant
~ 1 13 1:cams Strcct. Jame town. NC 37252 ---_~-
Lonnie C. 1Villiarns, .l r. 609 Do~~+vood Ct.. I Iieh 1'uint. NC 27360
~ - ---~
Richard L. turd Dorothy J. Oliphant 6I7 Doc+vund Ct., l li,eh Point. 1~'C 37'_60 -
Dennis R. and i:athnn:l. I=irut 619 Do,nvood Circle. 1Ii!rh Point. NC'_73G0 ---
Ruth Ball:ud Il;rrvcv 621 Dofr++•ood Circle. I Iieh Puint, NC 27260 _
-
;lrthur Sa++~~cr..ir. 623 Do~~+vood Circle. Iii?~h Point, NC ?7360
-__ -- _
_
Albert B. and Irem C. Hazzard. Jr. ~ 625 Doe+vood Circle. Ilieh Point. NC 27360
Svniece L=. artd Barbara Ann Harinr_ton 627 Dorz+vood Circle, 13inh 1'oint_ NC 37260
Deborah L. Crc+vs 629 Dogwood Circle, l Iieh Point. NC 37?GO _
_
Ronald 1\'. and Janice L. Smith P.O. Bus 799,'I'riniq•, NC 37270 G3U Doe++'ood Circle
John Dalton hiu~hes 407 Furestdale Drive, Jamcstotcn. NC 27352 673 Doe++zutd Circle
C.C. Justice GSA Do;n+•ood Circle, lii~h Point_ NC 27260
IZ.A. Griffith Heirs c/o Ruth A. Griffith 6S7 Doe+vood Circle, Ili~h Point_ NC 27360
R.A. Griffith Heirs 6S7 Domvood Circle, Hieh Point, NC 27260
Robert J. Llewellyn 693 Doe+vood Circle, I-Iieh Point, NC Z72G0
Ilarold Ra}~ and Freda r. Clark T 1 Do~nvood Circle. Ili~h Point, NC 27360 _
Am~~ Elizabeth Iiewett T3 Deawood Circle, 1li~~h Point. NC 27360 _
?Milton Floyd and Kay ~4. Bames 790 Du,~+vood Circle, Hieh Point, NC 27260
Robert Rodney Stamey 7S1 Doe+vood Circle. 11igh Point NC 27260
Robert Rodney Starnt:y 7S] Dottwaod Circle, I-Iieh Point, NC 27260
Rabcrt L. Cttsev, Jr. 471 I I lickorv \l!oods Drive, Greensboro, NC 374 ] 0
1~]aeeie Elizabeth \Vood 704 Summit Road, Hieh Point. NC 2726> 801 Dogwood Circle
Doris 1+4or~rrt Crayton 6835 Cedar Square Road, Archdale, NC 27263 233 1t'illo+vood Drive
,~;rnetta Bro++'n and Nancy E. Smith 1537 Young Road, \Valnul Cove, NC 37032 233 1\!illo+vood Drive
Joseph P. Jarrell 101 I \\!iclaifTAvcnue, Hieh Point. NC 27262 10331\9artor Drive
Charles R., Harold T.. and Joseph P. Jarrell 401 Park Strcct. 1lieh Poini_ NC 27260 1033 Mtutor Drive
T&:C Associates, Inc. 146 Church Avenue, Hieh Point, NC 27262 1031 A9anor Drive
Emma A. Vaughn clo Strcct Club 1\lanar 1560 Sl:ect Club Road. I lit~h Point, NC 273G> 10371\9anor Drive
Eruna :1. \!auelut c/o Sheet Club A9anor ] AGO Sl:cet Club Road, hIi<~h Point. NC 272G~ 1023 1\9anor Drive
Emma A. Vaughn c/o Sl:ccl Club A4anor 1 S60 Sl:ccl Club Road, Hieh Point, NC 27265 1031 AJanor Drive
J.C. \Vatkins Heirs and Allen H. \\!atkins, Sr. P.O. I3os 1>j0. Hieh Point. NC 37261 214-220 14'illo+vood Drive
1Vilmer and Lois C. Price 1227 Grccnsboro Road. I-]itch Point, NC 27260
Margaret D. Davis 103 Penny Road, hlieh Point, NC 272G~
E.R. Davis, Sr. 103 Penny Road, Ilieh Point. NC 27265 ]07 Penny Road
Jerome P. and Judith ll. St. Louis 1 I 1 Penny Road, Hir_h Point. NC 27365
Elbert li. artd Rebecca 1`9. I3o+cm.m 1 13 Penm' Road. IJieh Point. NC 2736
1+]an~ticld, Inc. ]313 Grccnsboro Road. 1lir_h Point-NC 27260 11~ Penn}' Road _
_ _
1+]aryficld, Inc. ]315 Grccnsboro Road. ]Iieh Point, NC 27260 1 17 Penny Road
Afan•ficld. Inc. li I3 Grccnsboro Road. Hieh Point. NC 27260 121 Penny Road

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PERENNIAL
STREAM
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DESIGNED: DRAWN: CHECKED:
MJM MJM MJM P~~,~ FC~OP~TZ-BRYANT
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,
~~\® Engineers•Surveyors•Pl~nners•Scienlists
ATE: rao9 irrT~wunoN~. or:n>E, surre ioo P E ill i~ Y BYRi~I
3~2 ~ IOJ ;BEEN 30080, NORTH CMOLRlA 27~a0
~a~a)aoso2ao F~,xluo)aosozia CITY OF HIGH POINT
SCALE: ~t:n~;~~t:.hpnntcom GUILFORD COUNTY, N C
1" = 400' 1 ~~ = 40Q~ TOPOGRAPHIC AND
~
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"`= -" - = STREAM INFORMATION
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466 0 aoo aoo FIGURE 3 OF 6

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HEALTH CARE &
ADMINASTRATIVE
OFFICES
®~ ,
. . ;,~
DE5IGNEU: DRAWN: CHECKED:
h1Jh1 h1JM hiJDd ~~~~ KOONTZ-BRYANT
P
C
,
.
.
~~~Q Enylnecr,•Survegors•Plnnners•Scienlisls
~JATE: ecco urreruunor+a_ orzrvs, sums ioo
3 ~2, ~OJ OfiLLN50~R0, NORT/1 CM DLINA 274 Da
p~c) ao.-, ozoo F,sx {aco) eas-oz+o

SCALE:
,~~_ ~;~o~ ~" - goo'

JN: ,..,
~' • _ ~
~?:6n~ 400 800
0
M
_JI_o
WETLANDS /
NEW COMMUNITY /
COMMONS & f
WELLNESS CENTE~~~/~
WETLANDS
-Q.:
~~ 7,j~
io ii -.
~',ii
,~~--NEW MAINTENANCE
1' BUILDING
SPRING FED
STREAM
NEW HOME FOR THE
AGED ASSISTED
LIVING COGNITIVELY
IMPAIRED /DAYCARE /
THERAPY
PEf~INYBYRi~I
CITY OF HIGH POINT
GUILFORD COUNTY, N C.
PROPOSED SITE LAYOUT
FIGURE 5 OF 6

r~u
-~ ~ r7
~~ ~~~_ I WET DEl"EI~ITION POND (BMP) - J j-o ~
~~ Q % d
~~`, -V~ETLAt~~DS CITY LAKE
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~l / t, 1 ~ ~' ~ I ~ \ `\ ~ , t'~. THERAPY
DE5IGNED: DRAWN` `J.' CHECKED:
h1JM MJM MJh1 P~~© ~~~~'('~_B(~Y~~7'~ P•C
~~~~ Engineer>•Surveyars•Pl~nners•Scientisls
ATE: C K:31hf7iJ7t1Ai1CNAL D7Nc, SUIT[ 100 p EN NYBYRN
3!21105 GI2bGN50DIiD, N0177H CAftOLiNq n<ao
~aao) ces-ozao F~.x la:~a) aasaz~o C)Tl' OF HIGH POINT
k~,~k~antzbryun! qm
SCALE: GUILFORD COUNTY, N_C.
~~~= ~oo~ 1" = 200 PP.OPOSED LAYOUT WITH BMP At\JD
JN: ,~,,;-,-.~->~T~-;.~T~,,.>'~`=~ STORM'NATER SYSTEM
4606 0 200 aoo FIGURE G OF 6

pF Michael F. Easley, Govcmor
\O~ pG William G. Ross Jr., Secretary
~ ~ North Carolina Department of Environment and Natural Resources
r
> ~w,.. 4 4 ,.-1
0 "` ~ Alan W. Klimek, I'. E. Direetur
~~.~... Division of Water Quality
AUgUSt 8, 2OOS
DWQ Project # OS-0578
Guilford County
CERTIFIED nIAIL: RETURN RECEIPT REQUESTED
Sister Lucy Hennessy
Pcnnybyrn At Maryfield
131 S Greensboro Road
High Point, NC 27260
Subject Property: Pennybyrn At Maryfield; Guilford County
USACE Action ID. No. 200120668
REQUEST FOR MORE INFORItiIATION
Dear Sister Hennessy:
On June 1S, 2005, the Division of Water Quality (DWQ) received your application to impact 0.09 acre of
wetlands and SOG feet of streams to construct an expansion of the existing retirement community. The
DWQ has determined that your application was incomplete as discussed below. The DWQ will require
additional information in order to process your application to impact protected wetlands and/or streams on
the subject property. Therefore, unless we receive the additional information requested below, we will
have to move toward denial of your application as required by 1 SA NCAC 2H .OSO6 and will place this
project on hold as incomplete until eve receive this additional information. Please provide the following
information so that we may continue to review your project.
Additional L~formation Requested:
1. Major Water Supply Watershed Variance Request (Case #WSVOS-OS)
We have been advised that your request for a major watershed variance to disturb SSO feet of
stream buffers will be heard in a public hearing before the High Point City Council on August 1 S,
2005. If the request is approved by the High Point City Council, you will then need to proceed to
review by the NC Environmental Management Commission (EMC). We understand that you
hope to have your case reviewed during the EMC session scheduled for September 7, 2005.
Please note that the 401 Water Quality Certification cannot be issued until the variance is
approved by the EMC. Until that time, your application for 401 Certification will remain on
hold, and we will reactivate your project upon issuance of the variance. If the variance is not
approved by the City of High Point or the EMC, you will need to update your application
materials to reflect desibm and impact changes which may have been incorporated into your
project.
• o~~~
No~thCarolina
OI Ovcrsight/Express Itevicw Pcnnitting Unit ~/Z/Tfl!!'ll~e!f
1 G~0 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
F'honc: 919-733-1736 / FA\ 919-733-6393 / Intcmct: h~tp_; h'~;i,cnr.,aatc..nc_ u~ ncwctlaiul
An Equal Opportunity/Affirmative Action Employer - 50'i6 Recycled/10^,o Post Consumer Paper

01/06/2005 T[fU 8; 52 FAX
North Carolina
Department of Environment and Natural Resources
~~ ~:
Michael F. Easley, Governor ~'~°
William G. Ross Jr., Secretary ~~~
September 18, 2002
Mr. Edward DuI2ant
711 N. Courthouse Road
Richmond, Virginia 23236
Subject: Project: Maryfield Retirement Center:
County: Wake
The purpose of this letter is to notify you that the North Caralira `Netlands Restoration Program
(NCWRP) is.willing to accept payment for stream impacts associated with the subject project. Please
note that the decision by the NCWRP to accept the mitigation requirements of this project does not
assure that this payment will be approved by theU.S. Army Corps of Engineers and the N.C. Division
of Water Quality Wetlands/401 Unit. It is the responsibility of the applicant to contact these agencies to
determine if payment to the NCWRP for impacts associated with this project is appropriate.
This acceptance is valid for six months from the date of this letter. If we have not received a copy of
the issued 404 Pemut/401 Certiftcation within this time frame, this acceptance will expire.
Based on the information supplied by you in a letter dated September 9, 2002, the stream restoration
that is necessary to satisfy the compensatory ntigation requirements for this project is summarized in
the following table. The maximum amount of mitigation that the NCWRP will accept for this project is
also indicated in this table.
Stream
(linear feet) Wetland
(acres) Riparian Buffer
(ft2
Im zcts 677
Miti ation Maximum 1354
The stream mitigation will be provided as specified in the 401 Water Quality Certification
and/or Section 404 Permit for impacts associated with the subject project in Cataloging Unit 03030003
of the Cape Fear River Basin. The mitigation will be performed in accordance with the Memorandum
of Understanding between the N.C. Department of Environment and Natural Resources and the U.S.
Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Ron Ferrell at (919)
733-5208.
S' cerely,
Ronald E. enell,
Program Manager
cc: Cyndi Karoly, Wctlands/401 Unit
Todd Tlrgwell, USACOE
Jennifer Frye, WSRO
file
~joo7/oos
Wetlands Restoration Program 1619 Mail Service Center Raleigh, NC 27699-1619
(919) 733-520f3 Fax: [phone]

01/06/2005 Tt[U 8:51 FAX
North Carolina
Department of Environment and Natural Resources
'~ ~ p
r
Michael F. Easley, Governor °'~~' ,
William G. Ross Jr., Secretary ~~~~~
Apri123, 2003
Edward DuRant
Timmons Group
711 North Courthouse Road
Richmond, VA 23236
\~J
Subject: Project: Mayfield at Pennybyrn
County: Guilford
0005/009
The purpose of this letter is to notify you that tl~e North Carolina Wetlands Restoration Program (NCWRP) is
willing to accept payment for stream impacts associated with the subject project. Please note that the decision by
the NCWRP to accept the mitigation requirements of this project does not assure that this payment will be
approved by the U.S. Army Corps of Engineers and the N.C. Division of Water Quality Wetlands/401 Unit. It is
the responsibility of the applicant to contact these agencies to determine if payment to the NCWRP for impacts
associated with this project is appropriate.
This acceptance is valid for six months from the date of this letter. If we have not received a copy of the issued
404 Permid401 Certification within this time frame, this acceptance will expire.
Based on the information supplied by you in a letter dated April 16, 2003 the stream restoration that is necessary
to satisfy the compensatory mitigation requirements for this project is summarized in the following table. The
maximum amount of mitigation that the NCWRP will accept for this project is also indicated in this table.
Stream
(linear feet Wetlands Riparian
(acres Riparian Buffer
(ft2)
Im acts 677
Miti ation Maximum 1354
The stream mitigation will be provided as specified in the 401 Water Quality Certification and/or Section 404
Permit for impacts associated with the subject project in Cataloging Unit 03030003 of the Cape Fear River Basin.
The mitigation will be performed in accordance with the Memorandum of Understanding between the N.C.
Department of Environment and Natural Resources and the U.S. Army Corps of Engineers dated November 4,
1998.
If you have any questions or need additional information, please contact Carol Shaw at [phone].
Sincerely,
Ronald E. Ferre~
Program Manager
cc: Cyndi Karoly, Wetlands/401 Unit
Todd Tugwell, USACOE-Raleigh
Jennifer Frye, DENR Winston-Salem Regional Office
file
Wetlands Restoration Program 1619 Mail Service Center Raleigh, NC 27699-1619
[phone] Fax: [phone]

1~-
~~ t
--- Ecos stem
Y-
_.
PROGRAM
February 17, 2005
Michael T. Brame
Engineering Consulting Services, Ltd.
6909 h~ternational Drive, Suite 103
Greensboro, NC 27409
Project: Maryfield Retirement Center
County: Guilford
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NC EEP) is
willing to accept payment for stream impacts associated with the above referenced project. Please note that the
decision by the NC EEP to accept the mitigation requirements of this project does not assure that this payment
will be approved by the U.S. Army Corps of Engineers and the N.C. Division of Water Quality ~'Jetlands/401
Unit. It is the responsibility of the applicant to contact these agencies to determine if payment to the NC EEP for
impacts associated with this project is appropriate.
® This acceptance is valid for six months from the date of this letter. If we have not received a copy of the issued
40-1 Permit/401 Certification ~~~ithin this time frame, this acceptance will expire. It is the applicant's
responsibility to send copies of the 404!401 to NC EEP. Once NC EEP receives a copy of the 404 Permit and/or
the 401 Certification an invoice will be issued.
Based on the information supplied by you on the in lieu fee request form dated February I5, 2005, the stream
restoration that is necessary to satisfy the compensatory mitigation requirements for this project is summarized in
the following table. The maximum amount of mitigation that the NC EEP will accept for this project is also
indicated in this table.
Strewn
(linear feet) Riparian Wetlands
(acres) Non-Riparian Wetlands
(acres)
Im acts 677
Mitigation Maximum 1,354
The stream mitigation will be provided as specified in the 401 Water Quality Certification and/or Section 404
Permit for impacts associated with the referenced project in Cataloging Unit 03030003 of the Cape Fear River
Basin. The mitigation will be performed in accordance with the Memorandum of Agreement between the N. C.
Department of Environment and Natural Resources, the U. S. Army Corps of Engineers and the N. C. Department
of Transportation signed July 22, 2003.
R.P~StO{'(~ ... ~ ~ ... Pf'OtEGt ~ Ol~c.Y StGrt~
J
~~n
NGDENR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net

Michael Brame
Maryville Retirement Center
February 17, 2005
Page 2

If you have any questions or need additional information, please contact Carol Shaw at [phone].
Sincerely,
illiam D
Director
cc: Cyndi Karoly, Wetlands/401 Unit
Todd Tugwell, USACOE-Raleigh
Darryl Lamb, DWQ Regional Office-~'Vinston-Salem
File
n
®R.P~StO) G~~'~... ~ ~ ... PYDtLGt" ~ ORGY StGitP.
J
~. i~
Gilmore, PE

~+~n
NCDENR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net

b-
;;
I~~~~ ~~~~~.
_.. .,
PROGRAM
June 8, 2005
A~fichacl Brame
Enbincering Consulting Services, Ldd
6909 Intonational Drive, Suite 103
Greensboro, NC 27409
Project: Maryfield Retirement Center

County: Guilford
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NC EEP) is willing to
accept payment for impacts associated with the above referenced project. Please note that this decision does not assure that
the payment will be approved by the permit issuin ;agcncics as mitigation for project impacts. It is the responsibility of the
applicant to contact these agcncics to determine if payment to the NC EEP will be approved.
This acceptance is valid for six months from the date of this letter If we have not received a copy of the issued 404
Permit1401 Certification within this time frame, this acceptance will expire. It is the applicant's responsibility to send
copies of the 404/401/CAMA permits to NC EEP. Once NC EEP receives a copy of the 404 Permit and/or the 40]
Certification an invoice will be issued and payment must be made.
Based on the information supplied by you the impacts that will be mitigated arc summarized in the following table.
River Basin Wetlands Stream Buffer Buffer
Cataloging (Acres) (Linear Feet) Zonc 1 Zone 2
Unit (Sq. Ft.) (Sq. Ft.)
Ri arian Non-Ri arian Coastal Marsh Cold Cool Warm
Cape Fear 0.10 0 0 0 677 0 0 0
03030003
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation for the permitted impacts
up to a 2:1 ratio, (buffers, Zone 1 at a .3:1 ratio and Zone 2 at a 1.5:1 ratio). The magnitude of the compensatory mitigation
will be as specified in the Section 404 Permit and/or 401 Water Quality Certification, and/or CAMA Permit. The mitigation
will be performed in accordance with the Memorandum of Understanding between the N C Department of Environment and
Natural Resources and the U. S. Army Corps of Engineers dated November 4, ] 998.
If you have any questions or need additional information, please contact Carol Shaw at (919) 73.3-5205.
Sincerely,
' ~ 1,
William D. Gilmore, PE
Director
cc: Cyndi Karoly, Wetlands/401 Unit
Todd Tugwell, USACOE -Raleigh
Darryl Lamb, DWQ Regional Office -Winston-Salem
File
~~~
RP~S~"DYGGt~... ~ ~ ... PYDtP.ctr;~ Olf,Y State NCDEMR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / w~•rrv.nceep net

~~~~ KOONTZ-BRYANT, f~.C.
~~~~ Engineers • Surveyors • Planners • Scientists
September 1, 2005
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
Re: Pennybyrl at Maryfield
Ms. Karoly,
This letter and the attached information are for the review of the Pennybyrn Project. Pennybyrn
at Maryfield is located in High Point North Carolina at the intersection of Greensboro and Penny
Road. As part of the City of I-Iigh Point's approved stream buffer variance and 15% slope
variance, we are now treating all proposed impervious areas flowing north into City Lake, in
addition to, treating existing impervious areas flowing to the North.
We are proposing to treat 3.49 acres of proposed impervious area in the East Wet Pond. We are
proposing to treat 594 of existing impervious area and 5.46 acres of proposed impervious area in
the West Wet Pond. These are just the impervious areas to each pond. The total areas are in the
attached calculations.
The calculations and supporting information are arranged in appendixes. Appendixes 1 thought
8 are for the West Wet Pond. Appendixes 9 through 16 are for the East Pond. Appendixes 17
and 18 arc for the storm pipe system. The hydraulic analysis has been checked as requested by
Mr. Sullivan. We believe that Mr. Sullivan was correct with his evaluation of the system and
where it failed. However when we updated and checked the information, the correction of angle
for the inlet and outlet pipes changed the head losses that the system no longer fails.
Appendix 1 is the calculations for pond surface area, volume, sediment storage, and flotation.
Appendix 2 is a summary of pre and post flows for the 10 and 100 year events. Appendix 3 is
the routing of the 10 year event through the pond showing total drawdown period of over 24
hours. Note that peak outflow occurs at 54 minutes. Appendix 4 is a chart for the 10 year event
routing. Appendix 5 is the routing of the 100 year event. Note the riser structure function as a
weir during the 100 year event; therefore, it is not submerged. Appendix 6 is a chart for the 100
year event routing. Appendix 7 is the pond drawdown using the 6 inch pond drain. Note that the
pond drains in less than 4 hours. Appendix 8 is the operation and maintenance agreement, which
is also located on the plans.
Appendix 9 is the calculations for pond surface area, volume, sediment storage, and flotation.
Appendix 10 is a summary of pre and post flows for the 10 and 100 year events. Appendix I 1 is
the routing of the 10 year event through the pond showing total drawdown period of over 24
hours. Note that peak outflow occurs at 56 minutes. Appendix 12 is a chart for the 10 year event
routing. Appendix 13 is the routing of the 100 year event. Note the riser structure function as a
weir during the 100 year event; therefore, it is not submerged. Appendix 14 is a chart for the 100
year event routing. Appendix 15 is the pond drawdown using the 6 inch pond drain. Note that
6909 International Drive o Suite 100 a Greensboro, NC 27409 0 [phone] v Fax [phone].
I

Pcnnybyrri at Maryfield
Page 2
the pond drains in less than 11 Hours. Appendix 16 is the operation and maintenance agreement,
which is also located on the plans.
Appendix 17 is the calculations for pipe sizing. Appendix 18 is the hydraulic grade-line
calculations for major pipe system going into the West and East Wet Ponds. If you require
additional information for review or have any concerns, please contact me immediately for
assistance.
Sincerely,
KOONTZ-BRYANT, P.C.
~~~ ~/`~~ ~~ i
Monte J. Mo eschi
G

s

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I'ro-jccl No. D~VQ (lo he~~roi~iclc~cl hip Dll~'O)

DIVISION Oh' ~VATCR QU~~LI'I'Y - 101 ~Vli'C DI;'CCN"PION BASIN WORIiS11EE'I'
DCVO Strn-mwater Management flan Review:
A complete stonnwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a rcyucst 1br additional
iufonnation and will substantially delay final review and approval of the pro-jeer.
L I'ROJEC'I' INy~~ORitiIA"LION (please complete the following information):
Project Name : f E~~~ ~V 1~ ~j~
Contact Person: ~~I'E ~~/t' oR.tISCH1' ('hone Nwttbcr. (336) CGS ~~20~
For projects with multiple basins, specify which basin this worksheet applies to: Esr ~f PDH ~
Basin Bottom Elevation ~ ~,,~D ft. (average elevation of the floor of the basin)
Pcnnanent Pool Elevation ~~. D ft. (elevation of the orifice invert out)
Temporary Pool Elevation ~S~f_D ft. (elevation of the outlet structure invert in)
Permanent Pool Surflce Arca ~ sy. ft.
4, 56 (water surface area at permanent pool elevation)
I~falnagl' Area ~7
Z ~. 2'( ae. (Olt-Site and Oft-S1tC di'alnagC t0 111C baSm)
Iittpel-VIOUS AI-Ca 11• ~~ 8e. (OIl-Slte and Ott-Slte dl'altlage t0 t11C balm)
Permanent 1'001 Volume ~~Sl 8 cu. ft (combined volume of main basin and forcbay)
Temporary Pool Volume ~,~, ~ 93 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume cu. 1t.
~D I6
(~
SA/DA used ,,
pp
~• 9V (surflce area to drainage area ratio)
Diameter of Ori17ce ,,3 in. (draw down orifice diameter)
IL RCQU[RLll ITGt11S C[ILCKLIST
The Collowing checklist outlines design requirements per the Storutwater Best Management Practices manual
(N.C. Depat-tmcnt of Environutent, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2I f . I OOS. Initial in the space provided to indicate the following design reyuirenteuts have
been ntet and supporting documentation is attached. 1/-a rc~yuirc°nrcatl has no! hec~n nrel, aNac•h nn et7~lauation nJ-
u~ht•. .
-~ The pennancut pool depth is between 3 and 6 feet (required minimum of 3 feet). ~~T ~~,~
Apttlicants Initials
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3: l . .2.3 ~~ S-T'~ CaNSTe A~r-'T~
~~ The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than ~: I is provided.
Vegetation to the pcrntanentpool elevation is specified.
An emergency drain is provided to drain the basin.
'fhe temporary pool draws down in 2 to 5 days.
~ The forebay volume is approximately equal to 20`% of the total basin voluntc.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
-1 A minimum 30-foot vegetative tiller is provided at the outletS~OpF.J 7a Sj~~
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O~~M plan.
Sethi-annual inspections arc specified in the O~CM plan.
A debris check is specified in the O~kM plan to be performed after every storm event.
/\ specific sedin~cnt clean-out bcnclunark is listed (elevation ur depth) in C)CM plan.
A responsible party is designated in the 0&M plan.
I~ORIv , ~VCi100 09/97 Page I of 1

u
(2) WEST POND COMPUTATION OF STAGE-STORAGE FUNCTION
r:
1 2 3 4 5 6 7 8
---------- --------------- -------------- ---------------
S -----------
Z ----------- ----------- ------
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL STAGE In S In Z Zest

---------- (sq ft)
--------------- (cu ft)
-------------- (cu ft)
--------------- (ft)
-----------
-----------
----------- (ft)
------
784 9535 0 0 0
785 13806 11671 11671 1 9.3648 0.0000 1.02
786 15243 14525 26195 2 10.1733 0.6931 1.99
787 16753 15998 42193 3 10.6500 1.0986 2.94
788 18360 17557 59750 4 10.9979 1.3863 3.92
789 20036 19198 78948 5 11.2765 1.6094 4.93
790 21724 20880 99828 6 11.5112 1.7918 5.98
791 23581 22653 122480 7 11.7157 1.9459 7.08
792 25459 24520 147000 8 11.8982 2.0794 8.23

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'~ est Wet Pond 10 Year Routing Table:
1 2 3 4 S 6 7 8 0 10 11
TRdE INFLOW STORAGE STAGE OUTFLOW 6ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (W'EIR) (ORIFICE) (cfs) (cfs) (c(s)
---
0 -
0.0 ---------
0.0 ---------
784.0 ------------ -
0.0000 ----------
0.0 ----------
0.0 -----------
0.0 --------------
0.0000 ------------
0.0 -
0.0
2 1.0 0 784.00 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
4 4.1 126 784.02 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
6 9.1 622 784.09 0.0395 0.3 0.0 0.0 0.0395 0.0 0.0
8 15.7 1708 784.21 0.0892 0.9 0.0 0.0 0.0892 0.0 0.0
10 23.5 3576 784.39 0.1320 2.2 0.0 0.0 0.1320 0.0 0.0
12 32.1 6377 784.62 0.1735 4.5 0.0 0.0 0.1735 0.0 0.0
14 41.2 10212 784.92 0.2144 8.1 0.0 0.0 0.2144 0.0 0.0
16 50.1 15126 785.27 0.2545 13.1 0.0 0.0 0.2545 0.0 0.0
18 58.4 21105 785.66 0.2937 19.8 0.0 0.0 0.2937 0.0 0.0
20 65.7 28079 786.11 0.3317 28.2 0.0 0.0 0.3317 0.0 0.0
22 71.6 35923 786.58 0.3681 38.2 0.0 0.0 0.3681 0.0 0.0
24 75.7 44467 787.07 19.0603 49.7 0.0 0.0 0.4027 0.0 18.7
26 77.9 51263 787.46 20.3686 59.2 0.0 0.0 0.4275 0.0 19.9
28 77.9 58162 787.83 21.5874 65.7 0.0 0.0 0.4507 0.0 21.1
30 75.9 64925 788.20 22.6961 71.2 0.0 0.0 0.4719 0.0 22.2
32 72.0 71315 788.54 23.6786 75.9 0.0 0.0 0.4908 0.0 23.2
34 66.3 77110 788.84 24.5230 79.9 0.0 0.0 0.5070 0.0 24.0
36 60.2 82120 789.09 25.2215 83.2 0.0 0.0 0.5205 0.0 24.7
38 54.7 86317 789.31 25.7866 85.8 0.0 0.0 0.5314 0.0 25.3
40 49.7 89786 789.48 26.2408 87.9 0.0 0.0 0.5402 0.0 25.7
42 45.1 92598 789.62 26.6012 89.5 0.0 0.0 0.5472 0.0 26.1
44 41.0 94822 789.73 26.8814 90.8 0.0 0.0 0.5526 0.0 26.3
46 37.2 96515 789.82 27.0921 91.7 0.0 0.0 0.5567 0.0 26.5
48 33.8 97733 789.88 27.2422 92.4 0.0 0.0 0.5596 0.0 26.7
50 30.7 98524 789.92 27.3390 92.9 0.0 0.0 0.5615 0.0 26.8
52 27.9 98931 789.94 27.3887 93.1 0.0 0 0 0.5625 0.0 26.8
54 25.4 98995:: 789.94 27.39$4 93.1 0:0 0.0 0.5626 0.0 26.8:
56 23.0 98750 789.93 27.3666 93.0 0.0 0.0 0.5620 0.0 26.8
58 20.9 98231 789.90 27.3032 92.7 0.0 0.0 0.5608 0.0 26.7
60 19.0 97466 789.87 27.2093 92.3 0.0 0.0 0.5590 0.0 26.7
62 17.3 96482 789.82 27.0880 91.7 0.0 0.0 0.5566 0.0 26.5
64 15.7 95304 789.76 26.9416 91.1 0.0 0.0 0.5538 0.0 26.4
66 14.3 93954 789.69 26.7725 90.3 0.0 0.0 0.5505 0.0 26.2
68 12.9 92451 789.62 26.5826 89.4 0.0 0.0 0.5468 0.0 26.0
70 11.8 90815 789.53 26.3735 88.5 0.0 0.0 0.5428 0.0 25.8
72 10.7 89061 789.45 26.1469 87.4 0.0 0.0 0.5384 0.0 25.6
74 9.7 87206 789.35 25.9040 86.3 0.0 0.0 0.5337 0.0 25.4
76 8.8 85262 789.25 25.6462 85.1 0.0 0.0 0.5287 0.0 25.1
78 8.0 83242 789.15 25.3744 83.9 0.0 0.0 0.5235 0.0 24.9
80 7.3 81159 789.04 25.0896 82.6 0.0 0.0 0.5180 0.0 24.6
82 6.6 79021 788.94 24.7926 81.2 0.0 0.0 0.5122 0.0 24.3
84 6.0 76839 788.82 24.4844 79.7 0.0 0.0 0.5063 0.0 24.0
86 5.5 74621 788.71 24.1654 78.2 0.0 0.0 0.5001 0.0 23.7
88 5.0 72376 788.59 23.8363 76.7 0.0 0.0 0.4938 0.0 23.3
90 4.5 70110 788.47 23.4977 75.0 0.0 0.0 0.4873 0.0 23.0
92 4.1 67830 788.35 23.1500 73.4 0.0 0.0 0.4806 0.0 22.7
94 3.7 65543 788.23 22.7937 71.6 0.0 0.0 0.4738 0.0 22.3
96 3.4 63253 788.11 22.4291 69.9 0.0 0.0 0.4668 0.0 22.0
98 3.1 60967 787.99 22.0566 68.0 0.0 0.0 0.4597 0.0 21.6
100 2.8 58688 787.86 21.6764 66.1 0.0 0.0 0.4524 0.0 21.2
102 2.5 56421 787.74 21.2888 64.2 0.0 0.0 0.4450 0.0 20.8
104 2.3 54169 787.62 20.8940 62.1 0.0 0.0 0.4375 0.0 20.5
106 2.1 51938 787.49 20.4922 60.2 0.0 0.0 0.4298 0.0 20.1
108 1.9 49729 787.37 20.0835 57.1 0.0 0.0 0.4221 0.0 19.7
110 1.7 47547 787.25 19.6680 54.0 0.0 0.0 0.4142 0.0 19.3
112 1.6 45393 787.13 19.2458 51.0 0.0 0.0 0.4062 0.0 18.8
114 1.4 43272 787.01 18.8169 48.0 0.0 0.0 0.3981 0.0 18.4
116 1.3 41184 786.89 0.3899 45.2 0.0 0.0 0.3899 0.0 0.0
118 1.2 41292 786.89 0.3904 45.4 0.0 0.0 0.3904 0.0 0.0
120 1.1 41386 786.90 0.3907 45
5 0
0 0
0 0
3907 0
0 0
0
122 1.0 41467 786.90 0.3911 .
45.6 .
0.0 .
0.0 .
0.3911 .
0.0 .
0.0
124 0.9 41536 786.91 0.3913 45.7 0.0 0.0 0.3913 0.0 0.0
126 0.8 41595 786.91 0.3916 45.8 0.0 0.0 0.3916 0.0 0.0

® ~'asl Wet Pond 10 Year Routing Table.
1 2 3 4 5 6 7 8 9 10 11
---
fIf,SE -- ----
INFLOV'J -----------
STORAGE --------
STAGE ------------
OUTFLOW -- -
f3Af2REL - - -
RISER
RISER
DRAIN HOLES i
SPILLWAY
DRAIN HOLES 2
'.min) (cfs) (cu ft) (fq (cfs) (cfs) (b'JEIR) (ORIFICE) (cfs) (cfs) (cfs)
------ -
128 --------
0.7 -----------
41644 ---------
786.91 ------------ -
0.3918 -----------
45.8 ---------
0.0 -----------
0.0 --------------
0.3918 ---- -
0.0
0.0
130 0.7 41684 786.92 0.3919 45.9 0.0 0.0 0.3919 0.0 0.0
132 0.6 41716 786.92 0.3921 45.9 0.0 0.0 0.3921 0.0 0.0
134 0.5 41741 786.92 0.3921 46.0 0.0 0.0 0.3921 0.0 0.0
136 0.5 41759 786.92 0.3922 46.0 0.0 0.0 0.3922 0.0 0.0
138 0.4 41771 786.92 0.3923 46.0 0.0 0.0 0.3923 0.0 0.0
140 0.4 41778 786.92 0.3923 46.0 0.0 0.0 0.3923 0.0 0.0
142 0.4 41780 786.92 0.3923 46.0 0.0 0.0 0.3923 0.0 0.0
144 0.3 41777 786.92 0.3923 46.0 0.0 0.0 0.3923 0.0 0.0
146 0.3 41770 786.92 0.3923 46.0 0.0 0.0 0.3923 0.0 0.0
148 0.3 41760 786.92 0.3922 46.0 0.0 0.0 0.3922 0.0 0.0
150 0.3 41746 786.92 0.3922 46.0 0.0 0.0 0.3922 0.0 0.0
152 0.2 41729 786.92 0.3921 45.9 0.0 0.0 0.3921 0.0 0.0
154 0.2 41710 786.92 0.3920 45.9 0.0 0.0 0.3920 0.0 0.0
156 0.2 41688 786.92 0.3919 45.9 0.0 0.0 0.3919 0.0 0.0
158 0.2 41663 786.91 0.3918 45.9 0.0 0.0 0.3918 0.0 0.0
160 0.2 41637 786.91 0.3917 45.8 0.0 0.0 0.3917 0.0 0 0
162 0.1 41609 786.91 0.3916 45.8 0.0 0.0 0.3916 0.0 0 0
164 0.1 41579 786.91 0.3915 45.7 0.0 0.0 0.3915 0.0 0.0
166 0.1 41547 786.91 0.3914 45.7 0.0 0.0 0.3914 0.0 0.0
168 0.1 41514 786.91 0.3913 45.7 0.0 0.0 0.3913 0.0 0.0
170 0.1 41480 786.90 0.3911 45.6 0.0 0.0 0.3911 0.0 0.0
172 0.1 41445 786.90 0.3910 45.6 0.0 0.0 0.3910 0.0 0.0
174 0.1 41408 786.90 0.3908 45.5 0.0 0.0 0.3908 0.0 0.0
176 0.1 41371 786.90 0.3907 45.5 0.0 0.0 0.3907 0.0 0.0
178 0.1 41333 786.89 0.3905 45.4 0.0 0.0 0.3905 0.0 0.0
180 1
0 41294 786
89 0
3904 45
4 0.0 0
0 0.3904 0.0 0.0
182 .
0.1 41254 .
786.89 .
0.3902 .
45.3 0.0 .
0.0 0.3902 0.0 0.0
184 0.0 41214 786.89 0.3901 45.2 0.0 0.0 0.3901 0.0 0.0
186 0.0 41173 786.89 0.3899 45.2 0.0 0.0 0.3899 0.0 0.0
188 0.0 41132 786.88 0.3897 45.1 0.0 0.0 D.3897 0.0 0.0
190 0.0 41090 786.88 0.3896 45.1 0.0 0.0 0.3896 0.0 0.0
192 0.0 41047 786.88 0.3894 45.0 0.0 0.0 0.3894 0.0 0.0
194 0.0 41005 786.88 0.3892 45.0 0.0 0.0 0.3892 0.0 0.0
196 0.0 40962 786.87 0.3891 44.9 0.0 0.0 0.3891 0.0 0.0
198 0.0 40918 786.87 0.3889 44.8 0.0 0.0 0.3889 0.0 0.0
200 0.0 40875 786.87 0.3887 44.8 0.0 0.0 0.3887 0.0 0.0
202 0.0 40831 786.87 0.3885 44.7 0.0 0.0 0.3885 0.0 0.0
204 0.0 40787 786.86 0.3884 44.7 0.0 0.0 0.3884 0.0 0.0
206 0.0 40742 786.86 0.3882 44.6 0.0 0.0 0.3882 0.0 0.0
208 0.0 40698 786.86 0.3880 44.5 0.0 0.0 0.3880 0.0 0.0
210 0.0 40653 786.86 0.3878 44.5 0.0 0.0 0.3878 0.0 0.0
212 0.0 40608 786.85 0.3876 44.4 0.0 0.0 0.3876 0.0 0.0
214 0.0 40563 786.85 0.3875 44.4 0.0 0.0 0.3875 0.0 0.0
216 0.0 40518 786.85 0.3873 44.3 0.0 0.0 0.3873 0.0 0.0
218 0.0 40473 786.85 0.3871 44.2 0.0 0.0 0.3871 0.0 0.0
220 0.0 40428 786.84 0.3869 44.2 0.0 0.0 0.3869 0.0 0.0
222 0.0 40382 786.84 0.3867 44.1 0.0 0.0 0.3867 0.0 0.0
224 D.0 40337 786.84 0.3865 44.1 0.0 0.0 0.3865 0.0 0.0
226 0.0 40291 786.83 0.3864 44.0 0.0 0.0 0.3864 0.0 0.0
228 0.0 40246 786.83 0.3862 43.9 0.0 0.0 0.3862 0.0 0.0
230 0.0 40200 786.83 0.3860 43.9 0.0 0.0 0.3860 0.0 0.0
232 0.0 40154 786.83 0.3858 43.8 0.0 0.0 0.3858 0.0 0.0
234 0.0 40109 786.82 0.3856 43.8 0.0 0.0 0.3856 0.0 0.0
236 0.0 40063 786.82 0.3854 43.7 0.0 0.0 0.3854 0.0 0.0
238 0.0 40017 786.82 0.3853 43.6 0.0 0.0 0.3853 0.0 0.0
240 0.0 39971 786.82 0.3851 43.6 0.0 0.0 0.3851 0.0 0.0
242 0.0 39926 786.81 0.3849 43.5 0.0 0.0 0.3849 0.0 0.0
244 0.0 39880 786.81 0.3847 43.4 0.0 0.0 0.3847 0.0 0.0
246 0.0 39834 786.81 0.3845 43.4 0.0 0.0 0.3845 0.0 0.0
248 0.0 39788 786
81 0.3843 43.3 0.0 0.0 0.3843 0.0 0.0
® 250 0.0 39742 .
786.80 0.3841 43.3 0.0 0.0 0.3841 0.0 0.0
252 0.0 39696 786.80 0.3839 43.2 0.0 0.0 0.3339 0.0 0.0
254 0.0 39651 786.80 0.3838 43.1 0.0 0.0 0.3838 0.0 0.0

'+~st Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9 10 11
IIt.tE INFLOW STORAGE STAGE OUTFLOW Dl.RREL RISER RISEf2 DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
min) (cfs) (cu ft) (fq (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)

256 -
0.0 - -
39605 ---------
786.79 ---- ------ -
0.3836 --- -----
43.1 ---------
0.0 - - ---
0.0 ---------------
0.3836 ------------
0.0
0.0
258 0.0 39559 786.79 0.3834 43.0 0.0 0.0 D.3834 0.0 0.0
260 0.0 39513 786.79 0.3832 42.9 0.0 0.0 0.3832 0.0 0.0
262 0.0 39467 786.79 0.3830 42.9 0.0 0.0 0.3830 0.0 0.0
264 0.0 39421 786.78 0.3828 42.8 0.0 0.0 0.3828 0.0 0.0
266 0.0 39376 786.78 0.3826 42.8 0.0 0.0 0.3826 0.0 0.0
268 0.0 39330 786.78 0.3825 42.7 0.0 0.0 0.3825 0.0 0.0
270 0.0 39284 786.78 0.3823 42.6 0.0 0.0 0.3823 0.0 0.0
272 0.0 39238 786.77 0.3821 42.6 0.0 0.0 0.3821 0.0 0.0
274 0.0 39192 786.77 0.3819 42.5 0.0 0.0 0.3819 0.0 0.0
276 0.0 39147 786.77 0.3817 42.5 0.0 0.0 0.3817 0.0 0.0
278 0.0 39101 786.77 0.3815 42.4 0.0 0.0 0.3815 0.0 0.0
280 0.0 39055 786.76 0.3813 42.3 0.0 0.0 0.3813 0.0 0.0
282 0.0 39010 786.76 0.3811 42.3 0.0 0.0 0.3811 0.0 0.0
284 0.0 38964 786.76 0.3810 42.2 0.0 0.0 0.3810 0.0 0.0
286 0.0 38918 786.75 0.3808 42.2 0.0 0.0 0.3808 0.0 0.0
288 0.0 38873 786.75 0.3806 42.1 0.0 0.0 0.3806 0.0 0.0
290 0.0 38827 786.75 0.3804 42.0 0.0 0.0 0.3804 0.0 0.0
292 0.0 38781 786.75 0.3802 42.0 0.0 0.0 0.3802 0.0 0.0
294 0.0 38736 786.74 0.3800 41.9 0.0 0.0 0.3800 0.0 0.0
296 0.0 38690 786.74 0.3798 41.8 0.0 0.0 0.3798 0.0 0.0
298 0.0 38645 786.74 0.3796 41.8 0.0 0.0 0.3796 0.0 0.0
300 0.0 38599 786.74 0.3794 41.7 0.0 0.0 0.3794 0.0 0.0
302 0.0 38554 786.73 0.3793 41.7 0.0 0.0 0.3793 0.0 0.0
304 0.0 38508 786.73 0.3791 41.6 0.0 0.0 0.3791 0.0 0.0
306 0.0 38463 786.73 0.3789 41.5 0.0 0.0 0.3789 0.0 0.0
308
310 0.0
0.0 38417
38372 786.73
786.72 0.3787
0.3785 41.5
41.4 0.0
0.0 0.0
0.0 0.3787
0.3785 0.0
0.0 0.0
0.0
312 0.0 38326 786.72 0.3783 41.4 0.0 0.0 0.3783 0.0 0.0
314 0.0 38281 786.72 0.3781 41.3 0.0 0.0 0.3781 0.0 0.0
316 0.0 38236 786.72 0.3779 41.2 0.0 0.0 0.3779 0.0 0.0
318 0.0 38190 786.71 0.3777 41.2 0.0 0.0 0.3777 0.0 0.0
320 0.0 38145 786.71 0.3776 41.1 0.0 0.0 0.3776 0.0 0.0
322 0.0 38100 786.71 0.3774 41.1 0.0 0.0 0.3774 0.0 0.0
324 0.0 38054 786.70 0.3772 41.0 0.0 0.0 0.3772 0.0 0.0
326 0.0 38009 786.70 0.3770 40.9 0.0 0.0 0.3770 0.0 0.0
328 0.0 37964 786.70 0.3768 40.9 0.0 0.0 0.3768 0.0 0.0
330 0.0 37919 786.70 0.3766 40.8 0.0 0.0 0.3766 0.0 0.0
332 0.0 37873 786.69 0.3764 40.8 0.0 0.0 0.3764 0.0 0.0
334 0.0 37828 786.69 0.3762 40.7 0.0 0.0 0.3762 0.0 0.0
336 0.0 37783 786.69 0.3760 40.6 0.0 0.0 0.3760 0.0 0.0
338 0.0 37738 786.69 0.3759 40.6 0.0 0.0 0.3759 0.0 0.0
340 0.0 37693 786.68 0.3757 40.5 0.0 0.0 0.3757 0.0 0.0
342 0.0 37648 786.68 0.3755 40.5 0.0 0.0 0.3755 0.0 0.0
344 0.0 37603 786.68 0.3753 40.4 0.0 0.0 0.3753 0.0 0.0
346 0.0 37558 786.68 0.3751 40.3 0.0 0.0 0.3751 0.0 0.0
348 0.0 37513 786.67 0.3749 40.3 0.0 0.0 0.3749 0.0 0.0
350 0.0 37468 786.67 0.3747 40.2 0.0 0.0 0.3747 0.0 0.0
352 0.0 37423 786.67 0.3745 40.2 0.0 0.0 0.3745 0.0 0.0
354 0.0 37378 786.66 0.3743 40.1 0.0 0.0 0.3743 0.0 0.0
356 0.0 37333 786.66 0.3741 40.0 0.0 0.0 0.3741 0.0 0.0
358 0.0 37288 786.66 0.3740 40.0 0.0 0.0 0.3740 0.0 0.0
360 0.0 37243 786.66 0.3738 39.9 0.0 0.0 0.3738 0.0 0.0
362 0.0 37198 786.65 0.3736 39.9 0.0 0.0 0.3736 0.0 0.0
364 0.0 37153 786.65 0.3734 39.8 0.0 0.0 0.3734 0.0 0.0
366 0.0 37109 786.65 0.3732 39.7 0.0 0.0 0.3732 0.0 0.0
368 0.0 37064 786.65 0.3730 39.7 0.0 0.0 0.3730 0.0 0.0
370 0.0 37019 786.64 0.3728 39.6 0.0 0.0 0.3728 0.0 0.0
372 0.0 36974 786.64 0.3726 39.6 0.0 0.0 0.3726 0.0 0.0
374 0.0 36930 786.64 0.3724 39.5 0.0 0.0 0.3724 0.0 0.0
376 0.0 36885 786.64 0.3723 39.5 0.0 0.0 0.3723 0.0 0.0
378 0.0 36840 786.63 0.3721 39.4 0.0 0.0 0.3721 0.0 0.0
380 0.0 36796 786.63 0.3719 39.3 0.0 0.0 0.3719 0.0 0.0
382 0.0 36751 786.63 0.3717 39.3 0.0 0.0 0.3717 0.0 0.0

'pest Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9 10 11
TI".1E INFLOW STORAGE STAGE OUTFLOVJ BARREL RISER RISEf2 DRAIN HOLES 1 SPILLWAY URAW HOLES 2
(min) (cts) (cu fi) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (c(s)
384 0.0 36706 786.63 0.3715 39.2 0.0 0.0 0.3715 0.0 0.0
386 0.0 36662 786.62 0.3713 39.2 0.0 0.0 0.3713 0.0 0.0
388 0.0 36617 786.62 0.3711 39.1 0.0 0.0 0.3711 0.0 0.0
390 0.0 36573 786.62 0.3709 39.0 0.0 0.0 0.3709 0.0 0.0
392 0.0 36528 786.61 0.3707 39.0 0.0 0.0 0.3707 0.0 0.0
394 0.0 36484 786.61 0.3705 38.9 0.0 0.0 0.3705 0.0 0.0
396 0.0 36439 786.61 0.3703 38.9 0.0 0.0 0.3703 0.0 0.0
398 0.0 36395 786.61 0.3702 38.8 0.0 0.0 0.3702 0.0 0.0
400 0.0 36350 786.60 0.3700 38.7 0.0 0.0 0.3700 0.0 0.0
402 0.0 36306 786.60 0.3698 38.7 0.0 0.0 0.3698 0.0 0.0
404 0.0 36262 786.60 0.3696 38.6 0.0 0.0 0.3696 0.0 0.0
406 0.0 36217 786.60 0.3694 38.6 0.0 0.0 0.3694 0.0 0.0
408 0.0 36173 786.59 0.3692 38.5 0.0 0.0 0.3692 0.0 0.0
410 0.0 36129 786.59 0.3690 38.5 0.0 0.0 0.3690 0.0 0 0
412 0.0 36084 786.59 0.3688 38.4 0.0 0.0 0.3688 0.0 0.0
414 0.0 36040 786.59 0.3686 38.3 0.0 0.0 0.3686 0.0 0.0
416 0.0 35996 786.58 0.3684 38.3 0.0 0.0 0.3684 0.0 0.0
418 0.0 35952 786.58 0.3682 38.2 0.0 0.0 0.3682 0.0 0.0
420 0.0 35908 786.58 0.3681 38.2 0.0 0.0 0.3681 0.0 0.0
422 0.0 35863 786.58 0.3679 38.1 0.0 0.0 0.3679 0.0 0.0
424 0.0 35819 786.57 0.3677 38.0 0.0 0.0 0.3677 0.0 0.0
426 0.0 35775 786.57 0.3675 38.0 0.0 0.0 0.3675 0.0 0.0
428 0.0 35731 786.57 0.3673 37.9 0.0 0.0 0.3673 0.0 0.0
430 0.0 356II7 786.57 0.3671 37.9 0.0 0.0 0.3671 0.0 0.0
432 0.0 35643 786.56 0.3669 37.8 0.0 0.0 0.3669 0.0 0.0
434 0.0 35599 786.56 0.3667 37.8 0.0 0.0 0.3667 0.0 0.0
436 0.0 35555 786.56 0.3665 37.7 0.0 0.0 0.3665 0.0 0.0
438 0.0 35511 786.55 0.3663 37.6 0.0 0.0 0.3663 0.0 0.0
440 0.0 35467 786.55 0.3661 37.6 0.0 0.0 0.3661 0.0 0.0
442 0.0 35423 786.55 0.3660 37.5 0.0 0.0 0.3660 0.0 0.0
444 0.0 35379 786.55 0.3658 37.5 0.0 0.0 0.3658 0.0 0.0
446 0.0 35335 786.54 0.3656 37.4 0.0 0.0 0.3656 0.0 0.0
448 0.0 35291 786.54 0.3654 37.4 0.0 0.0 0.3654 0.0 0.0
450 0.0 35247 786.54 0.3652 37.3 0.0 0.0 0.3652 0.0 0.0
452 0.0 35204 786.54 0.3650 37.2 0.0 0.0 0.3650 0.0 0.0
454 0.0 35160 786.53 0.3648 37.2 0.0 0.0 0.3648 0.0 0.0
456 0.0 35116 786.53 0.3646 37.1 0.0 0.0 0.3646 0.0 0.0
458 0.0 35072 786.53 0.3644 37.1 0.0 0.0 0.3644 0.0 0.0
460 0.0 35029 786.53 0.3642 37.0 0.0 0.0 0.3642 0.0 0.0
462 0.0 34985 786.52 0.3640 37.0 0.0 0.0 0.3640 0.0 0.0
464 0.0 34941 786.52 0.3638 36.9 0.0 0.0 0.3638 0.0 0.0
466 D.0 34897 786.52 0.3637 36.8 0.0 0.0 0.3637 0.0 0.0
468 0.0 34854 786.52 0.3635 36.8 0.0 0.0 0.3635 0.0 0.0
470 0.0 34810 786.51 0.3633 36.7 0.0 0.0 0.3633 0.0 0.0
472 0.0 34767 786.51 0.3631 36.7 0.0 0.0 0.3631 0.0 0.0
474 0.0 34723 786.51 0.3629 36.6 0.0 0.0 0.3629 0.0 0.0
476 0.0 34680 786.51 0.3627 36.6 0.0 0.0 0.3627 0.0 0.0
478 0.0 34636 786.50 0.3625 36.5 0.0 0.0 0.3625 0.0 0.0
480 0.0 34592 786.50 0.3623 36.4 0.0 0.0 0.3623 0.0 0.0
482 0.0 34549 786.50 0.3621 36.4 0.0 0.0 0.3621 0.0 0.0
484 0.0 34506 786.50 0.3619 36.3 0.0 0.0 0.3619 0.0 0.0
486 0.0 34462 786.49 0.3617 36.3 0.0 0.0 0.3617 0.0 0.0
488 0.0 34419 786.49 0.3615 36.2 0.0 0.0 0.3615 0.0 0.0
490 0.0 34375 786.49 0.3613 36.2 0.0 0.0 0.3613 0.0 0.0
492 0.0 34332 786.48 0.3612 36.1 0.0 0.0 0.3612 0.0 0.0
494 0.0 34289 786.48 0.3610 36.1 0.0 0.0 0.3610 0.0 0.0
496 0.0 34245 786.48 0.3608 36.0 0.0 0.0 0.3608 0.0 0.0
498 0.0 34202 786.48 0.3606 35.9 0.0 0.0 0.3606 0.0 0.0
500 0.0 34159 786.47 0.3604 35.9 0.0 0.0 0.3604 0.0 0.0
502 0.0 34116 786.47 0.3602 35.8 0.0 0.0 0.3602 0.0 0.0
504 0.0 34072 786.47 0.3600 35.8 0.0 0.0 0.3600 0.0 0.0
506 0.0 34029 786.47 0.3598 35.7 0.0 0.0 0.3598 0.0 0.0
508 0.0 33986 786.46 0.3596 35.7 0.0 0.0 0.3596 0.0 0.0
510 0.0 33943 786.46 0.3594 35.6 0.0 0.0 0.3591 0.0 0.0

® /Jest NJet Pond 10 Year Routing Table.
1 2 3 4 5 G 7 8 9 10 11
------ - -
T161E --------
INFLOW -----------
STORAGE ---------
STAGE ------------
OUTFLOW -
[3ARREL
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
(mIn) (cfs) (cu It) Qq (cfs) (cfs) (WEIR) (ORIFICE) (cls) (cfs) (cfs)
------
512 -------
0.0 --------
33900 -------
786.46 --------- -
0.3592 -------- -
35.5 ---------
0.0 -------
0.0 ----------
0.3592 -------- -
0.0
0.0
514 0.0 33857 786.46 0.3590 35.5 0.0 0.0 0.3590 0.0 0.0
516 0.0 33813 786.45 0.3588 35.4 0.0 0.0 0.3588 0.0 0.0
518 0.0 33770 786.45 0.3586 35.4 0.0 0.0 0.3586 0.0 0.0
520 0.0 33727 786.45 0.3585 35.3 0.0 0.0 0.3585 0.0 0.0
522 0.0 33684 786.45 0.3583 35.3 0.0 0.0 0.3583 0.0 0.0
524 0.0 33641 786.44 0.3581 35.2 0.0 0.0 0.3581 0.0 0.0
526 0.0 33598 786.44 0.3579 35.2 0.0 0.0 0.3579 0.0 0.0
528 0.0 33555 786.44 0.3577 35.1 0.0 0.0 0.3577 0.0 0.0
530 0.0 33512 786.44 0.3575 35.0 0.0 0.0 0.3575 0.0 0.0
532 0.0 33470 786.43 0.3573 35.0 0.0 0.0 0.3573 0.0 0.0
534 0.0 33427 786.43 0.3571 34.9 0.0 0.0 0.3571 0.0 0.0
536 0.0 33384 786.43 0.3569 34.9 0.0 0.0 0.3569 0.0 0.0
538 0.0 33341 786.43 0.3567 34.8 0.0 0.0 0.3567 0.0 0.0
540 0.0 33298 786.42 0.3565 34.8 0.0 0.0 0.3565 0.0 0.0
542 0.0 33255 786.42 0.3563 34.7 0.0 0.0 0.3563 0.0 0.0
544 0.0 33213 786.42 0.3561 34.7 0.0 0.0 0.3561 0.0 0.0
546 0.0 33170 786.42 0.3559 34.6 0.0 0.0 0.3559 0.0 0.0
548 0.0 33127 786.41 0.3557 34.5 0.0 0.0 0.3557 0.0 0.0
550 0.0 33085 786.41 0.3556 34.5 0.0 0.0 0.3556 0.0 0.0
552 0.0 33042 786.41 0.3554 34.4 0.0 0.0 0.3554 0.0 0.0
554 0.0 32999 786.41 0.3552 34.4 0.0 0.0 0.3552 0.0 0.0
556 0.0 32957 786.40 0.3550 34.3 0.0 0.0 0.3550 0.0 0.0
558 0.0 32914 786.40 0.3548 34.3 0.0 0.0 0.3548 0.0 0.0
560 0.0 32871 786.40 0.3546 34.2 0.0 0.0 0.3546 0.0 0.0
562 0.0 32829 786.39 0.3544 34.2 0.0 0.0 0.3544 0.0 0.0
564 0.0 32786 786.39 0.3542 34.1 0.0 0.0 0.3542 0.0 0.0
566 0.0 32744 786.39 0.3540 34.1 0.0 0.0 0.3540 0.0 0.0
568 0.0 32701 786.39 0.3538 34.0 0.0 0.0 0.3538 0.0 0.0
570 0.0 32659 786.38 0.3536 33.9 0.0 0.0 0.3536 0.0 0.0
572 0.0 32617 786.38 0.3534 33.9 0.0 0.0 0.3534 0.0 0.0
574 0.0 32574 786.38 0.3532 33.8 0.0 0.0 0.3532 0.0 0.0
576 0.0 32532 786.38 0.3530 33.8 0.0 0.0 0.3530 0.0 0.0
578 0.0 32489 786.37 0.3528 33.7 0.0 0.0 0.3528 0.0 0.0
580 0.0 32447 786.37 0.3526 33.7 0.0 0.0 0.3526 0.0 0.0
582 0.0 32405 786.37 0.3524 33.6 0.0 0.0 0.3524 0.0 0.0
584 0.0 32362 786.37 0.3523 33.6 0.0 0.0 0.3523 0.0 0.0
586 0.0 32320 786.36 0.3521 33.5 0.0 0.0 0.3521 0.0 0.0
588 0.0 32278 786.36 0.3519 33.5 0.0 0.0 0.3519 0.0 0.0
590 0.0 32236 786.36 0.3517 33.4 0.0 0.0 0.3517 0.0 0.0
592 0.0 32193 786.36 0.3515 33.4 0.0 0.0 0.3515 0.0 0.0
594 0.0 32151 786.35 0.3513 33.3 0.0 0.0 0.3513 0.0 0.0
596 0.0 32109 786.35 0.3511 33.2 0.0 0.0 0.3511 0.0 0.0
598 0.0 32067 786.35 0.3509 33.2 0.0 0.0 0.3509 0.0 OA
600 0.0 32025 786.35 0.3507 33.1 0.0 0.0 0.3507 0.0 0.0
602 0.0 31983 786.34 0.3505 33.1 0.0 0.0 0.3505 0.0 0.0
604 0.0 31941 786.34 0.3503 33.0 0.0 0.0 0.3503 0.0 0.0
606 0.0 31899 786.34 0.3501 33.0 0.0 0.0 0.3501 0.0 0.0
608 0.0 31857 786.34 0.3499 32.9 0.0 0.0 0.3499 0.0 0.0
610 0.0 31815 786.33 0.3497 32.9 0.0 0.0 0.3497 0.0 0.0
612 0.0 31773 786.33 0.3495 32.8 0.0 0.0 0.3495 0.0 0.0
614 0.0 31731 786.33 0.3493 32.8 0.0 0.0 0.3493 0.0 0.0
616 0.0 31689 786.33 0.3491 32.7 0.0 0.0 0.3491 0.0 0.0
618 0.0 31647 786.32 0.3489 32.7 0.0 0.0 0.3489 0.0 0.0
620 0.0 31605 786.32 0.3487 32.6 0.0 0.0 0.3487 0.0 0.0
622 0.0 31563 786.32 0.3485 32.5 0.0 0.0 0.3485 0.0 0.0
624 0.0 31521 786.32 0.3484 32.5 0.0 0.0 0.3484 0.0 0.0
626 0.0 31480 786.31 0.3482 32.4 0.0 0.0 0.3482 0.0 0.0
628 0.0 31438 786.31 0.3480 32.4 0.0 0.0 0.3480 0.0 0.0
630 0.0 31396 786.31 0.3478 32.3 0.0 0.0 0.3478 0.0 0.0
632 0.0 31354 786.31 0.3476 32.3 0.0 0.0 0.3476 0.0 0.0
634 0.0 31313 786.30 0.3474 32.2 0.0 0.0 0.3474 0.0 0.0
636 0.0 31271 786.30 0.3472 32.2 0.0 0.0 0.3472 0.0 0.0
638 0.0 31229 786.30 0.3470 32.1 0.0 0.0 0.3470 0.0 0.0

Y'~st Y'Jet Pond 10 Year Routing Table:
1 2 3 4 5 G 7 S 9 10 11
f If.1E INFLOW STORAGE STAGE OUTFLOVY BARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
rn~n) (cfs) (w ft) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (ctsl
-----
640 ---------
0.0 -----------
31188 ---------
786.30 ------------ -
0.3468 -----------
32.1 ---------
0.0 -----------
0.0 - ---
0.3468 -
0.0
0.0
642 0.0 31146 786.29 0.3466 32.0 0.0 0.0 0.3466 0.0 0.0
644 0.0 31104 786.29 0.3464 32.0 0.0 0.0 0.3464 0.0 0.0
646 0.0 31063 786.29 0.3462 31.9 0.0 0.0 0.3462 0.0 0.0
648 0.0 31021 786.29 0.3460 31.9 0.0 0.0 0.3460 0.0 0.0
650 0.0 30980 786.28 0.3458 31.8 0.0 0.0 0.3458 0.0 0.0
652 0.0 30938 786.28 0.3456 31.8 0.0 0.0 0.3456 0.0 0.0
654 0.0 30897 786.28 0.3454 31.7 0.0 0.0 0.3454 0.0 0.0
656 0.0 30855 786.28 0.3452 31.6 0.0 0.0 0.3452 0.0 0.0
658 0.0 30814 786.27 0.3450 31.6 0.0 0.0 0.3450 0.0 0.0
660 0.0 30773 786.27 0.3448 31.5 0.0 0.0 0.3448 0.0 0.0
662 0.0 30731 786.27 0.3446 31.5 0.0 0.0 0.3446 0.0 0.0
664 0.0 30690 786.27 0.3444 31.4 0.0 0.0 0.3444 0.0 0.0
666 0.0 30649 786.26 0.3442 31.4 0.0 0.0 0.3442 0.0 0.0
668 0.0 30607 786.26 0.3440 31.3 0.0 0.0 0.3440 0.0 0.0
670 0.0 30566 786.26 0.3438 31.3 0.0 0.0 0.3438 0.0 0.0
672 0.0 30525 786.26 0.3436 31.2 0.0 0.0 0.3436 0.0 0.0
674 0.0 30483 786.25 0.3435 31.2 0.0 0.0 0.3435 0.0 0.0
676 0.0 30442 786.25 0.3433 31.1 0.0 0.0 0.3433 0.0 0.0
678 0.0 30401 786.25 0.3431 31.1 0.0 0.0 0.3431 0.0 0.0
680 0.0 30360 786.25 0.3429 31.0 0.0 0.0 0.3429 0.0 0.0
682 0.0 30319 786.24 0.3427 31.0 0.0 0.0 0.3427 0.0 0.0
684 0.0 30278 786.24 0.3425 30.9 0.0 0.0 0.3425 0.0 0.0
686 0.0 30236 786.24 0.3423 30.9 0.0 0.0 0.3423 0.0 0.0
688 0.0 30195 786.24 0.3421 30.8 0.0 0.0 0.3421 0.0 0.0
690 0.0 30154 786.23 0.3419 30.8 0.0 0.0 0.3419 0.0 0.0
692 0.0 30113 786.23 0.3417 30.7 0.0 0.0 0.3417 0.0 0.0
694 0.0 30072 786.23 0.3415 30.7 0.0 0.0 0.3415 0.0 0.0
696 0.0 30031 786.23 0.3413 30.6 0.0 0.0 0.3413 0.0 0.0
698 0.0 29990 786.22 0.3411 30.6 0.0 0.0 0.3411 0.0 0.0
700 0.0 29949 786.22 0.3409 30.5 0.0 0.0 0.3409 0.0 0.0
702 0.0 29909 786.22 0.3407 30.5 0.0 0.0 0.3407 0.0 0.0
704 0.0 29868 786.22 0.3405 30.4 0.0 0.0 0.3405 0.0 0.0
706 0.0 29827 786.21 0.3403 30.4 0.0 0.0 0.3403 0.0 0.0
708 0.0 29786 786.21 0.3401 30.3 0.0 0.0 0.3401 0.0 0.0
710 0.0 29745 786.21 0.3399 30.2 0.0 0.0 0.3399 0.0 0.0
712 0.0 29704 786.21 0.3397 30.2 0.0 0.0 0.3397 0.0 0.0
714 0.0 29664 786.20 0.3395 30.1 0.0 0.0 0.3395 0.0 0.0
716 0.0 29623 786.20 0.3393 30.1 0.0 0.0 0.3393 0.0 0.0
718 0.0 29582 786.20 0.3391 30.0 0.0 0.0 0.3391 0.0 0.0
720 0.0 29541 786.20 0.3389 30.0 0.0 0.0 0.3389 0.0 0.0
722 0.0 29501 786.19 0.3387 29.9 0.0 0.0 0.3387 0.0 0.0
724 0.0 29460 786.19 0.3385 29.9 0.0 0.0 0.3385 0.0 0.0
726 0.0 29420 786.19 0.3383 29.8 0.0 0.0 0.3383 0.0 0.0
728 0.0 29379 786.19 0.3381 29.8 0.0 0.0 0.3381 0.0 0.0
730 0.0 29338 786.18 0.3379 29.7 0.0 0.0 0.3379 0.0 0.0
732 0.0 29298 786.18 0.3377 29.7 0.0 0.0 0.3377 0.0 0.0
734 0.0 29257 786.18 0.3375 29.6 0.0 0.0 0.3375 0.0 0.0
736 0.0 29217 786.18 0.3373 29.6 0.0 0.0 0.3373 0.0 0.0
738 0.0 29176 786.17 0.3371 29.5 0.0 0.0 0.3371 0.0 0.0
740 0.0 29136 786.17 0.3369 29.5 0.0 0.0 0.3369 0.0 0.0
742 0.0 29095 786.17 0.3367 29.4 0.0 0.0 0.3367 0.0 0.0
744 0.0 29055 786.17 0.3365 29.4 0.0 0.0 0.3365 0.0 0.0
746 0.0 29015 786.16 0.3363 29.3 0.0 0.0 0.3363 0.0 0.0
748 0.0 28974 786.16 0.3361 29.3 0.0 0.0 0.3361 0.0 0.0
750 0.0 28934 786.16 0.3359 29.2 0.0 0.0 0.3359 0.0 0.0
752 0.0 28894 786.16 0.3357 29.2 0.0 0.0 0.3357 0.0 0.0
754 0.0 28853 786.15 0.3355 29.1 0.0 0.0 0.3355 0.0 0.0
756 0.0 28813 786.15 0.3354 29.1 0.0 0.0 0.3354 0.0 0.0
758 0.0 28773 786.15 0.3352 29.0 0.0 0.0 0.3352 0.0 0.0
760 0.0 28733 786.15 0.3350 29.0 0.0 0.0 0.3350 0.0 0.0
762 0.0 28692 786.14 0.3348 28.9 0.0 0.0 0.3348 0.0 0.0
764 0.0 28652 786.14 0.3346 28.9 0.0 0.0 0.3346 0.0 0.0
766 0.0 28612 786.14 0.3344 28.8 0.0 0.0 0.3344 0.0 0.0

u`sl Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9 10
ilA1E UJFLOVJ STORAGE STAGE OUTFLO'~"J UARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
rnin) (cfs) (cu h) (h) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
768 0.0 28572 786.14 0.3342 28.8 0.0 0.0 0.3342 0.0 0,0
770 0.0 28532 786.13 0.3340 28.7 0.0 0.0 0.3340 0.0 0.0
772 0.0 28492 786.13 0.3338 28.7 0.0 0.0 0.3338 0.0 0.0
774 0.0 28452 786.13 0.3336 28.6 0.0 0.0 0.3336 0.0 0.0
776 0.0 28412 786.13 0.3334 28.6 0.0 0.0 0.3334 0.0 0.0
778 0.0 28372 786.12 0.3332 28.5 0.0 0.0 0.3332 0.0 0.0
780 0.0 28332 786.12 0.3330 28.5 0.0 0.0 0.3330 0.0 0 0
782 0.0 28292 786.12 0.3328 28.4 0.0 0.0 0.3328 0.0 0 0
784 0.0 28252 786.12 0.3326 28.4 0.0 0.0 0.3326 0.0 0 0
786 0.0 28212 786.11 0.3324 28.3 0.0 0.0 0.3324 0.0 0 0
788 0.0 28172 786.11 0.3322 28.3 0.0 0.0 0.3322 0.0 0 0
790 0.0 28132 786.11 0.3320 28.2 0.0 0.0 0.3320 0.0 0 0
792 0.0 28092 786.11 0.3318 28.2 0.0 0.0 0.3318 0.0 0.0
794 0.0 28053 786.10 0.3316 28.1 0.0 0.0 0.3316 0.0 0.0
796 0.0 28013 786.10 0.3314 28.1 0.0 0.0 0.3314 0.0 0.0
798 0.0 27973 786.10 0.3312 28.0 0.0 0.0 0.3312 0.0 0 0
800 0.0 27933 786.10 0.3310 28.0 0.0 0.0 0.3310 0.0 0 0
802 0.0 27894 786.09 0.3308 27.9 0.0 0.0 0.3308 0.0 0 0
804 0.0 27854 786.09 0.3306 27.9 0.0 0.0 0.3306 0.0 0.0
806 0.0 27814 786.09 0.3304 27.8 0.0 0.0 0.3304 0.0 0 0
808 0.0 27775 786.09 0.3302 27.8 0.0 0.0 0.3302 0.0 0 0
810 0.0 27735 786.08 0.3300 27.7 0.0 0.0 0.3300 0.0 0.0
812 0.0 27695 786.08 0.3298 27.7 0.0 0.0 0.3298 0.0 0 0
814 0.0 27656 786.08 0.3296 27.6 0.0 0.0 0.3296 0.0 0 0
816 0.0 27616 786.08 0.3294 27.6 0.0 0.0 0.3294 0.0 0.0
818 0.0 27577 786.07 0.3292 27.5 0.0 0.0 0.3292 0.0 0.0
820 0.0 27537 786.07 0.3290 27.5 0.0 0.0 0.3290 0.0 0.0
822 0.0 27498 786.07 0.3288 27.5 0.0 0.0 0.3288 0.0 0 0
824 0.0 27458 786.07 0.3286 27.4 0.0 0.0 0.3286 0.0 0.0
826 0.0 27419 786.07 0.3284 27.4 0.0 0.0 0.3284 0.0 0.0
828 0.0 27379 786.06 0.3282 27.3 0.0 0.0 0.3282 0.0 0 0
830 0.0 27340 786.06 0.3280 27.3 0.0 0.0 0.3280 0.0 0.0
832 0.0 27301 786.06 0.3278 27.2 0.0 0.0 0.3278 0.0 0.0
834 0.0 27261 786.06 0.3276 27.2 0.0 0.0 0.3276 0.0 0.0
836 0.0 27222 786.05 0.3274 27.1 0.0 0.0 0.3274 0.0 0.0
838 0.0 27183 786.05 0.3272 27.1 0.0 0.0 0.3272 0.0 0.0
840 0.0 27143 786.05 0.3270 27.0 0.0 0.0 0.3270 0.0 0.0
842 0.0 27104 786.05 0.3268 27.0 0.0 0.0 0.3268 0.0 0.0
844 0.0 27065 786.04 0.3266 26.9 0.0 0.0 0.3266 0.0 0.0
846 0.0 27026 786.04 0.3264 26.9 0.0 0.0 0.3264 0.0 0.0
848 0.0 26987 786.04 0.3262 26.8 0.0 0.0 0.3262 0.0 0.0
850 0.0 26948 786.04 0.3260 26.8 0.0 0.0 0.3260 0.0 0.0
852 0.0 26908 786.03 0.3258 26.7 0.0 0.0 0.3258 0.0 0.0
854 0.0 26869 786.03 0.3256 26.7 0.0 0.0 0.3256 0.0 0,0
856 0.0 26830 786.03 0.3254 26.6 0.0 0.0 0.3254 0.0 0.0
858 0.0 26791 786.03 0.3252 26.6 0.0 0.0 0.3252 0 0 0.0
860 0.0 26752 786.02 0.3250 26.5 0.0 0.0 0.3250 0.0 0.0
862 0.0 26713 786.02 0.3248 26.5 0.0 0.0 0.3248 0.0 0.0
864 0.0 26674 786.02 0.3246 26.4 0.0 0.0 0.3246 0.0 0.0
866 0.0 26635 786.02 0.3244 26.4 0.0 0.0 0.3244 0.0 0.0
868 0.0 26596 786.01 0.3242 26.3 0.0 0.0 0.3242 0.0 0.0
870 0.0 26557 786.01 0.3239 26.3 0.0 0.0 0.3239 0.0 0.0
872 0.0 26519 786.01 0.3237 26.2 0.0 0.0 0.3237 0,0 0.0
874 0.0 26480 786.01 0.3235 26.2 0.0 0.0 0.3235 0.0 0.0
876 0.0 26441 786.00 0.3233 26.2 0.0 0.0 0.3233 0.0 0.0
878 0.0 26402 786.00 0.3231 26.1 0.0 0.0 0.3231 0.0 0.0
880 0.0 26363 786.00 0.3229 26.1 0.0 0.0 0.3229 0 0 0.0
882 0.0 26325 786.00 0.3227 26.0 0.0 0.0 0.3227 0.0 0.0
884 0.0 26286 785.99 0.3225 26.0 0.0 0.0 0.3225 0.0 0.0
886 0.0 26247 785.99 0.3223 25.9 0.0 0.0 0.3223 0.0 0.0
888 0.0 26208 785.99 0.3221 25.9 0.0 0.0 0.3221 0.0 0.0
890 0.0 26170 785.99 0.3219 25.8 0.0 0.0 0.3219 0.0 0.0
892 0.0 26131 785.98 0.3217 25.8 0.0 0.0 0.3217 0.0 0.0
894 0.0 26093 785.98 0.3215 25.7 0.0 0 0 0.3215 0.0 0.0

bst Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9 10 11
------
i IP.1E ---------
UJFLO'VJ -----------
STORAGE ---------
STAGE ------------ -
OUTFLOW ----------
CiARREL -
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
:min) (cfs) (cu ft) (Il) (cfs) (cfs) (WEIR) (ORIFICE) (c(s) (cfs) (cts)
------
896 -------
0.0 --------
26054 ------
785.98 --------- -
0.3213 ---------
25.7 --------
0.0 --------
0.0 ----------
0.3213 ----------
0.0
0.0
898 0.0 26015 785.98 0.3211 25.6 0.0 0.0 0.3211 0.0 0.0
900 0.0 25977 785.98 0.3209 25.6 0.0 0.0 0.3209 0.0 0.0
902 0.0 25938 785.97 0.3207 25.5 0.0 0.0 0.3207 0.0 0.0
904 0.0 25900 785.97 0.3205 25.5 0.0 0.0 0.3205 0.0 0.0
906 0.0 25861 785.97 0.3203 25.4 0.0 0.0 0.3203 0.0 0.0
908 0.0 25823 785.97 0.3201 25.4 0.0 0.0 0.3201 0.0 0.0
910 0.0 25785 785.96 0.3199 25.4 0.0 0.0 0.3199 0.0 0.0
912 0.0 25746 785.96 0.3197 25.3 0.0 0.0 0.3197 0.0 0.0
914 0.0 25708 785.96 0.3195 25.3 0.0 0.0 0.3195 0.0 0.0
916 0.0 25669 785.96 0.3193 25.2 0.0 0.0 0.3193 0.0 0.0
918 0.0 25631 785.95 0.3191 25.2 0.0 0.0 0.3191 0.0 0.0
920 0.0 25593 785.95 0.3189 25.1 0.0 0.0 0.3189 0.0 0.0
922 0.0 25555 785.95 0.3187 25.1 0.0 0.0 0.3187 0.0 0.0
924 0.0 25516 785.95 0.3185 25.0 0.0 0.0 0.3185 0.0 0.0
926 0.0 25478 785.94 0.3183 25.0 0.0 0.0 0.3183 0.0 0.0
928 0.0 25440 785.94 0.3181 24.9 0.0 0.0 0.3181 0.0 0.0
930 0.0 25402 785.94 0.3179 24.9 0.0 0.0 0.3179 0.0 0.0
932 0.0 25364 785.94 0.3177 24.8 0.0 0.0 0.3177 0.0 0.0
934 0.0 25326 785.93 0.3175 24.8 0.0 0.0 0.3175 0.0 0.0
936 0.0 25287 785.93 0.3173 24.8 0.0 0.0 0.3173 0.0 0.0
938 0.0 25249 785.93 0.3171 24.7 0.0 0.0 0.3171 0.0 0.0
940 0.0 25211 785.93 0.3169 24.7 0.0 0.0 0.3169 0.0 0.0
942 0.0 25173 785.92 0.3167 24.6 0.0 0.0 0.3167 0.0 0.0
944 0.0 25135 785.92 0.3165 24.6 0.0 0.0 0.3165 0.0 0.0
946 0.0 25097 785.92 0.3163 24.5 0.0 0.0 0.3163 0.0 0.0
948 0
0 25059 785
92 0
3161 24
5 0.0 0.0 0
3161 0.0 0.0
950 .
0.0 25021 .
785.92 .
0.3158 .
24.4 0.0 0.0 .
0.3158 0.0 0.0
952 0.0 24984 785.91 0.3156 24.4 0.0 0.0 0.3156 0.0 0.0
954 0.0 24946 785.91 0.3154 24.3 0.0 0.0 0.3154 0.0 0.0
956 0.0 24908 785.91 0.3152 24.3 0.0 0.0 0.3152 0.0 0.0
958 0.0 24870 785.91 0.3150 24.2 0.0 0.0 0.3150 0.0 0.0
960 0.0 24832 785.90 0.3148 24.2 0.0 0.0 0.3148 0.0 0.0
962 0.0 24794 785.90 0.3146 24.2 0.0 0.0 0.3146 0.0 0.0
964 0.0 24757 785.90 0.3144 24.1 0.0 0.0 0,3144 0.0 0.0
966 0.0 24719 785.90 0.3142 24.1 0.0 0.0 0.3142 0.0 0.0
968 0.0 24681 785.89 0.3140 24.0 0.0 0.0 0.3140 0.0 0.0
970 0.0 24644 785.89 0.3138 24.0 0.0 0.0 0.3138 0.0 0.0
972 0.0 24606 785.89 0.3136 23.9 0.0 0.0 0.3136 0.0 0.0
974 0.0 24568 785.89 0.3134 23.9 0.0 0.0 0.3134 0.0 0.0
976 0.0 24531 785.88 0.3132 23.8 0.0 0.0 0.3132 0.0 0.0
978 0.0 24493 785.88 0.3130 23.8 0.0 0.0 0.3130 0.0 0.0
980 0.0 24455 785.88 0.3128 23.8 0.0 0.0 0.3128 0.0 0.0
982 0.0 24418 785.88 0.3126 23.7 0.0 0.0 0.3126 0.0 0.0
984 0.0 24380 785.87 0.3124 23.7 0.0 0.0 0.3124 0.0 0.0
986 0.0 24343 785.87 0.3122 23.6 0.0 0.0 0.3122 0.0 0.0
988 0.0 24305 785.87 0.3120 23.6 0.0 0.0 0.3120 0.0 0.0
990 0.0 24268 785.87 0.3118 23.5 0.0 0.0 0.3118 0.0 0.0
992 0.0 24231 785.87 0.3116 23.5 0.0 0.0 0.3116 0.0 0.0
994 0.0 24193 785.86 0.3114 23.4 0.0 0.0 0.3114 0.0 0.0
996 0.0 24156 785.86 0.3112 23.4 0.0 0.0 0.3112 0.0 0.0
998 0.0 24119 785.86 0.3109 23.3 0.0 0.0 0.3109 0.0 0.0
1000 0.0 24081 785.86 0.3107 23.3 0.0 0.0 0.3107 0.0 0.0
1002 0.0 24044 785.85 0.3105 23.3 0.0 0.0 0.3105 0.0 0.0
1004 0.0 24007 785.85 0.3103 23.2 0.0 0.0 0.3103 0.0 0.0
1006 0.0 23969 785.85 0.3101 23.2 0.0 0.0 0.3101 0.0 0.0
1008 0.0 23932 785.85 0.3099 23.1 0.0 0.0 0.3099 0.0 0.0
1010 0.0 23895 785.84 0.3097 23.1 0.0 0.0 0.3097 0.0 0.0
1012 0.0 23858 785.84 0.3095 23.0 D.0 0.0 0.3095 0.0 0.0
1014 0.0 23821 785.84 0.3093 23.0 0.0 0.0 0.3093 0.0 0.0
1016 0
0 23784 785
84 0.3091 22.9 0.0 0.0 0.3091 0.0 0.0
1018 .
0.0 23747 .
785.83 0.3089 22.9 0.0 0.0 0.3089 0.0 0.0
1020 0.0 23709 785.83 0.3087 22.9 0.0 0.0 0.3087 0.0 0.0
1022 0 0 23672 785.83 0.3085 22.8 0.0 0.0 0.3085 0.0 0.0

® V'+~~t Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9 10 11
---
161E ---------
WFLOW -----------
STORAGE ---------
STAGE ----------
OUTFLOW ---
BARREL
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DfiAIN HOLES 2
~~~in) (cfs) (cu ft) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
----- -
1024 -----
0.0 ------
23635 -------
785.83 --------
0.3083 --------
22.8 -------
0.0 -----------
0.0 ---------
0.3083 ------------
0.0 ---------
0.0
1026 0.0 23598 785.83 0.3081 22.7 0.0 0.0 0.3081 0.0 0.0
1028 0.0 23561 785.82 0.3079 22.7 0.0 0.0 0.3079 0.0 0.0
1030 0.0 23524 785.82 0.3077 22.6 0.0 0.0 0.3077 0.0 0.0
1032 0.0 23488 785.82 0.3075 22.6 0.0 0.0 0.3075 0.0 0.0
1034 0.0 23451 785.82 0.3072 22.6 0.0 0.0 0.3072 0.0 0.0
1036 0.0 23414 785.81 0.3070 22.5 0.0 0.0 0.3070 0.0 0.0
1038 0.0 23377 785.81 0.3068 22.5 0.0 0.0 0.3068 0.0 0.0
1040 0.0 23340 785.81 0.3066 22.4 0.0 0.0 0.3066 0.0 0.0
1042 0.0 23303 785.81 0.3064 22.4 0.0 0.0 0.3064 0.0 0.0
1044 0.0 23267 785.80 0.3062 22.3 0.0 0.0 0.3062 0.0 0.0
1046 0.0 23230 785.80 0.3060 22.3 0.0 0.0 0.3060 0.0 0.0
1048 0.0 23193 785.80 0.3058 22.2 0.0 0.0 0.3058 0.0 0.0
1050 0.0 23156 785.80 0.3056 22.2 0.0 0.0 0.3056 0.0 0.0
1052 0.0 23120 785.79 0.3054 22.2 0.0 0.0 0.3054 0.0 0.0
1054 0.0 23083 785.79 0.3052 22.1 0.0 0.0 0.3052 0.0 0.0
1056 0.0 23046 785.79 0.3050 22.1 0.0 0.0 0.3050 0.0 0.0
1058 0.0 23010 785.79 0.3048 22.0 0.0 0.0 0.3048 0.0 0.0
1060 0.0 22973 785.79 0.3046 22.0 0.0 0.0 0.3046 0.0 0.0
1062 0.0 22937 785.78 0.3044 21.9 0.0 0.0 0.3044 0.0 0.0
1064 0.0 22900 785.78 0.3042 21.9 0.0 0.0 0.3042 0.0 0.0
1066 0.0 22864 785.78 0.3039 21.9 0.0 0.0 0.3039 0.0 0.0
1068 0.0 22827 785.78 0.3037 21.8 0.0 0.0 0.3037 0.0 0.0
1070 0.0 22791 785.77 0.3035 21.8 0.0 0.0 0.3035 0.0 0.0
1072 0.0 22754 785.77 0.3033 21.7 0.0 0.0 0.3033 0.0 0.0
1074 0.0 22718 785.77 0.3031 21.7 0.0 0.0 0.3031 0.0 0.0
1076 0
0 22682 785
77 0.3029 21.6 0.0 0.0 0.3029 0.0 0.0
® 1078 .
0.0 22645 .
785.76 0.3027 21.6 0.0 0.0 0.3027 0.0 0.0
1080 0.0 22609 785.76 0.3025 21.6 0.0 0.0 0.3025 0.0 0.0
1082 0.0 22573 785.76 0.3023 21.5 0.0 0.0 0.3023 0.0 0.0
1084 0.0 22536 785.76 0.3021 21.5 0.0 0.0 0.3021 0.0 0.0
1086 0.0 22500 785.75 0.3019 21.4 0.0 0.0 0.3019 0.0 0.0
1088 0.0 22464 785.75 0.3017 21.4 0.0 0.0 0.3017 0.0 0.0
1090 0.0 22428 785.75 0.3015 21.3 0.0 0.0 0.3015 0.0 0.0
1092 0.0 22392 785.75 0.3012 21.3 0.0 0.0 0.3012 0.0 0.0
1094 0.0 22355 785.75 0.3010 21.3 0.0 0.0 0.3010 0.0 0.0
1096 0.0 22319 785.74 0.3008 21.2 0.0 0.0 0.3008 0.0 0.0
1098 0.0 22283 785.74 0.3006 21.2 0.0 0.0 0.3006 0.0 0.0
1100 0.0 22247 785.74 0.3004 21.1 0.0 0.0 0.3004 0.0 0.0
1102 0.0 22211 785.74 0.3002 21.1 0.0 0.0 0.3002 0.0 0.0
1104 0.0 22175 785.73 0.3000 21.0 0.0 0.0 0.3000 0.0 0.0
1106 0.0 22139 785.73 0.2998 21.0 0.0 0.0 0.2998 0.0 0.0
1108 0.0 22103 785.73 0.2996 21.0 0.0 0.0 0.2996 0.0 0.0
1110 0.0 22067 785.73 0.2994 20.9 0.0 0.0 0.2994 0.0 0.0
1112 0.0 22031 785.72 0.2992 20.9 0.0 0.0 0.2992 0.0 0.0
1114 0.0 21995 785.72 0.2990 20.8 0.0 0.0 0.2990 0.0 0.0
1116 0.0 21959 785.72 0.2988 20.8 0.0 0.0 0.2988 0.0 0.0
1118 0.0 21924 785.72 0.2985 20.8 0.0 0.0 0.2985 0.0 0.0
1120 0.0 21888 785.72 0.2983 20.7 0.0 0.0 0.2983 0.0 0.0
1122 0.0 21852 785.71 0.2981 20.7 0.0 0.0 0.2981 0.0 0.0
1124 0.0 21816 785.71 0.2979 20.6 0.0 0.0 0.2979 0.0 0.0
1126 0.0 21780 785.71 0.2977 20.6 0.0 0.0 0.2977 0.0 0.0
1128 0.0 21745 785.71 0.2975 20.5 0.0 0.0 0.2975 0.0 0.0
1130 0.0 21709 785.70 0.2973 20.5 0.0 0.0 0.2973 0.0 0.0
1132 0.0 21673 785.70 0.2971 20.5 0.0 0.0 0.2971 0.0 0.0
1134 0.0 21638 785.70 0.2969 20.4 0.0 0.0 0.2969 0.0 0.0
1136 0.0 21602 785.70 0.2967 20.4 0.0 0.0 0.2967 0.0 0.0
1138 0.0 21566 785.69 0.2965 20.3 0.0 0.0 02965 0.0 0.0
1140 0.0 21531 785.69 0.2962 20.3 0.0 0.0 0.2962 0.0 0.0
1142 0.0 21495 785.69 0.2960 20.3 0.0 0.0 0.2960 0.0 0.0
1144 0.0 21460 785.69 0.2958 20.2 0.0 0.0 0.2958 0.0 0.0
1146 0.0 21424 785.69 0.2956 20.2 0.0 0.0 0.2956 0.0 0.0
1148 0.0 21339 785.68 0.2954 20.1 0.0 0.0 0.2954 0.0 0.0
11 SO 0.0 21353 785.68 0.2952 20.1 0.0 0.0 0.2052 0.0 0.0

West Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 0 10 11
TI61E INFLO'/V STORAGE STAGE OUTFLOW 6ARREL RISER RISER DRAIN HOLES 1 SPILLV'/AY DRAIN HOLES 2
(min) (cts) (cu ft) (f0 (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
1152 0.0 21318 785.68 0.2950 20.0 0.0 0.0 0.2950 0.0 0.0
1154 0.0 21282 785.68 0.2948 20.0 0.0 0.0 0.2948 0.0 0.0
1156 0.0 21247 785.67 0.2946 20.0 0.0 0.0 0.2946 0.0 0.0
1158 0.0 21212 785.67 0.2944 19.9 0.0 0.0 0.2944 0.0 0.0
1160 0.0 21176 785.67 0.2942 19.9 0.0 0.0 0.2942 0.0 0.0
1162 0.0 21141 785.67 0.2939 19.8 0.0 0.0 0.2939 0.0 0.0
1164 0.0 21106 785.66 0.2937 19.8 0.0 0.0 0.2937 0.0 0.0
1166 0.0 21071 785.66 0.2935 19.8 0.0 0.0 0.2935 0.0 0.0
1168 0.0 21035 785.66 0.2933 19.7 0.0 0.0 0.2933 0.0 0.0
1170 0.0 21000 785.66 0.2931 19.7 0.0 0.0 0.2931 0.0 0.0
1172 0.0 20965 785.66 0.2929 19.6 0.0 0.0 0.2929 0.0 0.0
1174 0.0 20930 785.65 0.2927 19.6 0.0 0.0 0.2927 0.0 0.0
1176 0.0 20895 785.65 0.2925 19.6 0.0 0.0 0.2925 0.0 0.0
1178 0.0 20860 785.65 0.2923 19.5 0.0 0.0 0.2923 0.0 0.0
1180 0.0 20825 785.65 0.2921 19.5 0.0 0.0 0.2921 0.0 0.0
1182 0.0 20790 785.64 0.2918 19.4 0.0 0.0 0.2918 0.0 0.0
1184 0.0 20755 785.64 0.2916 19.4 0.0 0.0 0.2916 0.0 0.0
1186 0.0 20720 785.64 0.2914 19.4 0.0 0.0 0.2914 0.0 0.0
1188 0.0 20685 785.64 0.2912 19.3 0.0 0.0 0.2912 0.0 0.0
1190 0.0 20650 785.64 0.2910 19.3 0.0 0.0 0.2910 0.0 0.0
1192 0.0 20615 785.63 0.2908 19.2 0.0 0.0 0.2908 0.0 0.0
1194 0.0 20580 785.63 0.2906 19.2 0.0 0.0 0.2906 0.0 0.0
1196 0.0 20545 785.63 0.2904 19.2 0.0 0.0 0.2904 0.0 0.0
1198 0.0 20510 785.63 0.2902 19.1 0.0 0.0 0.2902 0.0 0.0
1200 0.0 20475 785.62 0.2899 19.1 0.0 0.0 0.2899 0.0 0.0
1202 0.0 20440 785.62 0.2897 19.0 0.0 0.0 0.2897 0.0 0.0
1204 0.0 20406 785.62 0.2895 19.0 0.0 0.0 0.2895 0.0 0.0
1206 0.0 20371 785.62 0.2893 19.0 0.0 0.0 0.2893 0.0 0.0
1208 0.0 20336 785.61 0.2891 18.9 0.0 0.0 0.2891 0.0 0.0
1210 0.0 20302 785.61 0.2889 18.9 0.0 0.0 0.2889 0.0 0.0
1212 0.0 20267 785.61 0.2887 18.8 0.0 0.0 0.2887 0.0 0.0
1214 0.0 20232 785.61 0.2885 18.8 0.0 0.0 0.2885 0.0 0.0
1216 0.0 20198 785.61 0.2883 18.8 0.0 0.0 0.2883 0.0 0.0
1218 0.0 20163 785.60 0.2880 18.7 0.0 0.0 0.2880 0.0 0.0
1220 0.0 20128 785.60 0.2878 18.7 0.0 0.0 0.2878 0.0 0.0
1222 0.0 20094 785.60 0.2876 18.6 0.0 0.0 0.2876 0.0 0.0
1224 0.0 20059 785.60 0.2874 18.6 0.0 0.0 0.2874 0.0 0.0
1226 0.0 20025 785.59 0.2872 18.6 0.0 0.0 0.2872 0.0 0.0
1228 0.0 19990 785.59 0.2870 18.5 0.0 0.0 0.2870 0.0 0.0
1230 0.0 19956 785.59 0.2868 18.5 0.0 0.0 0.2868 0.0 0.0
1232 0.0 19922 785.59 0.2866 18.4 0.0 0.0 0.2866 0.0 0.0
1234 0.0 19887 785.59 0.2864 18.4 0.0 0.0 0.2864 0.0 0.0
1236 0.0 19853 785.58 0.2861 18.4 0.0 0.0 0.2861 0.0 0.0
1238 0.0 19819 785.58 0.2859 18.3 0.0 0.0 0.2859 0.0 0.0
1240 0.0 19784 785.58 0.2857 18.3 0.0 0.0 0.2857 0.0 0.0
1242 0.0 19750 785.58 0.2855 18.2 0.0 0.0 0.2855 0.0 0.0
1244 0.0 19716 785.57 0.2853 18.2 0.0 0.0 0.2853 0.0 0.0
1246 0.0 19681 785.57 0.2851 18.2 0.0 0.0 0.2851 0.0 0.0
1248 0.0 19647 785.57 0.2849 18.1 0.0 0.0 0.2849 0.0 0.0
1250 0.0 19613 785.57 0.2847 18.1 0.0 0.0 0.2847 0.0 0.0
1252 0.0 19579 785.57 0.2844 18.0 0.0 0.0 0.2844 0.0 0.0
1254 0.0 19545 785.56 0.2842 18.0 0.0 0.0 0.2842 0.0 0.0
1256 0.0 19511 785.56 0.2840 18.0 0.0 0.0 0.2840 0.0 0.0
1258 0.0 19477 785.56 0.2838 17.9 0.0 0.0 0.2838 0.0 0.0
1260 0.0 19442 785.56 0.2836 17.9 0.0 0.0 0.2836 0.0 0.0
1262 0.0 19408 785.55 0.2834 17.9 0.0 0.0 0.2834 0.0 0.0
1264 0.0 19374 785.55 0.2832 17.8 0.0 0.0 0.2832 0.0 0.0
1266 0.0 1934D 785.55 0.2830 17.8 0.0 0.0 0.2830 0.0 0.0
1268 0.0 19307 785.55 0.2827 17.7 0.0 0.0 0.2827 0.0 0.0
1270 0.0 19273 785.54 0.2825 17.7 0.0 0.0 0.2825 0.0 0.0
1272 0.0 19239 785.54 0.2823 17.7 0.0 0.0 0.2823 0.0 0.0
1274 0.0 19205 785.54 0.2821 17.6 0.0 0.0 0.2821 0.0 0.0
1276 0.0 19171 785.54 0.2819 17.6 0.0 0.0 0.2819 0.0 0.0
1278 0.0 19137 785.54 0.2817 17.5 0.0 0.0 0.2817 0.0 0.0

Vest Wet Pond 1D Year Routing Table.
1 2 3 4 5 6 7 8 9 10 11
-----
i II,1E -------
INFLOV/ --------
STORAGE ------
STAGE ----------
OUTFLOV/ --------
BARREL ---------
RISER --------
RISER --- - -
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
;min) (cfs) (cu ft) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (c(s) (cfs) (cfs)
1280 0.0 19103 785.53 0.2815 17.5 0.0 0.0 0.2815 0.0 0.0
1282 0.0 19070 785.53 0.2812 17.5 0.0 0.0 0.2812 0.0 0.0
1284 0.0 19036 785.53 0.2810 17.4 0.0 0.0 0.2810 0.0 0,0
1286 0.0 19002 785.53 0.2808 17.4 0.0 0.0 0.2808 0.0 0,0
1288 0.0 18968 785.52 0.2806 17.4 0.0 0.0 0.2806 0.0 0 0
1290 0.0 18935 785.52 0.2804 17.3 0.0 0.0 0.2804 0.0 0.0
1292 0.0 18901 785.52 0.2802 17.3 0.0 0.0 0.2802 0.0 0.0
1294 0.0 18867 785.52 0.2800 17.2 0.0 0.0 0.2800 0.0 0,0
1296 0.0 18834 785.52 0.2797 17.2 0.0 0.0 0.2797 0.0 0.0
1298 0.0 18800 785.51 0.2795 17.2 0.0 0.0 0.2795 0.0 0.0
1300 0.0 1II767 785.51 0.2793 17.1 0.0 0.0 0.2793 0.0 0.0
1302 0.0 18733 785.51 0.2791 17.1 0.0 0.0 0.2791 0.0 0.0
1304 0.0 18700 785.51 0.2789 17.1 0.0 0.0 0.2789 0.0 0.0
1306 0.0 18666 785.50 0.2787 17.0 0.0 0.0 0.2787 0.0 0.0
1308 0.0 18633 785.50 0.2785 17.0 0.0 0.0 0.2785 0.0 0.0
1310 0.0 18599 785.50 0.2782 16.9 0.0 0.0 0.2782 0.0 0.0
1312 0.0 18566 785.50 0.2780 16.9 0.0 0.0 0.2780 0.0 0.0
1314 0.0 18533 785.50 0.2778 16.9 0.0 0.0 0.2778 0.0 0.0
1316 0.0 18499 785.49 0.2776 16.8 0.0 0.0 0.2776 0.0 0.0
1318 0.0 18466 785.49 0.2774 16.8 0.0 0.0 0.2774 0.0 0.0
1320 0.0 18433 785.49 0.2772 16.8 0.0 0.0 0.2772 0.0 0.0
1322 0.0 18399 785.49 0.2770 16.7 0.0 0.0 0.2770 0.0 0.0
1324 0.0 18366 785.48 0.2767 16.7 0.0 0.0 0.2767 0.0 0.0
1326 0.0 18333 785.48 0.2765 16.6 0.0 0.0 0.2765 0.0 0.0
1328 0.0 18300 785.48 0.2763 16.6 0.0 0.0 0.2763 0.0 0.0
1330 0.0 18267 785.48 0.2761 16.6 0.0 0.0 0.2761 0.0 0.0
1332 0
0 18234 785
48 0
2759 16.5 0.0 0.0 0.2759 0.0 0.0
1334 .
0.0 18200 .
785.47 .
0.2757 16.5 0.0 0.0 0.2757 0.0 0.0
1336 0.0 18167 785.47 0.2755 16.5 0.0 0.0 0.2755 0.0 0.0
1338 0.0 18134 785.47 0.2752 16.4 0.0 0.0 0.2752 0.0 0.0
1340 0.0 18101 785.47 0.2750 16.4 0.0 0.0 0.2750 0.0 0.0
1342 0.0 18068 785.46 0.2748 16.3 0.0 0.0 0.2748 0.0 0.0
1344 0.0 18035 785.46 0.2746 16.3 0.0 0.0 0.2746 0.0 0.0
1346 0.0 18002 785.46 0.2744 16.3 0.0 0.0 0.2744 0.0 0.0
1348 0.0 17969 785.46 0.2742 16.2 0.0 0.0 0.2742 0.0 0.0
1350 0.0 17937 785.46 0.2739 16.2 0.0 0.0 0.2739 0.0 0.0
1352 0.0 17904 785.45 0.2737 16.2 0.0 0.0 0.2737 0.0 0.0
1354 0.0 17871 785.45 0.2735 16.1 0.0 0.0 0.2735 0.0 0.0
1356 0.0 17838 785.45 0.2733 16.1 0.0 0.0 0.2733 0.0 0.0
1358 0.0 17805 785.45 0.2731 16.1 0.0 0.0 0.2731 0.0 0.0
1360 0.0 17772 785.45 0.2729 16.0 0.0 0.0 0.2729 0.0 0.0
1362 0.0 17740 785.44 0.2726 16.0 0.0 0.0 0.2726 0.0 0.0
1364 0.0 17707 785.44 0.2724 15.9 0.0 0.0 0.2724 0.0 0.0
1366 D.0 17674 785.44 0.2722 15.9 0.0 0.0 0.2722 0.0 0.0
1368 0.0 17642 785.44 0.2720 15.9 0.0 0.0 0.2720 0.0 0.0
1370 0.0 17609 785.43 0.2718 15.8 0.0 0.0 0.2718 0.0 0.0
1372 0.0 17576 785.43 0.2716 15.8 0.0 0.0 0.2716 0.0 0.0
1374 0.0 17544 785.43 0.2713 15.8 0.0 0.0 0.2713 0.0 0.0
1376 0.0 17511 785.43 0.2711 15.7 0.0 0.0 0.2711 0.0 0.0
1378 0.0 17479 785.43 0.2709 15.7 0.0 0.0 0.2709 0.0 0.0
1380 0.0 17446 785.42 0.2707 15.7 0.0 0.0 0.2707 0.0 0.0
1382 0.0 17414 785.42 0.2705 15.6 0.0 0.0 0.2705 0.0 0.0
1384 0.0 17381 785.42 0.2703 15.6 0.0 0.0 0.2703 0.0 0.0
1386 0.0 17349 785.42 0.2700 15.5 0.0 0.0 0.2700 0.0 0.0
1388 0.0 17316 785.41 0.2698 15.5 0.0 0.0 0.2698 0.0 0.0
1390 0.0 17284 785.41 0.2696 15.5 0.0 0.0 0.2696 0.0 0.0
1392 0.0 17252 785.41 0.2694 15.4 0.0 0.0 0.2694 0.0 0.0
1394 0.0 17219 785.41 0.2692 15.4 0.0 0.0 0.2692 0.0 0.0
1396 0.0 17187 785.41 0.2690 15.4 0.0 0.0 0.2690 0.0 0.0
1398 0.0 17155 785.40 0.2687 15.3 0.0 0.0 0.2687 0.0 0.0
1400 0.0 17122 785.40 0.2685 15.3 0.0 0.0 0.2685 0.0 0.0
1402 0.0 17090 785.40 0.2683 15.3 0.0 0.0 0.2683 0.0 0.0
1404 0.0 17058 785.40 0.2681 15.2 0.0 0.0 0.2681 0.0 0.0
1406 0.0 17026 785.40 0.2679 15.2 0.0 0.0 0.2679 0.0 0.0

C
v
Vest Wet Pond 10 Year Routing Table:
TIPdE INFLOb'J
(min) (cfs)
1408
1410
1412
1414
1416
1418
1420
1422
1424
1426
1428
1430
1432
1434
1436
1438
1440
1442
1444
1446
1448
1450
1452
1454
1456
1458
1460
1462
1464
1466
1468
1470
1472
1474
1476
1478
1480
1482
1484
1486
1488
1490
1492
1494
1496
1498
1500
1502
1504
1506
1508
1510
1512
1514
1516
1518
1520
1522
1524
1526
1528
1530
1532
1534
0.0
o.o
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
STORAGE STAGE
(cu fi) ((1)
16994 785.39
16962 785.39
16930 785.39
16897 785.39
16865 785.38
16833 785.38
16801 785.38
16769 785.38
16738 785.38
16706 785.37
16674 785.37
16642 785.37
16610 785.37
16578 785.36
16547 785.36
16515 785.36
16483 785.36
16451 785.36
16420 785.35
16388 785.35
16356 785.35
16325 785.35
16293 785.35
16262 785.34
16230 785.34
16199 785.34
16167 785.34
16136 785.33
16104 785.33
16073 785.33
16042 785.33
16010 785.33
15979 785.32
15948 785.32
15916 785.32
15885 785.32
15854 785.32
15823 785.31
15792 785.31
15761 785.31
15730 785.31
15698 785.30
15667 785.30
15636 785.30
15605 785.30
15575 785.30
15544 785.29
15513 785.29
15482 785.29
15451 785.29
15420 785.29
15389 785.28
15359 785.28
15328 785.28
15297 785.28
15266 785.28
15236 785.27
15205 785.27
15174 785.27
15144 785.27
15113 785.26
15083 785.26
15052 785.26
15022 785.26
OUTFLCb'J r3ARREL RISER
(cfs) (cfs) (WEIR)
0.2676 15.2 0.0
0.2674 15.1 0.0
0.2672 15.1 0.0
0.2670 15.0 0.0
0.2668 . 15.0 0.0
0.2666 15.0 0.0
0.2663 14.9 0.0
0.2661 14.9 0.0
0.2659 14.9 0.0
0.2657 14.8 0.0
0.2655 14.8 0.0
0.2652 14.8 0.0
0.2650 14.7 0.0
0.2648 14.7 0.0
0.2646 14.7 0.0
0.2644 14.6 0.0
0.2641 14.6 0.0
0.2639 14.6 0.0
0.2637 14.5 0.0
0.2635 14.5 0.0
0.2633 14.5 0.0
0.2631 14.4 0.0
0.2628 14.4 0.0
0.2626 14.4 0.0
0.2624 14.3 0.0
0.2622 14.3 0.0
0.2620 14.2 0.0
0.2617 14.2 0.0
0.2615 14.2 0.0
0.2613 14.1 0.0
0.2611 14.1 0.0
0.2609 14.1 0.0
0.2606 14.0 0.0
0.2604 14.0 0.0
0.2602 14.0 0.0
0.2600 13.9 0.0
0.2597 13.9 0.0
0.2595 13.9 0.0
0.2593 13.8 0.0
0.2591 13.8 0.0
0.2589 13.8 0.0
0.2586 13.7 0.0
0.2584 13.7 0.0
0.2582 13.7 0.0
0.2580 13.6 0.0
0.2578 13.6 0.0
0.2575 13.6 0.0
0.2573 13.5 0.0
0.2571 13.5 0.0
0.2569 13.5 0.0
0.2567 13.4 0.0
0.2564 13.4 0.0
0.2562 13.4 0.0
0.2560 13.3 0.0
0.2558 13.3 0.0
0.2555 13.3 0.0
0.2553 13.2 0.0
0.2551 13.2 0.0
0.2549 13.2 0.0
0.2547 13.1 0.0
0.2544 13.1 0.0
0.2542 13.1 0.0
0.2540 13.0 0 0
0.2538 13.0 0.0
8
----------- 9
-------------- 10
-------------
-----------
RISER --------------
DRAIN HOLES 1 -------------
SPILLWAY
(ORIFICE) (c(s) (cfs)
0.0 0.2676 0.0
0.0 0.2674 0.0
0.0 0.2672 0.0
0.0 0.2670 0.0
0.0 0.2668 0.0
0.0 0.2666 0.0
0.0 0.2663 0.0
0.0 0.2661 0.0
0.0 0.2659 0.0
0.0 0.2657 0.0
0.0 0.2655 0.0
0.0 0.2652 0.0
0.0 0.2650 0.0
0.0 0.2648 0.0
0.0 0.2646 0.0
0.0 0.2644 0.0
0.0 0.2641 0.0
0.0 0.2639 0.0
0.0 0.2637 0.0
0.0 0.2635 0.0
0.0 0.2633 0.0
0.0 0.2631 0.0
0.0 0.2628 0.0
0.0 0.2626 0.0
0.0 0.2624 0.0
0.0 0.2622 0.0
0.0 0.2620 0.0
0.0 0.2617 0.0
0.0 0.2615 0.0
0.0 0.2613 0.0
0.0 0.2611 0.0
0.0 0.2609 0.0
0.0 0.2606 0.0
0.0 0.2604 0.0
0.0 0.2602 0.0
0.0 0.2600 0.0
0.0 0.2597 0.0
0.0 0.2595 0.0
0.0 0.2593 0.0
0.0 0.2591 0.0
0.0 0.2589 0.0
0.0 0.2586 0.0
0.0 0.2584 0.0
0.0 0.2582 0.0
0.0 0.2580 0.0
0.0 0.2578 0.0
0.0 0.2575 0.0
0.0 0.2573 0.0
0.0 0.2571 0.0
0.0 0.2569 0.0
0.0 0.2567 0.0
0.0 0.2564 0.0
0.0 0.2562 0.0
0.0 0.2560 0.0
0.0 0.2558 0.0
0.0 0.2555 0.0
0.0 0.2553 0.0
0.0 0.2551 0.0
0.0 0.2549 0.0
0.0 0.2547 0.0
0.0 0.2544 0.0
0.0 0.2542 0.0
0.0 0.2540 0.0
0 0 0.2538 0.0
11
DRAIN HOLES 2
(cts)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0

Vest VJet Pond 10 Year Routing Table:
1 2 3 4 5 ~ 7 8 9 10 it
TR~tE INFLOW STORAGE STAGE OUTFLOW LIARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
(mIn) (cfs) (cu ft) (tq (cfs) (cfs) (WEIR) (ORIFICE) (cfs) Icfs) (c(s)
1536 0.0 14991 785.26 0.2535 13.0 0.0 0.0 0.2535 0.0 0.0
1538 0.0 14961 785.25 0.2533 12.9 0.0 0.0 0.2533 0.0 0.0
1540 0.0 14931 785.25 0.2531 12.9 0.0 0.0 0.2531 0.0 0.0
1542 0.0 14900 785.25 0.2529 12.9 0.0 0.0 0.2529 0.0 0.0
1544 0.0 14870 785.25 0.2526 12.9 0.0 0.0 0.2526 0.0 0.0
1546 0.0 14840 785.25 0.2524 12.8 0.0 0.0 0.2524 0.0 0.0
1548 0.0 14809 785.24 0.2522 12.8 0.0 0.0 0.2522 0.0 0.0
1550 0.0 14779 785.24 0.2520 12.8 0.0 0.0 0.2520 0.0 0.0
1552 0.0 14749 785.24 0.2518 12.7 0.0 0.0 0.2518 0.0 0.0
1554 0.0 14719 785.24 0.2515 12.7 0.0 0.0 0.2515 0.0 0.0
1556 0.0 14688 785.24 0.2513 12.7 0.0 0.0 0.2513 0.0 0.0
1558 0.0 14658 785.23 0.2511 12.6 0.0 0.0 0.2511 0.0 0.0
1560 0.0 14628 785.23 0.2509 12.6 0.0 0.0 0.2509 0.0 0.0
1562 0.0 14598 785.23 0.2506 12.6 0.0 0.0 0.2506 0.0 0.0
1564 0.0 14568 785.23 0.2504 12.5 0.0 0.0 0.2504 0.0 0.0
1566 0.0 14538 785.22 0.2502 12.5 0.0 0.0 0.2502 0.0 0.0
1568 0.0 14508 785.22 0.2500 12.5 0.0 0.0 0.2500 0.0 0.0
1570 0.0 14478 785.22 0.2497 12.4 0.0 0.0 0.2497 0.0 0.0
1572 0.0 14448 785.22 0.2495 12.4 0.0 0.0 0.2495 0.0 0.0
1574 0.0 14418 785.22 0.2493 12.4 0.0 0.0 0.2493 0.0 0.0
1576 0.0 14388 785.21 0.2491 12.3 0.0 0.0 0.2491 0.0 0.0
1578 0.0 14358 785.21 0.2488 12.3 0.0 0.0 0.2488 0.0 0.0
1580 0.0 14328 785.21 0.2486 12.3 0.0 0.0 0.2486 0.0 0.0
1582 0.0 14298 785.21 0.2484 12.2 0.0 0.0 0.2484 0.0 0.0
1584 0.0 14269 785.21 0.2482 12.2 0.0 0.0 0.2482 0.0 0.0
1586 0.0 14239 785.20 0.2479 12.2 0.0 0.0 0.2479 0.0 0.0
1588 0.0 14209 785.20 0.2477 12.1 0.0 0.0 0.2477 0.0 0.0
1590 0.0 14179 785.20 0.2475 12.1 0.0 0.0 0.2475 0.0 0.0
1592 0.0 14150 785.20 0.2473 12.1 0.0 0.0 0.2473 0.0 0.0
1594 0.0 14120 785.20 0.2470 12.1 0.0 0.0 0.2470 0.0 0.0
1596 0.0 14090 785.19 0.2468 12.0 0.0 0.0 0.2468 0.0 0.0
1598 0.0 14061 785.19 0.2466 12.0 0.0 0.0 0.2466 0.0 0.0
1600 0.0 14031 785.19 0.2464 12.0 0.0 0.0 0.2464 0.0 0.0
1602 0.0 14002 785.19 0.2461 11.9 0.0 0.0 0.2461 0.0 0.0
1604 0.0 13972 785.19 0.2459 11.9 0.0 0.0 0.2459 0.0 0.0
1606 0.0 13942 785.18 0.2457 11.9 0.0 0.0 0.2457 0.0 0.0
1608 0.0 13913 785.18 0.2455 11.8 0.0 0.0 0.2455 0.0 0.0
1610 0.0 13884 785.18 0.2452 11.8 0.0 0.0 0.2452 0.0 0.0
1612 0.0 13854 785.18 0.2450 11.8 0.0 0.0 0.2450 0.0 0.0
1614 0.0 13825 785.18 0.2448 11.7 0.0 0.0 0.2448 0.0 0.0
1616 0.0 13795 785.17 0.2446 11.7 0.0 0.0 0.2446 0.0 0.0
1618 0.0 13766 785.17 0.2443 11.7 0.0 0.0 0.2443 0.0 0.0
1620 0.0 13737 785.17 0.2441 11.7 0.0 0.0 0.2441 0.0 0.0
1622 0.0 13707 785.17 0.2439 11.6 0.0 0.0 0.2439 0.0 0.0
1624 0.0 13678 785.16 0.2436 11.6 0.0 0.0 0.2436 0.0 0.0
1626 0.0 13649 785.16 0.2434 11.6 0.0 0.0 0.2434 0.0 0.0
1628 0.0 13620 785.16 0.2432 11.5 0.0 0.0 0.2432 0.0 0.0
1630 0.0 13591 785.16 0.2430 11.5 0.0 0.0 0.2430 0.0 0.0
1632 0.0 13561 785.16 0.2427 11.5 0.0 0.0 0.2427 0.0 0.0
1634 0.0 13532 785.15 0.2425 11.4 0.0 0.0 0.2425 0.0 0.0
1636 0.0 13503 785.15 0.2423 11.4 0.0 0.0 0.2423 0.0 0.0
1638 0.0 13474 785.15 0.2421 11.4 0.0 0.0 0.2421 0.0 0.0
1640 0.0 13445 785.15 0.2418 11.3 0.0 0.0 0.2418 0.0 0.0
1642 0.0 13416 785.15 0.2416 11.3 0.0 0.0 0.2416 0.0 0.0
1644 0.0 13387 785.14 0.2414 11.3 0.0 0.0 0.2414 0.0 0.0
1646 0.0 13358 785.14 0.2411 11.3 0.0 0.0 0.2411 0.0 0.0
1648 0.0 13329 785.14 0.2409 11.2 0.0 0.0 0.2409 0.0 0.0
1650 0 0 13300 785.14 0.2407 11.2 0.0 0.0 0.2407 0.0 0.0
1652 0.0 13271 785.14 0.2405 11.2 0.0 0.0 0.2405 0.0 0.0
1654 0.0 13242 785.13 0.2402 11.1 0.0 0.0 0.2402 0.0 0.0
1656 0.0 13214 785.13 0.2400 11.1 0.0 0.0 0.2400 0.0 0.0
1658 0.0 13185 785.13 0.2398 11.1 0.0 0.0 0.2398 0.0 0.0
1660 0.0 13156 785.13 0.2396 11.0 0.0 0.0 0.2396 0.0 0.0
1662 0.0 13127 785.13 0.2393 11.0 0.0 0.0 0.2393 0.0 0.0

C.atVJet Pond 70 Year Routing Table:
7 2 3 1 5 6 7 8 9 70 11
i 11,4E INFLOW STORAGE STAGE OUTFLOW
mIn) (cfs) (cu ftj (fp (cfs)
1664 0.0 13099 785.12 0.2391
1666 0.0 13070 785.12 0.2389
1668 0.0 13041 785.12 0.2386
1670 0.0 13013 785.12 0.2384
1672 0.0 12984 785.12 0.2382
1674 0.0 12955 785.11 0.2380
1676 0.0 12927 785.11 0.2377
1678 0.0 12898 785.11 0.2375
1680 0.0 12870 785.11 0.2373
1682 0.0 12841 785.11 0.2370
1684 0.0 12813 785.10 0.2368
1686 0.0 12784 785.10 0.2366
1688 0.0 12756 785.10 0.2364
1690 0.0 12728 785.10 0.2361
1692 0.0 12699 785.10 0.2359
1694 0.0 12671 785.09 0.2357
1696 0.0 12643 785.09 0.2354
1698 0.0 12615 785.09 0.2352
1700 0.0 12586 785.09 0.2350
1702 0.0 12558 785.09 0.2347
1704 0.0 12530 785.08 0.2345
1706 0.0 12502 785.08 0.2343
1708 0.0 12474 785.08 0.2341
1710 0.0 12446 785.08 0.2338
1712 0.0 12418 785.08 0.2336
1714 0.0 12390 785.07 0.2334
1716 0.0 12362 785.07 0.2331
® 1718 0.0 12334 785.07 0.2329
1720 0.0 12306 785.07 0.2327
1722 0.0 12278 785.07 0.2324
1724 0.0 12250 785.06 0.2322
1726 0.0 12222 785.06 0.2320
1728 0.0 12194 785.06 0.2317
1730 0.0 12166 785.06 0.2315
1732 0.0 12138 785.06 0.2313
1734 0.0 12111 785.05 0.2311
1736 0.0 12083 785.05 0.2308
1738 0.0 12055 785.05 0.2306
1740 0.0 12028 785.05 0.2304
1742 0.0 12000 785.05 0.2301
1744 0.0 11972 785.04 0.2299
1746 0.0 11945 785.04 0.2297
1748 0.0 11917 785.04 0.2294
1750 0.0 11890 785.04 0.2292
1752 0.0 11862 785.04 0.2290
1754 0.0 11835 785.03 0.2287
1756 0.0 11807 785.03 0.2285
1758 0.0 11780 785.03 0.2283
1760 0.0 11752 785.03 0.2280
1762 0.0 11725 785.03 0.2278
1764 0.0 11698 785.02 0.2276
1766 0.0 11670 785.02 0.2273
1768 0.0 11643 785.02 0.2271
1770 0.0 11616 785.02 0.2269
1772 0.0 11589 785.02 0.2266
1774 0.0 11561 785.01 0.2264
1776 0.0 11534 785.01 0.2262
1778 0.0 11507 785.01 0.2259
1780 0.0 11480 785.01 0.2257
1782 0.0 11453 785.01 0.2255
1784 0.0 11426 785.00 0.2252
1786 0.0 11399 785.00 0.2250
1788 0.0 11372 785.00 0.2248
1790 0.0 11345 785.00 0.2245
BARREL RISER RISER Df2AIN HOLES 1 SPILLWAY DRAIN HOLES 2
cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
11.0 0.0 0.0 0.2391 0.0 0.0
11.0 0.0 0.0 0.2389 0.0 0.0
10.9 0.0 0.0 0.2386 0.0 0.0
10.9 0.0 0.0 0.2384 0.0 0.0
10.9 0.0 0.0 0.2382 0.0 0.0
10.8 0.0 0.0 0.2380 0.0 0.0
10.8 0.0 0.0 0.2377 0.0 0.0
10.8 0.0 0.0 0.2375 0.0 0.0
10.8 0.0 0.0 0.2373 0.0 0.0
10.7 0.0 0.0 0.2370 0.0 0.0
10.7 0.0 0.0 0.2368 0.0 0.0
10.7 0.0 0.0 0.2366 0.0 0.0
10.6 0.0 0.0 0.2364 0.0 0.0
10.6 0.0 0.0 0.2361 0.0 0.0
10.6 0.0 0.0 0.2359 0.0 0.0
10.5 0.0 0.0 0.2357 0.0 0.0
10.5 0.0 0.0 0.2354 0.0 0.0
10.5 0.0 0.0 0.2352 0.0 0.0
10.5 0.0 0.0 0.2350 0.0 0.0
10.4 0.0 0.0 0.2347 0.0 0.0
10.4 0.0 0.0 0.2345 0.0 0.0
10.4 0.0 0.0 0.2343 0.0 0.0
10.3 0.0 0.0 0.2341 0.0 0.0
10.3 0.0 0.0 0.2338 0.0 0.0
10.3 0.0 0.0 0.2336 0.0 0.0
10.3 0.0 0.0 0.2334 0.0 0.0
10.2 0.0 0.0 0.2331 0.0 0.0
10.2 0.0 0.0 0.2329 0.0 0.0
10.2 0.0 0.0 0.2327 0.0 0.0
10.1 0.0 0.0 0.2324 0.0 0.0
10.1 0.0 0.0 0.2322 0.0 0.0
10.1 0.0 0.0 0.2320 0.0 0.0
10.1 0.0 0.0 0.2317 0.0 0.0
10.0 0.0 0.0 0.2315 0.0 00
10.0 0.0 0.0 0.2313 0.0 0.0
10.0 0.0 0.0 0.2311 0.0 0.0
9.9 0.0 0.0 0.2308 0.0 0.0
9.9 0.0 0.0 0.2306 0.0 0,0
9.9 0.0 0.0 0.2304 0.0 0.0
9.9 0.0 0.0 0.2301 0.0 0.0
9.8 0.0 0.0 0.2299 0.0 0.0
9.8 0.0 0.0 0.2297 0.0 0.0
9.8 0.0 0.0 0.2294 0.0 0.0
9.7 0.0 0.0 0.2292 0.0 0.0
9.7 0.0 0.0 0.2290 0.0 0.0
9.7 0.0 0.0 0.2287 0.0 0.0
9.7 0.0 0.0 0.2285 0.0 0.0
9.6 0.0 0.0 0.2283 0.0 0.0
9.6 0.0 0.0 0.2280 0.0 0.0
9.6 0.0 0.0 0.2278 0.0 0.0
9.6 0.0 0.0 0.2276 0.0 0.0
9.5 0.0 0.0 0.2273 0.0 0.0
9.5 0.0 0.0 0.2271 0.0 0.0
9.5 0.0 0.0 0.2269 0.0 0.0
9.4 0.0 0.0 0.2266 0.0 0.0
9.4 0.0 0.0 0.2264 0.0 0.0
9.4 0.0 0.0 0.2262 0.0 0.0
9.4 0.0 0.0 0.2259 0.0 0.0
9.3 0.0 0.0 0.2257 0.0 0.0
9.3 0.0 0.0 0.2255 0.0 0.0
9.3 0.0 0.0 0,2252 0.0 0.0
9.3 0.0 0.0 0.2250 0.0 0.0
9.2 0.0 0.0 0.2248 0.0 0.0
9.2 0.0 0.0 0.2245 0.0 0.0

® Jest Wet Pond 10 Year Routing Table:

t--- ----
-
~ -----------
-
3 ---------
~
----5--- -
---6----
----7---
8
9
70
11
--
- -
TIA1E -
--
--------
INFLOW --
---
-----------
STORAGE ---- ----
STAGE -
------------ -
OUTFLOW -----------
BARREL ---------
F21SER
RISER
CRAW HOLES 1
SPILLWAY
DRAIN HOLES 2

Ii (rnui) (cts) (cu ft)
_ ((Q (cfs) (cfs) (WEIR) (ORIFICE)
__-
---
- (cfs) (cfs) (cfs)
-_
_______ _
1792 ________
0.0 ________
__
11318 _________
785.00 ____________ _
0.2243 _________'_
9.2 _________
0.0 -
--
_
0.0 0.2243 0.0 --
0.0
1794 0.0 11291 784.99 0.2241 9.1 0.0 0.0 0.2241 0.0 0.0
1796 0.0 11264 784.99 0.2238 9.1 0.0 0.0 0.2238 0.0 0.0
1798 0.0 11237 784.99 0.2236 9.1 0.0 0.0 0.2236 0.0 0.0
1800 0.0 11211 784.99 0.2234 9.1 0.0 0.0 0.2234 0.0 0.0
1802 0.0 11184 784.99 0.2231 9.0 0.0 0.0 0.2231 0.0 0.0
1804 0.0 11157 784.99 0.2229 9.0 0.0 0.0 0.2229 0.0 0.0
1806 0.0 11130 784.98 0.2227 9.0 0.0 0.0 0.2227 0.0 0.0
1808 0.0 11103 784.98 0.2224 9.0 0.0 0.0 0.2224 0.0 0.0
1810 0.0 11077 784.98 0.2222 8.9 0.0 0.0 0.2222 0.0 0.0
1812 0.0 11050 784.98 0.2219 8.9 0.0 0.0 0.2219 0.0 0.0
1814 0.0 11023 784.98 0.2217 8.9 0.0 0.0 0.2217 0.0 0.0
1816 0.0 10997 784.97 0.2215 8.9 0.0 0.0 0.2215 0.0 0.0
1818 0.0 10970 784.97 0.2212 8.8 0.0 0.0 0.2212 0.0 0.0
1820 0.0 10944 784.97 0.2210 8.8 0.0 0.0 0.2210 0.0 0.0
' 1822 0.0 10917 784.97 0.2208 8.8 0.0 0.0 0.2208 0.0 0.0
1824 0.0 10891 784.97 0.2205 8.7 0.0 0.0 0.2205 0.0 0.0
1826 0.0 10864 784.96 0.2203 8.7 0.0 0.0 0.2203 0.0 0.0
1828 0.0 10838 784.96 0.2201 8.7 0.0 0.0 0.2201 0.0 0.0
1830 0.0 10811 784.96 0.2198 8.7 0.0 0.0 0.2198 0.0 0.0
1832 0.0 10785 784.96 0.2196 8.6 0.0 0.0 0.2196 0.0 0.0
1834 0.0 10759 784.96 0.2194 8.6 0.0 0.0 0.2194 0.0 0.0
1836 0.0 10732 784.95 0.2191 8.6 0.0 0.0 0.2191 0.0 0.0
1838 0.0 10706 784.95 0.2189 8.6 0.0 0.0 0.2189 0.0 0.0
1840 0.0 10680 784.95 0.2186 8.5 0.0 0.0 0.2186 0.0 0.0
1842 0.0 10654 784.95 0.2184 8.5 0.0 0.0 0.2184 0.0 0.0
1844 0.0 10627 784.95 0.2182 8.5 0.0 0.0 0.2182 0.0 0.0
t, 1846 0.0 10601 784.94 0.2179 8.5 0.0 0.0 0.2179 0.0 0.0
1848 0.0 10575 784.94 0.2177 8.4 0.0 0.0 0.2177 0.0 0.0
1850 0.0 10549 784.94 0.2175 8.4 0.0 0.0 0.2175 0.0 0.0
1852 0.0 10523 784.94 0.2172 8.4 0.0 0.0 0.2172 0.0 0.0
1854 0.0 10497 784.94 0.2170 8.4 0.0 0.0 0.2170 0.0 0.0
1856 0.0 10471 784.93 0.2167 8.3 0.0 0.0 0.2167 0.0 0.0
1858 0.0 10445 784.93 0.2165 8.3 0.0 0.0 0.2165 0.0 0.0
1860 0.0 10419 784.93 0.2163 8.3 0.0 0.0 0.2163 0.0 0.0
1862 0.0 10393 784.93 0.2160 8.3 0.0 0.0 0.2160 0.0 0,0
1864 0.0 10367 784.93 0.2158 8.2 0.0 0.0 0.2158 0.0 0.0
1866 0.0 10341 784.93 0.2156 8.2 0.0 0.0 0.2156 0.0 0.0
1868 0.0 10315 784.92 0.2153 8.2 0.0 0.0 0.2153 0.0 0.0
1870 0.0 10289 784.92 0.2151 8.2 0.0 0.0 0.2151 0.0 0.0
1872 0.0 10263 784.92 0.2148 8.1 0.0 0.0 0.2148 0.0 0.0
1874 0.0 10238 784.92 0.2146 8.1 0.0 0.0 0.2146 0.0 0.0
1876 0.0 10212 784.92 0.2144 8.1 0.0 0.0 0.2144 0.0 0.0
1878 0.0 10186 784.91 0.2141 8.1 0.0 0.0 0.2141 0.0 0.0
1880 0.0 10160 784.91 0.2139 8.0 0.0 0.0 0.2139 0.0 0.0
1882 0.0 10135 784.91 0.2136 8.0 0.0 0.0 0.2136 0.0 0.0
1884 0.0 10109 784.91 0.2134 8.0 0.0 0.0 0.2134 0.0 0.0
1886 0.0 10084 784.91 0.2132 8.0 0.0 0.0 0.2132 0.0 0.0
1888 0.0 10058 784.90 0.2129 7.9 0.0 0.0 0.2129 0.0 0.0
1890 0.0 10032 784.90 0.2127 7.9 0.0 0.0 0.2127 0.0 0.0
1892 0.0 10007 784.90 0.2125 7.9 0.0 0.0 0.2125 0.0 0.0
1894 0.0 9981 784.90 0.2122 7.9 0.0 0.0 0.2122 0.0 0.0
1896 0.0 9956 784.90 0.2120 7.8 0.0 0.0 0.2120 0.0 0.0
1898 0.0 9931 784.90 0.2117 7.8 0.0 0.0 0.2117 0.0 0.0
1900 0.0 9905 784.89 0.2115 7.8 0.0 0.0 0.2115 0.0 0.0
1902 0.0 9880 784.89 0.2113 7.8 0.0 0.0 0.2113 0.0 0.0
1904 0.0 9854 784.89 0.2110 7.7 0.0 0.0 0.2110 0.0 0.0
1906 0.0 9829 784.89 0.2108 7.7 0.0 0.0 0.2108 0.0 0.0
1908 0.0 9804 784.89 0.2105 7.7 0.0 0.0 0.2105 0.0 0.0
1910 0.0 9778 784.88 0.2103 7.7 0.0 0.0 0.2103 0.0 0.0
1912 0
0 9753 784
88 0.2101 7.6 0.0 0.0 0.2101 0.0 0.0
I 1914 .
0.0 9728 .
784.88 0.2098 7.6 0.0 0.0 0.2098 0.0 0.0
1916 0.0 9703 784.88 0.2096 7.6 0.0 0.0 0.2096 0.0 0.0
1918 0.0 9678 784.88 0.2093 7.6 0.0 0.0 0.2093 0.0 0.0

~. Vst Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9 10 11
~It„E INFLOW STORAGE STAGE OUTFLOW [3ARREl RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
rnin) (cfs) (cu fl) (fl) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
1920 0.0 9653 784.87 0.2091 7.5 0.0 0.0 0.2091 0.0 0.0
1922 0.0 9628 784.87 0.2088 7.5 0.0 0.0 0.2088 0.0 0.0
1924 0.0 9602 784.87 0.2086 7.5 0.0 0.0 0.2086 0.0 0.0
1926 0.0 9577 784.87 0.2084 7.5 0.0 0.0 0.2084 0.0 0.0
1928 0.0 9552 784.87 0.2081 7.4 0.0 0.0 0.2081 0.0 0.0
1930 0.0 9527 784.87 0.2079 7.4 0.0 0.0 0.2079 0.0 0.0
1932 0.0 9503 784.86 0.2076 7.4 0.0 0.0 0.2076 0.0 0.0
1934 0.0 9478 784.86 0.2074 7.4 0.0 0.0 0.2074 0.0 0.0
1936 0.0 9453 784.86 0.2072 7.3 0.0 0.0 0.2072 0.0 0.0
1938 0.0 9428 784.86 0.2069 7.3 0.0 0.0 0.2069 0.0 0.0
1940 0.0 9403 784.86 0.2067 7.3 0.0 0.0 0.2067 0.0 D.O
1942 0.0 9378 784.85 0.2064 7.3 0.0 0.0 0.2064 0.0 0.0
1944 0.0 9353 784.85 0.2062 7.2 0.0 0.0 0.2062 0.0 0.0
1946 0.0 9329 784.85 0.2059 7.2 0.0 0.0 0.2059 0.0 0.0
1948 0.0 9304 784.85 0.2057 7.2 0.0 0.0 0.2057 0.0 0.0
1950 0.0 9279 784.85 0.2055 7.2 0.0 0.0 0.2055 0.0 0.0
1952 0.0 9255 784.84 0.2052 7.2 0.0 0.0 0.2052 0.0 0.0
1954 0.0 9230 784.84 0.2050 7.1 0.0 0.0 0.2050 0.0 0.0
1956 0.0 9205 784.84 0.2047 7.1 0.0 0.0 0.2047 0.0 0.0
1958 0.0 9181 784.84 0.2045 7.1 0.0 0.0 0.2045 0.0 0.0
1960 0.0 9156 784.84 0.2042 7.1 0.0 0.0 0.2042 0.0 0.0
1962 0.0 9132 784.84 0.2040 7.0 0.0 0.0 0.2040 0.0 0.0
1964 0.0 9107 784.83 0.2038 7.0 0.0 0.0 0.2038 0.0 0.0
1966 0.0 9083 784.83 0.2035 7.0 0.0 0.0 0.2035 0.0 0.0
1968 0.0 9058 784.83 0.2033 7.0 0.0 0.0 0.2033 0.0 0.0
1970 0.0 9034 784.83 0.2030 6.9 0.0 0.0 0.2030 0.0 0.0
1972 0
0 9010 784
83 0
2028 6.9 0.0 0.0 0.2028 0.0 0.0
1974 .
0.0 8985 .
784.82 .
0.2025 6.9 0.0 0.0 0.2025 0.0 0.0
1976 0.0 8961 784.82 0.2023 6.9 0.0 0.0 0.2023 0.0 0.0
1978 0.0 8937 784.82 0.2021 6.9 0.0 0.0 0.2021 0.0 0.0
1980 0.0 8913 784.82 0.2018 6.8 0.0 0.0 0.2018 0.0 0.0
1982 0.0 8888 784.82 0.2016 6.8 0.0 0.0 0.2016 0.0 0.0
1984 0.0 8864 784.82 0.2013 6.8 0.0 0.0 0.2013 0.0 0.0
1986 0.0 8840 784.81 0.2011 6.8 0.0 0.0 0.2011 0.0 0.0
1988 0.0 8816 784.81 0.2008 6.7 0.0 0.0 0.2008 0.0 0.0
1990 0.0 8792 784.81 0.2006 6.7 0.0 0.0 0.2006 0.0 0.0
1992 0.0 8768 784.81 0.2003 6.7 0.0 0.0 0.2003 0.0 0.0
1994 0.0 8744 784.81 0.2001 6.7 0.0 0.0 0.2001 0.0 0.0
1996 0.0 8720 784.80 0.1998 6.6 0.0 0.0 0.1998 0.0 0.0
1998 0.0 8696 784.80 0.1996 6.6 0.0 0.0 0.1996 0.0 0.0
2000 0.0 8672 784.80 0.1994 6.6 0.0 0.0 0.1994 0.0 0.0
2002 0.0 8648 784.80 0.1991 6.6 0.0 0.0 0.1991 0.0 0.0
2004 0.0 8624 784.80 0.1989 6.6 0.0 0.0 0.1989 0.0 0.0
2006 0.0 8600 784.80 0.1986 6.5 0.0 0.0 0.1986 0.0 0.0
2008 0.0 8576 784.79 0.1984 6.5 0.0 0.0 0.1984 0.0 0.0
2010 0.0 8552 784.79 0.1981 6.5 0.0 0.0 0.1981 0.0 0.0
2012 0.0 8529 784.79 0.1979 6.5 0.0 0.0 0.1979 0.0 0.0
2014 0.0 8505 784.79 0.1976 6.4 0.0 0.0 0.1976 0.0 0.0
2016 0.0 8481 784.79 0.1974 6.4 0.0 0.0 0.1974 0.0 0.0
2018 0.0 8457 784.78 0.1971 6.4 0.0 0.0 0.1971 0.0 0.0
2020 0.0 8434 784.78 0.1969 6.4 0.0 0.0 0.1969 0.0 0.0
2022 0.0 8410 784.78 0.1966 6.4 0.0 0.0 0.1966 0.0 0.0
2024 0.0 8387 784.78 0.1964 6.3 0.0 0.0 0.1964 0.0 0.0
2026 0.0 8363 784.78 0.1962 6.3 0.0 0.0 0.1962 0.0 0.0
2028 0.0 8339 784.78 0.1959 6.3 0.0 0.0 0.1959 0.0 0.0
2030 0.0 8316 7II4.77 0.1957 6.3 0.0 0.0 0.1957 0.0 0.0
2032 0.0 8292 784.77 0.1954 6.2 0.0 0.0 0.1954 0.0 0.0
2034 0.0 8269 784.77 0.1952 6.2 0.0 0.0 0.1952 0.0 0.0
2036 0.0 8246 784.77 0.1949 6.2 0.0 0.0 0.1949 0.0 0.0
2038 0.0 8222 784.77 0.1947 6.2 0.0 0.0 0.1947 0.0 0.0
2040 0
0 8199 784
76 0.1944 6.2 0.0 0.0 0.1944 0.0 0.0
2042 .
0.0 8176 .
784.76 0.1942 6.1 0.0 0.0 0.1942 0.0 0.0
2044 0.0 8152 784.76 0.1939 6.1 0.0 0.0 0.1939 0.0 0.0
2046 0.0 8129 784.76 0.1937 6.1 0.0 0.0 0.1937 0.0 0.0

~'al Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9
_
____________ 10
_____________ 11
__
FI"dE IfJFLOVJ -
STORAGE --------
STAGE -
OUTFLOW BARREL RISER _
RISER _
DRAIN HOLES 1 SPILLWAY _________
DRAIN HOLES 2
Irvin) (cfs) (cu h) (ft) (cfs) (cts) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
------
2048 ------
0.0 -------
8106 --- --
784.76 -----------
0.1934 -------
6.1 --------
0.0 --------
0.0 ---------
0.1934 -
0.0
0.0
2050 0.0 8083 784.76 0.1932 6.1 0.0 0.0 0.1932 0.0 0.0
2052 0.0 8059 784.75 0.1929 6.0 0.0 0.0 0.1929 0.0 0.0
2054 0.0 8036 784.75 0.1927 6.0 0.0 0.0 0.1927 0.0 0.0
2056 0.0 8013 784.75 0.1924 6.0 0.0 0.0 0.1924 0.0 0.0
2058 0.0 7990 784.75 0.1922 6.0 0.0 0.0 0.1922 0.0 0.0
2060 0.0 7967 784.75 0.1919 5.9 0.0 0.0 0.1919 0.0 0.0
2062 0.0 7944 784.74 0.1917 5.9 0.0 0.0 0.1917 0.0 0.0
2064 0.0 7921 784.74 0.1914 5.9 0.0 0.0 0.1914 0.0 0.0
2066 0.0 7898 784.74 0.1912 5.9 0.0 0.0 0.1912 0.0 0.0
2068 0.0 7875 784.74 0.1909 5.9 0.0 0.0 0.1909 0.0 0.0
2070 0.0 7852 784.74 0.1907 5.8 0.0 0.0 0.1907 0.0 0.0
2072 0.0 7829 784.74 0.1904 5.8 0.0 0.0 0.1904 0.0 0.0
2074 0.0 7806 784.73 0.1902 5.8 0.0 0.0 0.1902 0.0 0.0
2076 0.0 7783 784.73 0.1899 5.8 0.0 0.0 0.1899 0.0 0.0
2078 0.0 7761 784.73 0.1897 5.8 0.0 0.0 0.1897 0.0 0.0
2080 0.0 7738 784.73 0.1894 5.7 0.0 0.0 0.1894 0.0 0.0
2082 0.0 7715 784.73 0.1892 5.7 0.0 0.0 0.1892 0.0 0.0
2084 0.0 7692 784.73 0.1889 5.7 0.0 0.0 0.1889 0.0 0.0
2086 0.0 7670 784.72 0.1887 5.7 0.0 0.0 0.1887 0.0 0.0
2088 0.0 7647 784.72 0.1884 5.7 0.0 0.0 0.1884 0.0 0.0
2090 0.0 7625 784.72 0.1882 5.6 0.0 0.0 0.1882 0.0 0.0
2092 0.0 7602 784.72 0.1879 5.6 0.0 0.0 0.1879 0.0 0.0
2094 0.0 7579 784.72 0.1877 5.6 0.0 0.0 0.1877 0.0 0.0
2096 0.0 7557 784.71 0.1874 5.6 0.0 0.0 0.1874 0.0 0.0
2098 0.0 7534 784.71 0.1872 5.6 0.0 0.0 0.1872 0.0 0.0
2100 0
0 7512 784
71 0.1869 5.5 0.0 0.0 0.1869 0.0 0.0
2102 .
0.0 7490 .
784.71 0.1867 5.5 0.0 0.0 0.1867 0.0 0.0
2104 0.0 7467 784.71 0.1864 5.5 0.0 0.0 0.1864 0.0 0.0
2106 0.0 7445 784.71 0.1862 5.5 0.0 0.0 0.1862 0.0 0.0
2108 0.0 7422 784.70 0.1859 5.4 0.0 0.0 0.1859 0.0 0.0
2110 0.0 7400 784.70 0.1857 5.4 0.0 0.0 0.1857 0.0 0.0
2112 0.0 7378 784.70 0.1854 5.4 0.0 0.0 0.1854 0.0 0.0
2114 0.0 7356 784.70 0.1851 5.4 0.0 0.0 0.1851 0.0 0.0
2116 0.0 7333 784.70 0.1849 5.4 0.0 0.0 0.1849 0.0 0.0
2118 0.0 7311 784.70 0.1846 5.3 0.0 0.0 0.1846 0.0 0.0
2120 0.0 7289 784.69 0.1844 5.3 0.0 0.0 0.1844 0.0 0.0
2122 0.0 7267 784.69 0.1841 5.3 0.0 0.0 0.1841 0.0 0.0
2124 0.0 7245 784.69 0.1839 5.3 0.0 0.0 0.1839 0.0 0.0
2126 0.0 7223 784.69 0.1836 5.3 0.0 0.0 0.1836 0.0 0.0
2128 0.0 7201 784.69 0.1834 5.2 0.0 0.0 0.1834 0,0 0.0
2130 0.0 7179 784.69 0.1831 5.2 0.0 0.0 0.1831 0.0 0.0
2132 0.0 7157 784.68 0.1829 5.2 0.0 0.0 0.1829 0.0 0.0
2134 0.0 7135 784.68 0.1826 5.2 0.0 0.0 0.1826 0.0 0.0
2136 0.0 7113 784.68 0.1824 5.2 0.0 0.0 0.1II24 0,0 0.0
2138 0.0 7091 784.68 0.1821 5.2 0.0 0.0 0.1821 0.0 0.0
2140 0.0 7069 784.68 0.1818 5.1 0.0 0.0 0.1818 0.0 0.0
2142 0.0 7047 784.67 0.1816 5.1 0.0 0.0 0.1816 0.0 0.0
2144 0.0 7026 784.67 0.1813 5.1 0.0 0.0 0.1813 0.0 0.0
2146 0.0 7004 784.67 0.1811 5.1 0.0 0.0 0.1811 0.0 0.0
2148 0.0 6982 784.67 0.1808 5.1 0.0 0.0 0.1808 0 0 0.0
2150 0.0 6960 784.67 0.1806 5.0 0.0 0.0 0.1806 0 0 0.0
2152 0.0 6939 784.67 0.1803 5.0 0.0 0.0 0.1803 0.0 0.0
2154 0.0 6917 784.66 0.1801 5.0 0.0 0.0 0.1801 0.0 0.0
2156 0.0 6895 784.66 0.1798 5.0 0.0 0.0 0.1798 0.0 0.0
2158 0.0 6874 784.66 0.1796 5.0 0.0 0.0 0.1796 0.0 0.0
2160 0.0 6852 784.66 0.1793 4.9 0.0 0.0 0.1793 0.0 0.0
2162 0.0 6831 784.66 0.1790 4.9 0.0 0.0 0.1790 0.0 0.0
2164 0.0 6809 784.66 0.1788 4.9 0.0 0.0 0.1788 0.0 0.0
2166 0.0 6788 784.65 0.1785 4.9 0.0 0.0 0.1785 0.0 0.0
2168 0.0 6766 784.65 0.1783 4.9 0.0 0.0 0.1783 0.0 0.0
® 2170 0.0 6745 784.65 0.1780 4.8 0.0 0.0 0.1780 0.0 0.0
2172 0.0 6724 784.65 0.1778 4.8 0.0 0.0 0.1778 0.0 0.0
2174 0.0 6702 784.65 0.1775 4.8 0.0 0 0 0.1775 0.0 0.0

~~ est VJet Pond 10 Year Routing Table:
-- 1 -- ---- 2--- ----- 3 --- 4 5 6 7 8 9 10 11
-------
T161E ---------
INFLO'/J -----------
STORAGE ---------
STAGE -----------
OUTFLOW ---------- -
E3ARREL ---------
RISER -
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
(min) (cfs) (cu K) (fq (c(s) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
-_______

2176 _________

0.0 ___________

6681
---------
784.65
----------- -
0.1772
----------
4.8
---------
0.0
----------
0.0
---------------
0.1772
------------
0.0
-----
0.0
2178 0.0 6660 784.64 0.1770 4.8 0.0 0.0 0.1770 0.0 0.0
2180 0.0 6639 784.64 0.1767 4.7 0.0 0.0 0.1767 0.0 0.0
2182 0.0 6617 784.64 0.1765 4.7 0.0 0.0 0.1765 0.0 0 0
2184 0.0 6596 784.64 0.1762 4.7 0.0 0.0 0.1762 0.0 0.0
2186 0.0 6575 784.64 0.1760 4.7 0.0 0.0 0.1760 0.0 0.0
2188 0.0 6554 784.64 0.1757 4.7 0.0 0.0 0.1757 0.0 0.0
2190 0.0 6533 784.63 0.1754 4.7 0.0 0.0 0.1754 0.0 0.0
2192 0.0 6512 784.63 0.1752 4.6 0.0 0.0 0.1752 0.0 0.0
2194 0.0 6491 784.63 0.1749 4.6 0.0 0.0 0.1749 0.0 0.0
2196 0.0 6470 784.63 0.1747 4.6 0.0 0.0 0.1747 0.0 0.0
2198 0.0 6449 784.63 0.1744 4.6 0.0 0.0 0.1744 0.0 0.0
2200 0.0 6428 784.63 0.1741 4.6 0.0 0.0 0.1741 0.0 0.0
2202 0.0 6407 784.62 0.1739 4.5 0.0 0.0 0.1739 0.0 0.0
2204 0.0 6386 784.62 0.1736 4.5 0.0 0.0 0.1736 0.0 0.0
2206 0.0 6365 784.62 0.1734 4.5 0.0 0.0 0.1734 0.0 0.0
2208 0.0 6344 784.62 0.1731 4.5 0.0 0.0 0.1731 0.0 0.0
2210 0.0 6324 784.62 0.1728 4.5 0.0 0.0 0.1728 0.0 0.0
2212 0.0 6303 784.62 0.1726 4.5 0.0 0.0 0.1726 0.0 0.0
2214 0.0 6282 784.61 0.1723 4.4 0.0 0.0 0.1723 0.0 0.0
2216 0.0 6262 784.61 0.1721 4.4 0.0 0.0 0.1721 0.0 0.0
2218 0.0 6241 784.61 0.1718 4.4 0.0 0.0 0.1718 0.0 0.0
2220 0.0 6220 784.61 0.1715 4.4 0.0 0.0 0.1715 0.0 O.D
2222 0.0 6200 784.61 0.1713 4.4 0.0 0.0 0.1713 0.0 0.0
2224 0.0 6179 784.61 0.1710 4.3 0.0 0.0 0.1710 0.0 0.0
2226 0.0 6159 784.60 0.1708 4.3 0.0 0.0 0.1708 0.0 0.0
2228 0.0 6138 784.60 0.1705 4.3 0.0 0.0 0.1705 0.0 0.0
2230 0.0 6118 784.60 0.1702 4.3 0.0 0.0 0.1702 0.0 0.0
2232 0.0 6097 784.60 0.1700 4.3 0.0 0.0 0.1700 0.0 0.0
2234 0.0 6077 784.60 0.1697 4.3 0.0 0.0 0.1697 0.0 0.0
2236 0.0 6056 784.60 0.1695 4.2 0.0 0.0 0.1695 0.0 0.0
2238 0.0 6036 784.59 0.1692 4.2 0.0 0.0 0.1692 0.0 0.0
2240 0.0 6016 784.59 0.1689 4.2 0.0 0.0 0.1689 0.0 0.0
2242 0.0 5996 784.59 0.1687 4.2 0.0 0.0 0.1687 0.0 0.0
2244 0.0 5975 784.59 0.1684 4.2 0.0 0.0 0.1684 0.0 0.0
2246 0.0 5955 784.59 0.1681 4.2 0.0 0.0 0.1681 0.0 0.0
2248 0.0 5935 784.59 0.1679 4.1 0.0 0.0 0.1679 0.0 0.0
2250 0.0 5915 784.58 0.1676 4.1 0.0 0.0 0.1676 0.0 0.0
2252 0.0 5895 784.58 0.1674 4.1 0.0 0.0 0.1674 0.0 0.0
2254 0.0 5875 784.58 0.1671 4.1 0.0 0.0 0.1671 0.0 0.0
2256 0.0 5855 784.58 0.1668 4.1 0.0 0.0 0.1668 0.0 0.0
2258 0.0 5835 784.58 0.1666 4.0 0.0 0.0 0.1666 0.0 0.0
2260 0.0 5815 784.58 0.1663 4.0 0.0 0.0 0.1663 0.0 0.0
2262 0.0 5795 784.57 0.1660 4.0 0.0 0.0 0.1660 0.0 0.0
2264 0.0 5775 784.57 0.1658 4.0 0.0 0.0 0.1658 0.0 0.0
2266 0.0 5755 784.57 0.1655 4.0 0.0 0.0 0.1655 0.0 0.0
2268 0.0 5735 784.57 0.1652 4.0 0.0 0.0 0.1652 0.0 0.0
2270 0.0 5715 784.57 0.1650 3.9 0.0 0.0 0.1650 0.0 0.0
2272 0.0 5695 784.57 0.1647 3.9 0.0 0.0 0.1647 0.0 0.0
2274 0.0 5675 784.56 0.1645 3.9 0.0 0.0 0.1645 0.0 0.0
2276 0.0 5656 784.56 0.1642 3.9 0.0 0.0 0.1642 0.0 0.0
2278 0.0 5636 784.56 0.1639 3.9 0.0 0.0 0.1639 0.0 0.0
2280 0.0 5616 784.56 0.1637 3.9 0.0 0.0 0.1637 0.0 0.0
2282 0.0 5597 784.56 0.1634 3.8 0.0 0.0 0.1634 0.0 0.0
2284 0.0 5577 784.56 0.1631 3.8 0.0 0.0 0.1631 0.0 0.0
2286 0.0 5558 784.56 0.1629 3.8 0.0 0.0 0.1629 0.0 0.0
2288 0.0 5538 784.55 0.1626 3.8 0.0 0.0 0.1626 0.0 0.0
2290 0.0 5519 784.55 0.1623 3.8 0.0 0.0 0.1623 0.0 0.0
2292 0.0 5499 784.55 0.1621 3.8 0.0 0.0 0.1621 0.0 0.0
2294 0.0 5480 784.55 0.1618 3.7 0.0 0.0 0.1618 0.0 0.0
2296 0.0 5460 784.55 0.1615 3.7 0.0 0.0 0.1615 0.0 0.0
2298 0 0 5441 784.55 0.1613 3.7 0.0 0.0 0.1613 0.0 0.0
2300 0.0 5421 784.54 0.1610 3.7 0.0 0.0 0.1610 0.0 0.0
2302 0.0 5402 784.54 0.1607 3.7 0.0 0.0 01607 0.0 0.0

Vest Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 II 0 10 11
-
71f~1E -------
INFLOb'J -------
STORAGE ------
STAGE ----------- -
OUTFLOW ---------
UARREL -
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
(ruin) (cfs) (cu ft) ((p (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
------
2304 -------
0.0 -------
5383 -------
784.54 ---------- -
0.1605 ---------
3.7 -- -
0.0
0.0
0.1605
0.0
0.0
2306 0.0 5364 784.54 0.1602 3.6 0.0 0.0 0.1602 0.0 0.0
2308 0.0 5344 784.54 0.1599 3.6 0.0 0.0 0.1599 0.0 0.0
2310 0.0 5325 784.54 0.1597 3.6 0.0 0.0 0.1597 0.0 0.0
2312 0.0 5306 784.53 0.1594 3.6 0.0 0.0 0.1594 0.0 0.0
2314 0.0 5287 784.53 0.1591 3.6 0.0 0.0 0.1591 0.0 0.0
2316 0.0 5268 784.53 0.1589 3.6 0.0 0.0 0.1589 0.0 0.0
2318 0.0 5249 784.53 0.1586 3.6 0.0 0.0 0.1586 0.0 0.0
2320 0.0 5230 784.53 0.1583 3.5 0.0 0.0 0.1583 0.0 0.0
2322 0.0 5211 784.53 0.1580 3.5 0.0 0.0 0.1580 0.0 0.0
2324 0.0 5192 784.52 0.1578 3.5 0.0 0.0 0.1578 0.0 0.0
2326 0.0 5173 784.52 0.1575 3.5 0.0 0.0 0.1575 0.0 0.0
2328 0.0 5154 784.52 0.1572 3.5 0.0 0.0 0.1572 0.0 0.0
2330 0.0 5135 784.52 0.1570 3.5 0.0 0.0 0.1570 0.0 0.0
2332 0.0 5116 784.52 0.1567 3.4 0.0 0.0 0.1567 0.0 0.0
2334 0.0 5097 784.52 0.1564 3.4 0.0 0.0 0.1564 0.0 0.0
2336 0.0 5079 784.52 0.1562 3.4 0.0 0.0 0.1562 0.0 0.0
2338 0.0 5060 784.51 0.1559 3.4 0.0 0.0 0.1559 0.0 0.0
2340 0.0 5041 784.51 0.1556 3.4 0.0 0.0 0.1556 0.0 0.0
2342 0.0 5022 784.51 0.1554 3.4 0.0 0.0 0.1554 0.0 0.0
2344 0.0 5004 784.51 0.1551 3.3 0.0 0.0 0.1551 0.0 0.0
2346 0.0 4985 784.51 0.1548 3.3 0.0 0.0 0.1548 0.0 0.0
2348 0.0 4967 784.51 0.1545 3.3 0.0 0.0 0.1545 0.0 0.0
2350 0.0 4948 784.50 0.1543 3.3 0.0 0.0 0.1543 0.0 0.0
2352 0.0 4930 784.50 0.1540 3.3 0.0 0.0 0.1540 0.0 0.0
2354 0.0 4911 784.50 0.1537 3.3 0.0 0.0 0.1537 0.0 0.0
2356 0.0 4893 784.50 0.1535 3.3 0.0 0.0 0.1535 0.0 0.0
2358 0.0 4874 784.50 0.1532 3.2 0.0 0.0 0.1532 0.0 0.0
2360 0.0 4856 784.50 0.1529 3.2 0.0 0.0 0.1529 0.0 0.0
2362 0.0 4838 784.50 0.1526 3.2 0.0 0.0 0.1526 0.0 0.0
2364 0.0 4819 784.49 0.1524 3.2 0.0 0.0 0.1524 0.0 0.0
2366 0.0 4801 784.49 0.1521 3.2 0.0 0.0 0.1521 0.0 0.0
2368 0.0 4783 784.49 0.1518 3.2 0.0 0.0 0.1518 0.0 0.0
2370 0.0 4764 784.49 0.1515 3.2 0.0 0.0 0.1515 0.0 0.0
2372 0.0 4746 784.49 0.1513 3.1 0.0 0.0 0.1513 0.0 0.0
2374 0.0 4728 784.49 0.1510 3.1 0.0 0.0 0.1510 0.0 0.0
2376 0.0 4710 784.48 0.1507 3.1 0.0 0.0 0.1507 0.0 0.0
2378 0.0 4692 784.48 0.1505 3.1 0.0 0.0 0.1505 0.0 0.0
2380 0.0 4674 784.48 0.1502 3.1 0.0 0.0 0.1502 0.0 0.0
2382 0.0 4656 784.48 0.1499 3.1 0.0 0.0 0.1499 0.0 0.0
2384 0.0 4638 784.48 0.1496 3.0 0.0 0.0 0.1496 0.0 0.0
2386 0.0 4620 784.48 0.1494 3.0 0.0 0.0 0.1494 0.0 0.0
2388 0.0 4602 784.48 0.1491 3.0 0.0 0.0 0.1491 0.0 0.0
2390 0.0 4584 784.47 0.1488 3.0 0.0 0.0 0.1488 0.0 0.0
2392 0.0 4566 784.47 0.1485 3.0 0.0 0.0 0.1485 0.0 0.0
2394 0.0 4548 784.47 0.1483 3.0 0.0 0.0 0.1483 0.0 0.0
2396 0.0 4531 784.47 0.1480 3.0 0.0 0.0 0.1480 0.0 0.0
2398 0.0 4513 784.47 0.1477 2.9 0.0 0.0 0.1477 0.0 0.0
2400 0.0 4495 784.47 0.1474 2.9 0.0 0.0 0.1474 0.0 0.0
2402 0.0 4477 784.46 0.1471 2.9 0.0 0.0 0.1471 0.0 0.0
2404 0.0 4460 784.46 0.1469 2.9 0.0 0.0 0.1469 0.0 0.0
2406 0.0 4442 784.46 0.1466 2.9 0.0 0.0 0.1466 0.0 0.0
2408 0.0 4425 784.46 0.1463 2.9 0.0 0.0 0.1463 0.0 0.0
2410 0.0 4407 784.46 0.1460 2.9 0.0 0.0 0.1460 0.0 0.0
2412 0.0 4389 784.46 0.1458 2.8 0.0 0.0 0.1458 0.0 0.0
2414 0 0 4372 784.46 0.1455 2.8 0.0 0.0 0.1455 0.0 0.0
2416 0 0 4355 784.45 0.1452 2.8 0.0 0.0 0.1452 0.0 0.0
2418 0.0 4337 784.45 0.1449 2.8 0.0 0.0 0.1449 0.0 0.0
2420 0.0 4320 784.45 0.1447 2.8 0.0 0.0 0.1447 0.0 0.0
2422 0.0 4302 784.45 0.1444 2.8 0.0 0.0 0.1444 0.0 0.0
2424 0.0 4285 784.45 0.1441 2.8 0.0 0.0 0.1441 0.0 0.0
2426 0.0 4268 784.45 0.1438 2.8 0.0 0.0 0.1438 0.0 0.0
2428 0.0 4250 784.45 0.1435 2.7 0.0 0.0 0.1435 0.0 0.0
2430 0.0 4233 784.44 0.1433 2.7 0.0 0.0 0.1433 0.0 0.0

~''st V.'et Pond 10 Year Routing Table.
1 2 3 4 5 6 7 8 0 70 11
~ItAE INFLO'~^J STORAGE STAGE GUTFL01'J BARREL RISER RISER DRAIfJ HOLES 1 SPILLWAY DRAIfJ HOLES 2
.min) (cfs) (cu ft) ((q (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cls)
------
2432 -----
0.0 --------
4216 ------
784.44 ----------- -
0.1430 --------- -
2.7 ------
0.0 ---------
0.0 -----------
0.1430 --------
0.0
0.0
2434 0.0 4199 784.44 0.1427 2.7 0.0 0.0 0.1427 0.0 0.0
2436 0.0 4182 784.44 0.1424 2.7 0.0 0.0 0.1424 0.0 0.0
2438 0.0 4165 784.44 0.1421 2.7 0.0 0.0 0.1421 0.0 0.0
2440 0.0 4148 784.44 0.1419 2.7 0.0 0.0 0.1419 0.0 0.0
2442 0.0 4131 784.43 0.1416 2.6 0.0 0.0 0.1416 0.0 0.0
2444 0.0 4114 784.43 0.1413 2.6 0.0 0.0 0.1413 0.0 0.0
2446 0.0 4097 784.43 0.1410 2.6 0.0 0.0 0.1410 0.0 0.0
2448 0.0 4080 784.43 0.1407 2.6 0.0 0.0 0.1407 0.0 0.0
2450 0.0 4063 784.43 0.1405 2.6 0.0 0.0 0.1405 0.0 0.0
2452 0.0 4046 784.43 0.1402 2.6 0.0 0.0 0.1402 0.0 0.0
2454 0.0 4029 784.43 0.1399 2.6 0.0 0.0 0.1399 0.0 0.0
2456 0.0 4012 784.42 0.1396 2.5 0.0 0.0 0.1396 0.0 0.0
2458 0.0 3996 784.42 0.1393 2.5 0.0 0.0 0.1393 0.0 0.0
2460 0.0 3979 784.42 0.1391 2.5 0.0 0.0 0.1391 0.0 0 0
2462 0.0 3962 784.42 0.1388 2.5 0.0 0.0 0.1388 0.0 0.0
2464 0.0 3946 784.42 0.1385 2.5 0.0 0.0 0.1385 0.0 0,0
2466 0.0 3929 784.42 0.1382 2.5 0.0 0.0 0.1382 0.0 0.0
2468 0.0 3912 784.42 0.1379 2.5 0.0 0.0 0.1379 0.0 0.0
2470 0.0 3896 784.41 0.1376 2.5 0.0 0.0 0.1376 0.0 0.0
2472 0.0 3879 784.41 0.1374 2.4 0.0 0.0 0.1374 0.0 0.0
2474 0.0 3863 784.41 0.1371 2.4 0.0 0.0 0.1371 0.0 0.0
2476 0.0 3846 784.41 0.1368 2.4 0.0 0.0 0.1368 0.0 0.0
2478 0.0 3830 784.41 0.1365 2.4 0.0 0.0 0.1365 0.0 0.0
2480 0.0 3814 784.41 0.1362 2.4 0.0 0.0 0.1362 0.0 0.0
2482 0.0 3797 784.41 0.1359 2.4 0.0 0.0 0.1359 0.0 O.D
2484 0.0 3781 784.40 0.1357 2.4 0.0 0.0 0.1357 0.0 0.0
2486 0.0 3765 784.40 0.1354 2.4 0.0 0.0 0.1354 0.0 0.0
2488 0.0 3748 784.40 0.1351 2.3 0.0 0.0 0.1351 0.0 0.0
2490 0.0 3732 784.40 0.1348 2.3 0.0 0.0 0.1348 0.0 0.0
2492 0.0 3716 784.40 0.1345 2.3 0.0 0.0 0.1345 0.0 0.0
2494 0.0 3700 784.40 0.1342 2.3 0.0 0.0 0.1342 0.0 0.0
2496 0.0 3684 784.40 0.1339 2.3 0.0 0.0 0.1339 0.0 0.0
2498 0.0 3668 784.39 0.1337 2.3 0.0 0.0 0.1337 0.0 0.0
2500 0.0 3652 784.39 0.1334 2.3 0.0 0.0 0.1334 0.0 0.0
2502 0.0 3636 784.39 0.1331 2.3 0.0 0.0 0.1331 0.0 0.0
2504 0.0 3620 784.39 0.1328 2.2 0.0 0.0 0.1328 0.0 0.0
2506 0.0 3604 784.39 0.1325 2.2 0.0 0.0 0.1325 0.0 0.0
2508 0.0 3588 784.39 0.1322 2.2 0.0 0.0 0.1322 0.0 0.0
2510 0.0 3572 784.39 0.1319 2.2 0.0 0.0 0.1319 0.0 0.0
2512 0.0 3556 784.38 0.1316 2.2 0.0 0.0 0.1316 0.0 0.0
2514 0.0 3540 784.38 0.1314 2.2 0.0 0.0 0.1314 0.0 0.0
2516 0.0 3525 784.38 0.1311 2.2 0.0 0.0 0.1311 0.0 0.0
2518 0.0 3509 784.38 0.1308 2.2 0.0 0.0 0.13D8 0.0 0.0
2520 0.0 3493 784.38 0.1305 2.1 0.0 0.0 0.1305 0.0 0.0
2522 0.0 3477 784.38 0.1302 2.1 0.0 0.0 0.1302 0.0 0.0
2524 0.0 3462 784.38 0.1299 2.1 0.0 0.0 0.1299 0.0 0.0
2526 0.0 3446 784.37 0.1296 2.1 0.0 0.0 0.1296 0.0 0.0
2528 0.0 3431 784.37 0.1293 2.1 0.0 0.0 0.1293 0.0 0.0
2530 0.0 3415 784.37 0.1291 2.1 0.0 0.0 0.1291 0.0 0.0
2532 0.0 3400 784.37 0.1288 2.1 0.0 0.0 0.1288 0.0 0.0
2534 0.0 3384 784.37 0.1285 2.1 0.0 0.0 0.1285 0.0 0.0
2536 0.0 3369 784.37 0.1282 2.1 0.0 0.0 0.1282 0.0 0.0
2538 0.0 3353 784.37 0.1279 2.0 0.0 0.0 0.1279 0.0 0.0
2540 0.0 3338 784.36 0.1276 2.0 0.0 0.0 0.1276 0.0 0.0
2542 0.0 3323 784.36 0.1273 2.0 0.0 0.0 0.1273 0.0 0.0
2544 0.0 3308 784.36 0.1270 2.0 0.0 0.0 0.1270 0.0 0.0
2546 0.0 3292 784.36 0.1267 2.0 0.0 0.0 0.1267 0.0 0.0
2548 0.0 3277 784.36 0.1264 2.0 0.0 0.0 0.1264 0.0 0.0
2550 0.0 3262 784.36 0.1261 2.0 0.0 0.0 0.1261 0.0 0.0
2552 0.0 3247 784.36 0.1258 2.0 0.0 0.0 0.1258 0.0 0.0
2554 0.0 3232 784.36 0.1256 2.0 0.0 0.0 0.1256 0.0 0.0
2556 0.0 3217 784.35 0.1253 1.9 0.0 0.0 0.1253 0.0 0.0
2558 0.0 3202 784.35 0.1250 1.9 0.0 0.0 0.1250 0.0 0.0

® ~~>>t E"Jet Pond 10 Year Routing Table:
1 2 3 4 S - 6 7 b 9 10 11
'IfdE INFLObV STORAGE STAGE OUTFLOW [3ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
min) (c(s) (cu fl) (ft) (cfs) (cts) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
---- -
2560 --------
0.0 -----------
3187 ---------
784.35 ------------ -
0.1247 ----------
1.9 ----------
0.0 - ---------
0.0 ---------------
0.1247 ------------
0.0 -
0.0
2562 0.0 3172 784.35 0.1244 1.9 0.0 0.0 0.1244 0.0 0.0
2564 0.0 3157 784.35 0.1241 1.9 0.0 0.0 0.1241 0.0 0.0
2566 0.0 3142 784.35 0.1238 1.9 0.0 0.0 0.1238 0.0 0.0
2568 0.0 3127 784.35 0.1235 1.9 0.0 0.0 0.1235 0.0 0.0
2570 0.0 3112 784.34 0.1232 1.9 0.0 0.0 0.1232 0.0 0.0
2572 0.0 3097 784.34 0.1229 1.9 0.0 0.0 0.1229 0.0 0.0
2574 0.0 3083 784.34 0.1226 1.8 0.0 0.0 0.1226 0.0 0.0
2576 0.0 3068 784.34 0.1223 1.8 0.0 0.0 0.1223 0.0 0.0
2578 0.0 3053 784.34 0.1220 1.8 0.0 0.0 0.1220 0.0 0.0
2580 0.0 3039 784.34 0.1217 1.8 0.0 0.0 0.1217 0.0 0.0
2582 0.0 3024 784.34 0.1214 1.8 0.0 0.0 0.1214 0.0 0.0
2584 0.0 3009 784.34 0.1211 1.8 0.0 0.0 0.1211 0.0 0.0
2586 0.0 2995 784.33 0.1208 1.8 0.0 0.0 0.1208 0.0 0.0
2588 0.0 2980 784.33 0.1205 1.8 0.0 0.0 0.1205 0.0 0.0
2590 0.0 2966 784.33 0.1202 1.8 0.0 0.0 0.1202 0.0 0.0
2592 0.0 2951 784.33 0.1199 1.7 0.0 0.0 0.1199 0.0 0.0
2594 0.0 2937 784.33 0.1197 1.7 0.0 0.0 0.1197 0.0 0.0
2596 0.0 2923 784.33 0.1194 1.7 0.0 0.0 0.1194 0.0 0.0
2598 0.0 2908 784.33 0.1191 1.7 0.0 0.0 0.1191 0.0 0.0
2600 0.0 2894 784.32 0.1188 1.7 0.0 0.0 0.1188 0.0 0.0
2602 0.0 2880 784.32 0.1185 1.7 0.0 0.0 0.1185 0.0 0.0
2604 0.0 2866 784.32 0.1182 1.7 0.0 0.0 0.1182 0.0 0.0
2606 0.0 2851 784.32 0.1179 1.7 0.0 0.0 0.1179 0.0 0.0
2608 0.0 2837 784.32 0.1176 1.7 0.0 0.0 0.1176 0.0 0.0
2610 0.0 2823 784.32 0.1173 1.7 0.0 0.0 0.1173 0.0 0.0
2612 0.0 2809 784.32 0.1170 1.6 0.0 0.0 0.1170 0.0 0.0
2614 0.0 2795 784.32 0.1167 1.6 0.0 0.0 0.1167 0.0 0.0
®
2616 0.0 2781 784.31 0.1164 1.6 0.0 0.0 0.1164 0.0 0.0
2618 0.0 2767 784.31 0.1161 1.6 0.0 0.0 0.1161 0.0 0.0
2620 0.0 2753 784.31 0.1158 1.6 0.0 0.0 0.1158 0.0 0.0
2622 0.0 2739 784.31 0.1155 1.6 0.0 0.0 0.1155 0.0 0.0
2624 0.0 2725 784.31 0.1152 1.6 0.0 0.0 0.1152 0.0 0.0
2626 0.0 2712 784.31 0.1149 1.6 0.0 0.0 0.1149 0.0 0.0
2628 0.0 2698 784.31 0.1146 1.6 0.0 0.0 0.1146 0.0 0.0
2630 0.0 2684 784.30 0.1143 1.6 0.0 0.0 0.1143 0.0 0.0
2632 0.0 2670 784.30 0.1139 1.5 0.0 0.0 0.1139 0.0 0.0
2634 0.0 2657 784.30 0.1136 1.5 0.0 0.0 0.1136 0.0 0.0
2636 0.0 2643 784.30 0.1133 1.5 0.0 0.0 0.1133 0.0 0.0
2638 0.0 2629 784.30 0.1130 1.5 0.0 0.0 0.1130 0.0 0.0
2640 0.0 2616 784.30 0.1127 1.5 0.0 0.0 0.1127 0.0 0.0
2642 0.0 2602 784.30 0.1124 1.5 0.0 0.0 0.1124 0.0 0.0
2644 0.0 2589 784.30 0.1121 1.5 0.0 0.0 0.1121 0.0 0.0
2646 0.0 2575 784.29 0.1118 1.5 0.0 0.0 0.1118 0.0 0.0
2648 0.0 2562 784.29 0.1115 1.5 0.0 0.0 0.1115 0.0 0.0
2650 0.0 2549 784.29 0.1112 1.5 0.0 0.0 0.1112 0.0 0.0
2652 0.0 2535 784.29 0.1109 1.4 0.0 0.0 0.1109 0.0 0.0
2654 0.0 2522 784.29 0.1106 1.4 0.0 0.0 0.1106 0.0 0.0
2656 0.0 2509 784.29 0.1103 1.4 0.0 0.0 0.1103 0.0 0.0
2658 0.0 2495 784.29 0.1100 1.4 0.0 0.0 0.1100 0.0 0.0
2660 0.0 2482 784.29 0.1097 1.4 0.0 0.0 0.1097 0.0 0.0
2662 0.0 2469 784.28 0.1094 1.4 0.0 0.0 0.1094 0.0 0.0
2664 0.0 2456 784.28 0.1091 1.4 0.0 0.0 0.1091 0.0 0.0
2666 0.0 2443 784.28 0.1088 1.4 0.0 0.0 0.1088 0.0 0.0
2668 0.0 243D 784.28 0.1085 1.4 0.0 0.0 0.1085 0.0 0.0
2670 0.0 2417 784.28 0.1081 1.4 0.0 0.0 0.1081 0.0 0.0
2672 0.0 2404 784.28 0.1078 1.4 0.0 0.0 0.1078 0.0 0.0
2674 0.0 2391 784.28 0.1075 1.3 0.0 0.0 0.1075 0.0 0.0
2676 0.0 2378 784.28 0.1072 1.3 0.0 0.0 0.1072 0.0 0.0
2678 0 0 2365 784.27 0.1069 1.3 0.0 0.0 0.1069 0.0 0.0
2680 0.0 2352 784.27 0.1066 1.3 0.0 0.0 0.1066 0.0 0.0
2682 0.0 2340 784.27 0.1063 1.3 0.0 0.0 0.1063 0.0 0.0
(® 2684 0.0 2327 784.27 0.1060 1.3 0.0 0.0 0.1060 0.0 0.0
2686 0.0 2314 784.27 0.1057 1.3 0.0 0.0 0.1057 0.0 0.0

1'°sl VJet Pond 10 Year Routing Table.
1 -__ _--_ 2--- 3 4 5 6 7 8 9 10 11
-----
TIt,1E --------
INFLOW --------
STORAGE --------
STAGE -------- -
OUTFLOW ---------
6ARREL ----------
RISER ---------
RISER -
DRARJ HOLES 1
SPILLWAY
DRAN HOLES 2
(min) (cfs) (cu(t) (R) (cfs) - (c(s) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
2688 0.0 2301 784.27 0.1054 1.3 0.0 0.0 0.1054 0.0 0 0
2690 0.0 2289 784.27 0.1050 1.3 0.0 0.0 0.1050 0.0 0.0
2692 0.0 2276 784.27 0.1047 1.3 0.0 0.0 0.1047 0.0 0.0
2694 0.0 2264 784.27 0.1044 1.3 0.0 0.0 0.1044 0.0 0.0
2696 0.0 2251 784.26 0.1041 1.2 0.0 0.0 0.1041 0.0 0.0
2698 0.0 2239 784.26 0.1038 1.2 0.0 0.0 0.1038 0.0 0.0
2700 0.0 2226 784.26 0.1035 1.2 0.0 0.0 0.1035 0.0 0.0
2702 0.0 2214 784.26 0.1032 1.2 0.0 0.0 0.1032 0.0 0.0
2704 0.0 2201 784.26 0.1029 1.2 0.0 0.0 0.1029 0.0 0.0
2706 0.0 2189 784.26 0.1025 1.2 0.0 0.0 0.1025 0.0 0.0
2708 0.0 2177 784.26 0.1022 1.2 0.0 0.0 0.1022 0.0 0.0
2710 0.0 2164 784.26 0.1019 1.2 0.0 0.0 0.1019 0.0 0.0
2712 0.0 2152 784.25 0.1016 1.2 0.0 0.0 0.1016 0.0 0.0
2714 0.0 2140 784.25 0.1013 1.2 0.0 0.0 0.1013 0.0 0.0
2716 0.0 2128 784.25 0.1010 1.2 0.0 0.0 0.1010 0.0 0.0
2718 0.0 2116 784.25 0.1007 1.2 0.0 0.0 0.1007 0.0 0.0
2720 0.0 2104 784.25 0.1003 1.1 0.0 0.0 0.1003 0.0 0,0
2722 0.0 2092 784.25 0.1000 1.1 0.0 0.0 0.1000 0.0 0.0
2724 0.0 2080 784.25 0.0997 1.1 0.0 0.0 0.0997 0.0 0.0
2726 0.0 2068 784.25 0.0994 1.1 0.0 0.0 0.0994 0.0 0.0
2728 0.0 2056 784.24 0.0991 1.1 0.0 0.0 0.0991 0.0 0.0
2730 0.0 2044 784.24 0.0988 1.1 0.0 0.0 0.0988 0.0 0.0
2732 0.0 2032 784.24 0.0984 1.1 0.0 0.0 0.0984 0.0 0.0
2734 0.0 2020 784.24 0.0981 1.1 0.0 0.0 0.0981 0.0 0.0
2736 0.0 2008 784.24 0.0978 1.1 0.0 0.0 0.0978 0.0 0.0
2738 0.0 1997 784.24 0.0975 1.1 0.0 0.0 0.0975 0.0 0.0
2740 0.0 1985 784.24 0.0972 1.1 0.0 0.0 0.0972 0.0 0.0
2742 0.0 1973 784.24 0.0968 1.1 0.0 0.0 0.0968 0.0 0.0
2744 0.0 1962 784.24 0.0965 1.1 0.0 0.0 0.0965 0.0 0.0
2746 0.0 1950 784.23 0.0962 1.0 0.0 0.0 0.0962 0.0 0.0
2748 0.0 1938 784.23 0.0959 1.0 0.0 0.0 0.0959 0.0 0.0
2750 0.0 1927 784.23 0.0956 1.0 0.0 0.0 0.0956 0.0 0.0
2752 0.0 1915 784.23 0.0952 1.0 0.0 0.0 0.0952 0.0 0.0
2754 0.0 1904 784.23 0.0949 1.0 0.0 0.0 0.0949 0.0 0.0
2756 0.0 1893 784.23 0.0946 1.0 0.0 0.0 0.0946 0.0 0.0
2758 0.0 1881 784.23 0.0943 1.0 0.0 0.0 0.0943 0.0 0.0
2760 0.0 1870 784.23 0.0940 1.0 0.0 0.0 0.0940 0.0 0.0
2762 0.0 1859 784.23 0.0936 1.0 0.0 0.0 0.0936 0.0 0.0
2764 0.0 1847 784.22 0.0933 1.0 0.0 0.0 0.0933 0.0 0.0
2766 0.0 1836 784.22 0.0930 1.0 0.0 0.0 0.0930 0.0 0.0
2768 0.0 1825 784.22 0.0927 1.0 0.0 0.0 0.0927 0.0 0.0
2770 0.0 1814 784.22 0.0923 1.0 0.0 0.0 0.0923 0.0 0.0
2772 0.0 1803 784.22 0.0920 0.9 0.0 0.0 0.0920 0.0 0.0
2774 0.0 1792 784.22 0.0917 0.9 0.0 0.0 0.0917 0.0 0.0
2776 0.0 1781 784.22 0.0914 0.9 0.0 0.0 0.0914 0.0 0.0
2778 0.0 1770 784.22 0.0910 0.9 0.0 0.0 0.0910 0.0 0.0
2780 0.0 1759 784.22 0.0907 0.9 0.0 0.0 0.0907 0.0 0.0
2782 0.0 1748 784.21 0.0904 0.9 0.0 0.0 0.0904 0.0 0.0
2784 D.0 1737 784.21 0.0901 0.9 0.0 0.0 0.0901 0.0 0.0
2786 0.0 1726 784.21 0.0897 0.9 0.0 0.0 0.0897 0.0 0.0
2788 0.0 1716 784.21 0.0894 0.9 0.0 0.0 0.0894 0.0 0.0
2790 0.0 1705 784.21 0.0891 0.9 0.0 0.0 0.0891 0.0 0.0
2792 0.0 1694 784.21 0.0888 0.9 0.0 0.0 0.0888 0.0 0.0
2794 0.0 1684 784.21 0.0884 0.9 0.0 0.0 0.0884 0.0 0.0
2796 0.0 1673 784.21 0.0881 0.9 0.0 0.0 0.0881 0.0 0.0
2798 0.0 1662 784.21 0.0878 0.9 0.0 0.0 0.0878 0.0 0.0
2800 0.0 1652 784.20 0.0874 0.9 0.0 0.0 0.0874 0.0 0.0
2802 0.0 1641 784.20 0.0871 0.8 0.0 0.0 0.0871 0.0 0.0
2804 0.0 1631 784.20 0.0868 0.8 0.0 0.0 0.0868 0.0 0.0
2806 0.0 1621 784.20 0.0864 0.8 0.0 0.0 0.0864 0.0 0.0
2808 0.0 1610 784.20 0.0861 0.8 0.0 0.0 0.0861 0.0 0.0
2810 0.0 1600 784.20 0.0858 0.8 0.0 0.0 0.0858 0.0 0.0
2812 0.0 1590 784.20 0.0855 0.8 0.0 0.0 0.0855 0.0 0.0
2814 0.0 1579 784.20 0.0851 0.8 0,0 0.0 0.0851 0.0 0.0

~"~st Wet Pond 10 Ycar Routing Table:
1 2 3 4 5 6 7 8 9 10 11
TIME INFLOYJ STORAGE STAGE OUTFLOW 6ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
mIn) (cfs) (cu ft) (ft) (cfs) (c(s) (WEIR) (ORIFICE) (cfs) (cfs) (c(s)
------ -
2816 --------
0.0 -----------
1569 ---------
784.20 -- - ------- -
0.0848 -- ------
0.8 -- -
0.0
0.0 -
0.0848
0.0
0.0
2818 0.0 1559 784.19 0.0845 0.8 0.0 0.0 0.0845 0.0 0.0
2820 0.0 1549 784.19 0.0841 0.8 0.0 0.0 0.0841 0.0 0.0
2822 0.0 1539 784.19 0.0838 0.8 0.0 0.0 0.0838 0.0 0.0
2824 0.0 1529 784.19 0.0835 0.8 0.0 0.0 0.0835 0.0 0.0
2826 0.0 1519 784.19 0.0831 0.8 0.0 0.0 0.0831 0.0 0.0
2828 0.0 1509 784.19 0.0828 0.8 0.0 0.0 0.0828 0.0 0.0
2830 0.0 1499 784.19 0.0824 0.8 0.0 0.0 0.0824 0.0 0.0
2832 0.0 1489 784.19 0.0821 0.7 0.0 0.0 0.0821 0.0 0.0
2834 0.0 1479 784.19 0.0818 0.7 0.0 0.0 0.0818 0.0 0.0
2836 0.0 1469 784.19 0.0814 0.7 0.0 0.0 0.0814 0.0 0.0
2838 0.0 1459 784.18 0.0811 0.7 0.0 0.0 0.0811 0.0 0.0
2840 0.0 1450 784.18 0.0808 0.7 0.0 0.0 0.0808 0.0 0.0
2842 0.0 1440 784.18 0.0804 0.7 0.0 0.0 0.0804 0.0 0.0
2844 0.0 1430 784.18 0.0801 0.7 0.0 0.0 0.0801 0.0 0.0
2846 0.0 1421 784.18 0.0797 0.7 0.0 0.0 0.0797 0.0 0.0
2848 0.0 1411 784.18 0.0794 0.7 0.0 0.0 0.0794 0.0 0.0
2850 0.0 1402 784.18 0.0791 0.7 0.0 0.0 0.0791 0.0 0.0
2852 0.0 1392 784.18 0.0787 0.7 0.0 0.0 0.0787 0.0 0.0
2854 0.0 1383 784.18 0.0784 0.7 0.0 0.0 0.0784 0.0 0.0
2856 0.0 1373 784.18 0.0781 0.7 0.0 0.0 0.0781 0.0 0.0
2858 0.0 1364 784.17 0.0777 0.7 0.0 0.0 0.0777 0.0 0.0
2860 0.0 1355 784.17 0.0774 0.7 0.0 0.0 0.0774 0.0 0.0
2862 0.0 1345 784.17 0.0770 0.7 0.0 0.0 0.0770 0.0 0.0
2864 0.0 1336 784.17 0.0767 0.7 0.0 0.0 0.0767 0.0 0.0
2866 0.0 1327 784.17 0.0763 0.7 0.0 0.0 0.0763 0.0 0.0
2868 0.0 1318 784.17 0.0760 0.6 0.0 0.0 0.0760 0.0 0.0
2870 0.0 1309 784.17 0.0757 0.6 0.0 0.0 0.0757 0.0 0.0
2872 0.0 1299 784.17 0.0753 0.6 0.0 0.0 0.0753 0.0 0.0
2874 0.0 1290 784.17 0.0750 0.6 0.0 0.0 0.0750 0.0 0.0
2876 0.0 1281 784.17 0.0746 0.6 0.0 0.0 0.0746 0.0 0.0
2878 0.0 1272 784.16 0.0743 0.6 0.0 0.0 0.0743 0.0 0.0
2880 0.0 1264 784.16 0.0739 0.6 0.0 0.0 0.0739 0.0 0.0
2882 0.0 1255 784.16 0.0736 0.6 0.0 0.0 0.0736 0.0 0.0
2884 0.0 1246 784.16 0.0732 0.6 0.0 0.0 0.0732 0.0 0.0
2886 0.0 1237 784.16 0.0729 0.6 0.0 0.0 0.0729 0.0 0.0
2888 0,0 1228 784.16 0.0725 0.6 0.0 0.0 0.0725 0.0 0.0

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~~~sl Vet Pond 100 Year Routing Table:
1 2 3 4 5 6 7 8 0 10 11
-----
TIME ---------
INFLOW -----------
STORAGE ----------
STAGE ------------
OUTFLOW -- -----
f3ARREL - --
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
(min) (cfs) (cu ft) (fl) (cls) (cfs) (WEIR) (ORIFICE) (cfs) (c(s) (cfs)
-----
0 -------
0.0 --------
0.0 -------
784.0 ---------
0.0 ----------
0.0 -------
0.0 ----------
0.0 -------------
0.0 ---------
0.0
0.0
2 0.9 0 784.00 0.0 0.0 0.0 0.0 0.0 0.0 C.0
4 3.6 108 784.02 0.0 0.0 0.0 0.0 0.0 0.0 0.0
6 7.9 537 784.08 0.0 0.2 0.0 0.0 0.0 0.0 0.0
8 13.8 1484 784.19 0.1 0.7 0.0 0.0 0.1 0.0 0.0
10 21.0 3132 784.35 0.1 1.9 0.0 0.0 0.1 0.0 0.0
12 29.4 5642 784.56 0.2 3.9 0.0 0.0 0.2 0.0 0.0
14 38.5 9146 784.84 0.2 7.1 0.0 0.0 0.2 0.0 0.0
16 48.1 13742 785.17 0.2 11.7 0.0 0.0 0.2 0.0 0.0
18 58.0 19490 785.56 0.3 17.9 0.0 0.0 0.3 0.0 OA
20 67.7 26414 786.00 0.3 26.1 0.0 0.0 0.3 0.0 0 0
22 76.9 34495 786.49 0.4 36.3 0.0 0.0 0.4 0.0 0 0
24 85.3 43677 787.03 18.9 48.6 0.0 0.0 0.4 0.0 18.5
26 92.7 51646 787.48 20.4 59.8 0.0 0.0 0.4 0.0 20.0
28 98.7 60316 787.95 21.9 67.5 0.0 0.0 0.5 0.0 21.5
30 103.3 69532 788.44 23.4 74.6 0.0 0.0 0.5 0.0 22.9
32 106.2 79118 788.94 24.8 81.2 0.0 0.0 0.5 0.0 24.3
34 107.3 88882 789.44 26.1 87.3 0.0 0.0 0.5 0.0 25.6
36 106.6 98623 789.92 27.4 92.9 0.0 0.0 0.6 0.0 26.8
38 104.1 108134 790.39 41.4 98.0 12.9 54.8 0.6 0.0 27.9
40 100.0 115663 790.75 61.3 101.7 32.0 74.1 0.6 0.0 28.7
42 94.3 120305 790.98 76.0 104.0 46.1 83.8 0.6 0.0 29.2
44 87.5 122502 791.08 83.4 105.0 53.4 87.9 0.6 0.0 29.5
46 81.1 122994 :791.10 ' 85:2: 105.7 55.0 B8.8 : 0.6 0.0 - 29.5
48 75.2 122511 791.08 83.5 105A 53.4 87.9 0.6 0.0 29.5
50 69.7 121518 791.03 80.1 104.5 50.1 86.1 0.6 0.0 29.4
52 64.6 120276 790.97 75.9 104.0 46.0 83.7 0.6 0.0 29.2
~ 54 59.9 118924 790.91 71.4 103.3 41.8 81.0 0.6 0.0 29.1
56 55.5 117537 790.84 67.0 102.6 37.5 78.2 0.6 0.0 28.9
58 51.4 116153 790.78 62.8 102.0 33.4 75.2 0.6 0.0 28.8
60 47.7 114793 790.71 58.7 101.3 29.5 72.2 0.6 0.0 28.6
62 44.2 113465 790.65 55.0 100.6 25.9 69.1 0.6 0.0 28.5
64 41.0 112174 790.58 51.4 100.0 22.5 65.9 0.6 0.0 28.3
66 38.0 110918 790.52 48.1 99.4 19.3 62.7 0.6 0.0 28.2
68 35.2 109698 790.46 45.1 98.8 16.4 59.4 0.6 0.0 28.1
70 32.6 108510 790.41 42.3 98.2 13.7 55.9 0.6 0.0 27.9
72 30.2 107352 790.35 39.7 97.6 11.3 52.4 0.6 0.0 27.8
74 28.0 106218 790.30 37.3 97.0 9.0 48.6 0.6 0.0 27.7
76 26.0 105105 790.24 35.1 96.4 7.0 44.6 0.6 0.0 27.6
78 24.1 104007 790.19 33.1 95.8 5.1 40.3 0.6 0.0 27.4
80 22.3 102917 790.13 31.4 95.2 3.5 35.5 0.6 0.0 27.3
82 20.7 101828 790.08 29.8 94.6 2.1 29.9 0.6 0.0 27.2
84 19.2 100728 790.03 28.5 94.1 0.9 22.9 0.6 0.0 27.0
86 17.8 99601 789.97 27.6 93.4 0.1 12.0 0.6 0.0 26.9
88 16.5 98420 789.91 27.3 92.8 0.0 0.0 0.6 0.0 26.8
90 15.3 97115 789.85 27.2 92.1 0.0 0.0 0.6 0.0 26.6
92 14.1 95686 789.78 27.0 91.3 0.0 0.0 0.6 0.0 26.4
94 13.1 94144 789.70 26.8 90.4 0.0 0.0 0.6 0.0 26.2
96 12.1 92501 789.62 26.6 89.5 0.0 0.0 0.5 0.0 26.0
98 11.3 90768 789.53 26.4 88.4 0.0 0.0 0.5 0.0 25.8
100 10.4 88954 789.44 26.1 87.4 0.0 0.0 0.5 0.0 25.6
102 9.7 87070 789.35 25.9 86.2 0.0 0.0 0.5 0.0 25.4
104 9.0 85124 789.25 25.6 85.0 0.0 0.0 0.5 0.0 25.1
106 8.3 83125 789.15 25.4 83.8 0.0 0.0 0.5 0.0 24.8
108 7.7 81079 789.04 25.1 82.5 0.0 0.0 0.5 0.0 24.6
110 7.1 78993 788.93 24.8 81.2 0.0 0.0 0.5 0.0 24.3
112 6.6 76875 788.82 24.5 79.7 0.0 0.0 0.5 0.0 24.0
114 6.1 74730 788.71 24.2 78.3 0.0 0.0 0.5 0.0 23.7
116 5.7 72563 788.60 23.9 76.II 0.0 0.0 0.5 0.0 23.4
118 5.3 70382 788.49 23.5 75.2 0.0 0.0 0.5 0.0 23.1
120 4.9 G8189 788.37 23.2 73.6 0.0 0.0 0.5 0.0 22.7
122 4.5 65990 788.25 22.9 72.0 0.0 0.0 0.5 0.0 22.4

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'JVest VJet Pond 6 INCH DRAIN FIPE
1 2 3 4 5 6 7 8 9 70 11
TItdE INFLOW STORAGE STAGE OUTFL01"J L'ARREI f21SER RISER DRAIN HOLES t SPILLWAY DRAIN HOLES 2
(min) (c(s) (cu ft) (ft) (cfs) (c(s) (WEIR) (ORIFICE) (cls) (cls) (cfs)
0 0.0 0.0 775.0 0.0000 0.0 0.0 0.0 0.0000 #NUM: 0.0
2 1.0 0 775.00 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
4 4.1 126 775.06 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
6 9.1 622 775.23 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
8 15.7 1712 775.53 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
10 23.5 3591 775.97 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
12 32.1 6408 776.56 1.0632 0.0 0.0 0.0 1.0632 0.0 0.0
14 41.2 10137 777.28 1.3213 0.0 0.0 0.0 1.3213 0.0 0.0
16 50.1 14918 778.13 1.5742 0.0 0.0 0.0 1.5742 0.0 0.0
18 58.4 20739 779.10 1.8207 0.0 0.0 0.0 1.8207 0.0 0.0
20 65.7 27529 780.17 2.0590 0.0 0.0 0.0 2.0590 0.0 0.0
22 71.6 35166 781.32 2.2872 0.0 0.0 0.0 2.2872 0.0 0.0
24 75.7 43480 782.53 2.5037 0.0 0.0 0.0 2.5037 0.0 0.0
26 77.9 52263 783.75 2.7066 0.0 0.0 0.0 2.7066 0.0 0.0
28 77.9 61281 784.98 2.8946 0.0 0.0 0.0 2.8946 0.0 0.0
30 75.9 70287 786.16 3.0665 0.0 0.0 0.0 3.0665 0.0 0.0
32 72.0 79032 787.29 3.2211 0.0 0.0 0.0 3.2211 0.0 0.0
34 66.3 87282 788.34 3.3579 0.0 0.0 0.0 3.3579 0.0 0.0
36 60.2 94832 789.28 3.4764 0.0 0.0 0.0 3.4764 0.0 0.0
38 54.7 101639 790.11 3.5786 0.0 0.0 0.0 3.5786 0.0 0.0
40 49.7 107772 790.86 3.6671 0.0 0.0 0.0 3.6671 0.0 0.0
42 45.1 113294 791.52 3.7444 0.0 0.0 0.0 3.7444 0.0 0.0
44 41.0 118260 792.12 3.8119 0.0 0.0 0.0 3.8119 0.0 0.0
46 37.2 122722 792.64 3.8712 0.0 0.0 0.0 3.8712 0.0 0.0
48 33.8 126726 793.12 3.9233 0.0 0.0 0.0 3.9233 0.0 0.0
50 30.7 130315 793.54 3.9692 0.0 0.0 0.0 3.9692 0.0 0.0
52 27.9 133527 793.91 4.0096 0.0 0.0 0.0 4.0096 0.0 0.0
54 25:4 136396. .794,24 4;0452: -0.0 0:0 0.0 -.4.0452 0.0 0.0
56
I® 23.0 138954 794.54 4.0766 0.0 0.0 0.0 4.0766 0.0 0.0
58 20.9 141229 794.80 4.1042 0.0 0.0 0.0 4.1042 0.0 0.0
60 19.0 143248 795.03 4.1285 0.0 0.0 0.0 4.1285 0.0 0.0
62 17.3 145034 795.24 4.1498 0.0 0.0 0.0 4.1498 0.0 0.0
64 15.7 146608 795.42 4.1685 0.0 0.0 0.0 4.1685 0.0 0.0
66 14.3 147991 795.58 4.1848 0.0 0.0 0.0 4.1848 0.0 0.0
68 12.9 149199 795.72 4.1990 0.0 0.0 0.0 4.1990 0.0 0.0
70 11.8 150249 795.83 4.2112 0.0 0.0 0.0 4.2112 0.0 0.0
72 10.7 151155 795.94 4.2218 0.0 0.0 0.0 4.2218 0.0 0.0
74 9.7 151930 796.03 4.2307 0.0 0.0 0.0 4.2307 0.0 0.0
76 8.8 152587 796.10 4.2383 0.0 0.0 0.0 4.2383 0.0 0.0
78 8.0 153136 796.16 4.2447 0.0 0.0 0.0 4.2447 0.0 0.0
80 7.3 153588 796.21 4.2499 0.0 0.0 0.0 4.2499 0.0 0.0
82 6.6 153951 796.26 4.2540 0.0 0.0 0.0 4.2540 0.0 0.0
84 6.0 154234 796.29 4.2573 0.0 0.0 0.0 4.2573 0.0 0.0
86 5.5 154443 796.31 4.2597 0.0 0.0 0.0 4.2597 0.0 0.0
88 5.0 154587 796.33 4.2613 0.0 0.0 0.0 4.2613 0.0 0.0
90 4.5 154670 796.34 4.2623 0.0 0.0 0.0 4.2623 0.0 0.0
92 4.1 154698 796.34 4.2626 0.0 0.0 0.0 4.2626 0.0 0.0
94 3.7 154677 796.34 4.2624 0.0 0.0 0.0 4.2624 0.0 0.0
96 3.4 154612 796.33 4.2616 0.0 0.0 0.0 4.2616 0.0 0.0
98 3.1 154505 796.32 4.2604 0.0 0.0 0.0 4.2604 0.0 0.0
100 2.8 154362 796.30 4.2587 0.0 0.0 0.0 4.2587 0.0 0.0
102 2.5 154185 796.28 4.2567 0.0 0.0 0.0 4.2567 0.0 0.0
104 2.3 153977 796.26 4.2543 0.0 0.0 0.0 4.2543 0.0 0.0
106 2.1 153743 796.23 4.2516 0.0 0.0 0.0 4.2516 0.0 0.0
108 1.9 153483 796.20 4.2487 0.0 0.0 0.0 4.2487 0.0 0.0
110 1.7 153200 796.17 4.2454 0.0 0.0 0.0 4.2454 0.0 0.0
112 1.6 152898 796.14 4.2419 0.0 0.0 0.0 4.2419 0.0 0.0
114 1.4 152576 796.10 4.2382 0.0 0.0 0.0 4.2382 0.0 0.0
116 1.3 152238 796.06 4.2343 0.0 0.0 0.0 4.2343 0.0 0.0
118 1.2 151885 796.02 4.2302 0.0 0.0 0.0 4.2302 0.0 0.0
120 1.1 151518 795.98 4.2260 0.0 0.0 0.0 4.2260 0.0 0.0
122 1.0 151139 795.94 4.2216 0.0 0.0 0.0 4.2216 0.0 0.0
124 0.9 150749 795.89 4.2170 0.0 0.0 0.0 4.2170 0.0 0.0
126 0.8 150348 795.85 4.2124 0.0 0.0 0.0 4.2124 0.0 0.0

ti''st Wet Pond 6 INCH DRAIN PIPE
1 2 3 4 5 6 7 8 9 10 11
TIPAE RJPLOVJ STORAGE STAGE GUTPLOW EARREL RISER RISER DRARJ HOLES 1 SPILLWAY DRAIN HOLES 2
(mIn) (cfs) (cu ft) ((Q (cls) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
-----
128 ---------
0.7 -----------
149938 ---------
795.80 ------------ -
4.2076 ----------
0.0 ----------
0.0 ------ ---
0.0 ---------------
4.2076 ------ -----
0.0
0.0
130 0.7 149521 795.75 4.2027 0.0 0.0 0.0 4.2027 0.0 0.0
132 0.6 149095 795.70 4.1978 0.0 0.0 0.0 4.1978 0.0 0.0
134 0.5 148663 795.65 4.1927 0.0 0.0 0.0 4.1927 0.0 G.0
136 0.5 148226 795.60 4.1876 0.0 0.0 0.0 4.1876 0.0 0.0
138 0.4 147782 795.55 4.1823 0.0 0.0 0.0 4.1823 0.0 0.0
140 0.4 147334 795.50 4.1771 0.0 0.0 0.0 4.1771 0.0 0.0
142 0.4 146882 795.45 4.1717 0.0 0.0 0.0 4.1717 0.0 0.0
144 0.3 146426 795.40 4.1663 0.0 0.0 0.0 4.1663 0.0 0.0
146 0.3 145966 795.35 4.1609 0.0 0.0 0.0 4.1609 0.0 0.0
148 0.3 145504 795.29 4.1554 0.0 0.0 0.0 4.1554 0.0 0.0
150 0.3 145038 795.24 4.1499 0.0 0.0 0.0 4.1499 0.0 0.0
152 0.2 144571 795.19 4.1443 0.0 0.0 0.0 4.1443 0.0 0.0
154 0.2 144101 795.13 4.1387 0.0 0.0 0.0 4.1387 0.0 0.0
156 0.2 143629 795.08 4.1331 0.0 0.0 0.0 4.1331 0.0 OA
158 0.2 143156 795.02 4.1274 0.0 0.0 0.0 4.1274 0.0 0.0
160 0.2 142681 794.97 4.1217 0.0 0.0 0.0 4.1217 0.0 0 0
162 0.1 142205 794.91 4.1160 0.0 0.0 0.0 4.1160 0.0 0.0
164 0.1 141728 794.86 4.1102 0.0 0.0 0.0 4.1102 0.0 0.0
166 0.1 141251 794.80 4.1045 0.0 0.0 0.0 4.1045 0.0 0.0
168 0.1 140772 794.75 4.0987 0.0 0.0 0.0 4.0987 0.0 0.0
170 0.1 140293 794.69 4.0929 0.0 0.0 0.0 4.0929 0.0 0.0
172 0.1 139813 794.64 4.0871 0.0 0.0 0.0 4.0871 0.0 0.0
174 0.1 139334 794.58 4.0812 0.0 0.0 0.0 4.0812 0.0 0.0
176 0.1 138853 794.53 4.0754 0.0 0.0 0.0 4.0754 0.0 0.0
178 0.1 138373 794.47 4.0695 0.0 0.0 0.0 4.0695 0.0 0.0
180 0.1 137893 794.42 4.0636 0.0 0.0 0.0 4.0636 0.0 0.0
182 0.1 137412 794.36 4.0577 0.0 0.0 0.0 4.0577 0.0 0.0
(®
184 0.0 136932 794.31 4.0518 0.0 0.0 0.0 4.0518 0.0 0.0
186 0.0 136451 794.25 4.0459 0.0 0.0 0.0 4.0459 0.0 0.0
188 0.0 135971 794.19 4.0400 0.0 0.0 0.0 4.0400 0.0 0.0
190 0.0 135491 794.14 4.0340 0.0 0.0 0.0 4.0340 0.0 0.0
192 0.0 135012 794.08 4.0281 0.0 0.0 0.0 4.0281 0.0 0.0
194 0.0 134532 794.03 4.0221 0.0 0.0 0.0 4.0221 0.0 0.0
196 0.0 134053 793.97 4.0162 0.0 0.0 0.0 4.0162 0.0 0.0
198 0.0 133575 793.92 4.0102 0.0 0.0 0.0 4.0102 0.0 0.0
200 0.0 133096 793.86 4.0042 0.0 0.0 0.0 4.0042 0.0 0.0
202 0.0 132619 793.80 3.9982 0.0 0.0 0.0 3.9982 0.0 0.0
204 0.0 132141 793.75 3.9922 0.0 0.0 0.0 3.9922 0.0 0.0
206 0.0 131665 793.69 3.9862 0.0 0.0 0.0 3.9862 0.0 0.0
208 0.0 131188 793.64 3.9802 0.0 0.0 0.0 3.9802 0.0 0.0
210 0.0 130713 793.58 3.9742 0.0 0.0 0.0 3.9742 0.0 0.0
212 0.0 130237 793.53 3.9682 0.0 0.0 0.0 3.9682 0.0 0.0
214 0.0 129763 793.47 3.9622 0.0 0.0 0.0 3.9622 0.0 0.0
216 0.0 129289 793.42 3.9561 0.0 0.0 0.0 3.9561 0.0 0.0
218 0.0 128815 793.36 3.9501 0.0 0.0 0.0 3.9501 0.0 0.0
220 0.0 128342 793.31 3.9440 0.0 0.0 0.0 3.9440 0.0 0.0
222 0.0 127870 793.25 3.9380 0.0 0.0 0.0 3.9380 0.0 0.0
224 0.0 127399 793.19 3.9319 0.0 0.0 0.0 3.9319 0.0 0.0
226 0.0 126928 793.14 3.9259 0.0 0.0 0.0 3.9259 0.0 0.0
228 0.0 126457 793.08 3.9198 0.0 0.0 0.0 3.9198 0.0 0.0
230 0.0 125988 793.03 3.9137 0.0 0.0 0.0 3.9137 0.0 0.0
232 0.0 125519 792.97 3.9077 0.0 0.0 0.0 3.9077 0.0 0.0
234 0.0 125050 792.92 3.9016 0.0 0.0 0.0 3.9016 0.0 0.0
236 0.0 124583 792.86 3.8955 0.0 0.0 0.0 3.8955 0.0 0.0
238 0.0 124116 792.81 3.8894 0.0 0.0 0.0 3.8894 0.0 0.0
240 0.0 123649 792.75 3.8833 0.0 0.0 0.0 3.8833 0.0 0.0
242 0.0 123184 792.70 3.8772 0.0 0.0 0.0 3.8772 0.0 0.0
244 0.0 122719 792.64 3.8711 0.0 0.0 0.0 3.8711 0.0 0.0
246 0.0 122255 792.59 3.8650 0.0 0.0 0.0 3.8650 0.0 0.0
248 0.0 121791 792.53 3.8589 0.0 0.0 0.0 3.8589 0.0 0.0
250 0.0 121328 792.48 3.8528 0.0 0.0 0.0 3.8528 0.0 0.0
®
252 0.0 120866 792.43 3.8467 0.0 0.0 0.0 3.8467 0.0 0.0
254 0.0 120405 792.37 3.8406 0.0 0.0 0.0 3.8406 0.0 0.0

® ~?st Wet Pond 0 INCH DRAI~J PIPE
1 2 3 4 5 - 6 7 8 9 10 11
TIME INFLOS'J STORAGE STAGE OUTFLOYJ 6ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
(min) (c(s) (cufq (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (c(s)
256 0.0 119944 792.32 3.8344 0.0 0.0 0.0 3.8344 0.0 0.0
258 0.0 119484 792.26 3.8283 0.0 0.0 0.0 3.8283 0.0 0.0
260 0.0 119025 792.21 3.8222 0.0 0.0 0.0 3.8222 0.0 0.0
262 0.0 118566 792.15 3.8160 0.0 0.0 0.0 3.8160 0.0 0.0
264 0.0 118109 792.10 3.8099 0.0 0.0 0.0 3.8099 0.0 0.0
266 0.0 117652 792.04 3.8037 0.0 0.0 0.0 3.8037 0.0 0.0
268 0.0 117195 791.99 3.7976 0.0 0.0 0.0 3.7976 0.0 0.0
270 0.0 116740 791.94 3.7914 0.0 0.0 0.0 3.7914 0.0 0.0
272 0.0 116285 791.88 3.7852 0.0 0.0 0.0 3.7852 0.0 0.0
274 0.0 115831 791.83 3.7791 0.0 0.0 0.0 3.7791 0.0 0.0
276 0.0 115377 791.77 3.7729 0.0 0.0 0.0 3.7729 0.0 0.0
278 0.0 114925 791.72 3.7667 0.0 0.0 0.0 3.7667 0.0 0.0
280 0.0 114473 791.66 3.7605 0.0 0.0 0.0 3.7605 0.0 0.0
282 0.0 114021 791.61 3.7544 0.0 0.0 0.0 3.7544 0.0 0.0
284 0.0 113571 791.56 3.7482 0.0 0.0 0.0 3.7482 0.0 0.0
286 0.0 113121 791.50 3.7420 0.0 0.0 0.0 3.7420 0.0 0.0
288 0.0 112672 791.45 3.7358 0.0 0.0 0.0 3.7358 0.0 0.0
290 0.0 112224 791.40 3.7296 0.0 0.0 0.0 3.7296 0.0 0.0
292 0.0 111777 791.34 3.7234 0.0 0.0 0.0 3.7234 0.0 0.0
294 0.0 111330 791.29 3.7172 0.0 0.0 0.0 3.7172 0.0 0.0
296 0.0 110884 791.23 3.7109 0.0 D.0 0.0 3.7109 0.0 0.0
298 0.0 110438 791.18 3.7047 0.0 0.0 0.0 3.7047 0.0 0.0
300 0.0 109994 791.13 3.6985 0.0 0.0 0.0 3.6985 0.0 0.0
302 0.0 109550 791.07 3.6923 0.0 0.0 0.0 3.6923 0.0 0.0
304 0.0 109107 791.02 3.6860 0.0 0.0 0.0 3.6860 0.0 0.0
306 0.0 108665 790.97 3.6798 0.0 0.0 0.0 3.6798 0.0 0.0
308 0.0 108223 790.91 3.6735 0.0 0.0 0.0 3.6735 0.0 0.0
310 0.0 107782 i 90.86 3.6673 0.0 0.0 0.0 3.6673 0.0 0.0
312 0.0 107342 790.81 3.6610 0.0 0.0 0.0 3.6610 0.0 0.0
314 0.0 106903 790.75 3.6548 0.0 0.0 0.0 3.6548 0.0 0 0
316 0.0 106464 790.70 3.6485 0.0 0.0 0.0 3.6485 0.0 0.0
318 0.0 106027 790.65 3.6422 0.0 0.0 0.0 3.6422 0.0 0.0
320 0.0 105590 790.60 3.6360 0.0 0.0 0.0 3.6360 0.0 0.0
322 0.0 105153 790.54 3.6297 0.0 0.0 0.0 3.6297 0.0 0.0
324 0.0 104718 790.49 3.6234 0.0 0.0 0.0 3.6234 0.0 0.0
326 0.0 104283 790.44 3.6171 0.0 0.0 0.0 3.6171 0.0 0.0
328 0.0 103849 790.38 3.6108 0.0 0.0 0.0 3.6108 0.0 0.0
330 0.0 103416 790.33 3.6045 0.0 0.0 0.0 3.6045 0.0 0.0
332 0.0 102983 790.28 3.5982 0.0 0.0 0.0 3.5982 0.0 0.0
334 0.0 102551 790.23 3.5919 0.0 0.0 0.0 3.5919 0.0 0.0
336 0.0 102120 790.17 3.5856 0.0 0.0 0.0 3.5856 0.0 0.0
338 0.0 101690 790.12 3.5793 0.0 0.0 0.0 3.5793 0.0 0.0
340 0.0 101260 790.07 3.5730 0.0 0.0 0.0 3.5730 0.0 0.0
342 0.0 100832 790.02 3.5667 0.0 0.0 0.0 3.5667 0.0 0.0
344 0.0 100404 789.96 3.5603 0.0 0.0 0.0 3.5603 0.0 0.0
346 0.0 99976 789.91 3.5540 0.0 0.0 0.0 3.5540 0.0 0.0
348 0.0 99550 789.86 3.5477 0.0 0.0 0.0 3.5477 0.0 0.0
350 0.0 99124 789.81 3.5413 0.0 0.0 0.0 3.5413 0.0 0.0
352 0.0 98699 759.75 3.5350 0.0 0.0 0.0 3.5350 0.0 0.0
354 0.0 98275 739.70 3.5286 0.0 0.0 0.0 3.5286 0.0 0.0
356 0.0 97852 789.65 3.5222 0.0 0.0 0.0 3.5222 0.0 0.0
358 0.0 97429 789.60 3.5159 0.0 0.0 0.0 3.5159 0.0 0.0
360 0.0 97007 739.55 3.5095 0.0 0.0 0.0 3.5095 0.0 0.0
362 0.0 96586 739.49 3.5031 0.0 0.0 0.0 3.5031 0.0 0.0
364 0.0 96166 739.44 3.4968 0.0 0.0 0.0 3.4968 0.0 0.0
366 0.0 95746 739.39 3.4904 0.0 0.0 0.0 3.4904 0.0 O.D
368 0.0 95327 739.34 3.4840 0.0 0.0 0.0 3.4840 0.0 0.0
370 0.0 94909 739.29 3.4776 0.0 0.0 0.0 3.4776 0.0 0.0
372 0.0 94492 7139.24 3.4712 0.0 0.0 0.0 3.4712 0.0 0.0
374 0.0 94075 789.18 3.4648 0.0 0.0 0.0 3.4648 0.0 0.0
376 0.0 93659 789.13 3.4584 0.0 0.0 0.0 3.4584 0.0 0.0
378 0.0 93244 789.08 3.4520 0.0 0.0 0.0 3.4520 0.0 0.0
'®
380 0.0 92830 789.03 3.4456 0.0 0.0 0.0 3.4456 0.0 0.0
382 D.0 92417 7II8.98 3.4391 0.0 0.0 0.0 3.4391 0 0 0.0

1-~st VJet Pond 6 INCH DRAIN PIPE
1 2 3 4 5 0 7 8 9 10 11
T141E RJFLOW STORAGE STAGE OUTFLOW 6ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
;min) (cfs) (cult) (fq leis) (cfs) (WEIR) (ORIFICE) (cfs) (c(s) (cfs)
384 0.0 92004 788.93 3.4327 0.0 0.0 0.0 3.4327 0.0 0.0
386 0.0 91592 78II.88 3.4263 0.0 0.0 0.0 3.4263 0.0 0.0
388 0.0 91181 788.82 3.4198 0.0 0.0 0.0 3.4198 0.0 0.0
390 0.0 90771 788.77 3.4134 0.0 0.0 0.0 3.4134 0.0 0.0
392 0.0 90361 788.72 3.4069 0.0 0.0 0.0 3.4069 0.0 0.0
394 0.0 89952 788.67 3.4005 0.0 0.0 0.0 3.4005 0.0 0.0
396 0.0 89544 788.62 3.3940 0.0 0.0 0.0 3.3940 0.0 0.0
398 0.0 89137 788.57 3.3876 0.0 0.0 0.0 3.3876 0.0 0.0
400 0.0 88730 788.52 3.3811 0.0 0.0 0.0 3.3811 0.0 0.0
402 0.0 88325 788.47 3.3746 0.0 0.0 0.0 3.3746 0.0 0.0
404 0.0 87920 788.42 3.3681 0.0 0.0 0.0 3.3681 0.0 0.0
406 0.0 87515 788.37 3.3616 0.0 0.0 0.0 3.3616 0.0 0.0
408 0.0 87112 788.32 3.3551 0.0 0.0 0.0 3.3551 0.0 0.0
410 0.0 86709 788.27 3.3486 0.0 0.0 0.0 3.3486 0.0 0.0
412 0.0 86308 788.22 3.3421 0.0 0.0 0.0 3.3421 0.0 0.0
414 0.0 85907 788.16 3.3356 0.0 0.0 0.0 3.3356 0.0 0.0
416 0.0 85506 788.11 3.3291 0.0 0.0 0.0 3.3291 0.0 0.0
418 0.0 85107 788.06 3.3226 0.0 0.0 0.0 3.3226 0.0 0.0
420 0.0 84708 788.01 3.3161 0.0 0.0 0.0 3.3161 0.0 0.0
422 0.0 84310 787.96 3.3095 0.0 0.0 0.0 3.3095 0.0 0.0
424 0.0 83913 787.91 3.3030 0.0 0.0 0.0 3.3030 0.0 0.0
426 0.0 83517 787.86 3.2965 0.0 0.0 0.0 3.2965 0.0 0.0
428 0.0 83121 787.81 3.2899 0.0 0.0 0.0 3.2899 0.0 0.0
430 0.0 82726 787.76 3.2834 0.0 0.0 0.0 3.2834 0.0 0.0
432 0.0 82332 787.71 3.2768 0.0 0.0 0.0 3.2768 0.0 0.0
434 0.0 81939 787.66 3.2702 0.0 0.0 0.0 3.2702 0.0 0.0
436 0.0 81547 787.61 3.2637 0.0 0.0 0.0 3.2637 0.0 0.0
438 0.0 81155 787.56 3.2571 0.0 0.0 0.0 3.2571 0.0 0.0
440 0.0 80764 787.51 3.2505 0.0 0.0 0.0 3.2505 0.0 0.0
442 0.0 80374 787.46 3.2439 0.0 0.0 0.0 3.2439 0.0 0.0
444 0.0 79985 787.41 3.2373 0.0 0.0 0.0 3.2373 0.0 0.0
446 0.0 79596 787.37 3.2307 0.0 0.0 0.0 3.2307 0.0 0.0
448 0.0 79209 787.32 3.2241 0.0 0.0 0.0 3.2241 0.0 0.0
450 0.0 78822 787.27 3.2175 0.0 0.0 0.0 3.2175 0.0 0.0
452 0.0 78436 787.22 3.2109 0.0 0.0 0.0 3.2109 0.0 0.0
454 0.0 78050 787.17 3.2043 0.0 0.0 0.0 3.2043 0.0 0.0
456 0.0 77666 787.12 3.1977 0.0 0.0 0.0 3.1977 0.0 0.0
458 0.0 77282 787.07 3.1910 0.0 0.0 0.0 3.1910 0.0 0.0
460 0.0 76899 787.02 3.1844 0.0 0.0 0.0 3.1844 0.0 0.0
462 0.0 76517 786.97 3.1777 0.0 0.0 0.0 3.1777 0.0 0.0
464 0.0 76136 786.92 3.1711 0.0 0.0 0.0 3.1711 0.0 0.0
466 0.0 75755 786.87 3.1644 0.0 0.0 0.0 3.1644 0.0 0.0
468 0.0 75375 786.82 3.1578 0.0 0.0 0.0 3.1578 0.0 0.0
470 0.0 74996 786.78 3.1511 0.0 0.0 0.0 3.1511 0.0 0.0
472 0.0 74618 786.73 3.1444 0.0 0.0 0.0 3.1444 0.0 0.0
474 0.0 74241 786.68 3.1377 0.0 0.0 0.0 3.1377 0.0 0.0
476 0.0 73864 786.63 3.1311 0.0 0.0 0.0 3.1311 0.0 0.0
478 0.0 73489 786.58 3.1244 0.0 0.0 0.0 3.1244 0.0 0.0
480 0.0 73114 786.53 3.1177 0.0 0.0 0.0 3.1177 0.0 0.0
482 0.0 72740 786.48 3.1110 0.0 0.0 0.0 3.1110 0.0 0.0
484 0.0 72366 786.44 3.1042 0.0 0.0 0.0 3.1042 0.0 0.0
486 0.0 71994 786.39 3.0975 0.0 0.0 0.0 3.0975 0.0 0.0
488 0.0 71622 786.34 3.0908 0.0 0.0 0.0 3.0908 0.0 0.0
490 0.0 71251 786.29 3.0841 0.0 0.0 0.0 3.0841 0.0 0.0
492 0.0 70881 786.24 3.0773 0.0 0.0 0.0 3.0773 0.0 0.0
494 0.0 70512 786.19 3.0706 0.0 0.0 0.0 3.0706 0.0 0.0
496 0.0 70143 786.15 3.0638 0.0 0.0 0.0 3.0638 0.0 0.0
498 0.0 69776 786.10 3.0571 0.0 0.0 0.0 3.0571 0.0 0.0
500 0.0 69409 786.05 3.0503 0.0 0.0 0.0 3.0503 0.0 0.0
502 0.0 69043 786.00 3.0436 0.0 0.0 0.0 3.0436 0.0 0.0
504 0.0 68678 785.95 3.0368 0.0 0,0 0.0 3.0368 0.0 0.0
506 0.0 68313 785.91 3.0300 0.0 0.0 0.0 3.0300 0.0 0.0
'
508 0.0 67950 785.86 3.0232 0.0 0 0 0.0 3.0232 0.0 0.0
510 0.0 67587 785.81 3.0164 0.0 0.0 0 0 3.0164 0.0 0.0

~~st Nlet Pond B INCH DRAIN PIPE
1 2 3 4 5 6 7 8 9 10 11
ilbtE INFLOW STORAGE STAGE OUTFLOW 6ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRARJ HOLES 2
rein) Icfs) (cu ft) (fl) (cfs) (cfs) (WEIR) (OR,HCE) (cfs) (cfs) (cfs)
512 0.0 67225 785.76 3.0096 0.0 0.0 0.0 3.0096 0.0 0.0
514 0.0 66864 785.72 3.0028 0.0 0.0 0.0 3.0028 0.0 0.0
516 0.0 66503 785.67 2.9960 0.0 0.0 0.0 2.9960 0.0 0.0
518 0.0 66144 785.62 2.9892 0.0 0.0 0.0 2.9892 0.0 0.0
520 0.0 65785 785.57 2.9823 0.0 0.0 0.0 2.9823 0.0 0.0
522 0.0 65427 785.53 2.9755 0.0 0.0 0.0 2.9755 0.0 0.0
524 0.0 65070 785.48 2.9687 0.0 0.0 0.0 2.9687 0.0 0.0
526 0.0 64714 785.43 2.9618 0.0 0.0 0.0 2.9618 0.0 0.0
528 0.0 64359 785.39 2.9550 0.0 0.0 0.0 2.9550 0.0 0.0
530 0.0 64004 785.34 2.9481 0.0 0.0 0.0 2.9481 0.0 0.0
532 0.0 63650 785.29 2.9412 0.0 0.0 0.0 2.9412 0.0 0.0
534 0.0 63297 785.24 2.9344 0.0 0.0 0.0 2.9344 0.0 0.0
536 0.0 62945 785.20 2.9275 0.0 0.0 0.0 2.9275 0.0 0.0
538 0.0 62594 785.15 2.9206 0.0 0.0 0.0 2.9206 0.0 0.0
540 0.0 62243 785.10 2.9137 0.0 0.0 0.0 2.9137 0.0 0.0
542 0.0 61894 785.06 2.9068 0.0 0.0 0.0 2.9068 0.0 0.0
544 0.0 61545 785.01 2.8999 0.0 0.0 0.0 2.8999 0.0 0.0
546 0.0 61197 784.96 2.8930 0.0 0.0 0.0 2.8930 0.0 0.0
548 0.0 60850 784.92 2.8860 0.0 0.0 0.0 2.8860 0.0 0.0
550 0.0 60503 784.87 2.8791 0.0 0.0 0.0 2.8791 0.0 0.0
552 0.0 60158 784.83 2.8722 0.0 0.0 0.0 2.8722 0.0 0.0
554 0.0 59813 784.78 2.8652 0.0 0.0 0.0 2.8652 0.0 0.0
556 0.0 59469 784.73 2.8583 0.0 0.0 0.0 2.8583 0.0 0.0
558 0.0 59126 784.69 2.8513 0.0 0.0 0.0 2.8513 0.0 0.0
560 0.0 58784 784.64 2.8444 0.0 0.0 0.0 2.8444 0.0 0.0
562 0.0 58443 784.59 2.8374 0.0 0.0 0.0 2.8374 0.0 0.0
564 0.0 58103 784.55 2.8304 0.0 0.0 0.0 2.8304 0.0 0.0
566 0.0 57763 784.50 2.8234 0.0 0.0 0.0 2.8234 0.0 0 0
568 0.0 57424 784.46 2.8164 0.0 0.0 0.0 2.8164 0.0 0.0
570 0.0 57086 784.41 2.8094 0.0 0.0 0.0 2.8094 0.0 0.0
572 0.0 56749 784.37 2.8024 0.0 0.0 0.0 2.8024 0.0 0.0
574 0.0 56413 784.32 2.7954 0.0 0.0 0.0 2.7954 0.0 0.0
576 0.0 56077 784.27 2.7884 0.0 0.0 0.0 2.7884 0.0 0.0
578 0.0 55743 784.23 2.7813 0.0 0.0 0.0 2.7813 0.0 0.0
580 0.0 55409 784.18 2.7743 0.0 0.0 0.0 2.7743 0.0 0.0
582 0.0 55076 784.14 2.7672 0.0 0.0 0.0 2.7672 0.0 0.0
584 0.0 54744 784.09 2.7602 0.0 0.0 0.0 2.7602 0.0 0.0
586 0.0 54413 784.05 2.7531 0.0 0.0 0.0 2.7531 0.0 0.0
0 0.0 54082 784.00 2:7460 0.0 :0:0 0.0 2.7460 0.0 0.0
1 0.0 53753 783.96 2.7390 0.0 0.0 0.0 2.7390 0.0 0.0
2 0.0 53424 783.91 2.7319 0.0 0.0 0.0 2.7319 0.0 0.0
3 0.0 53096 783.87 2.7248 0.0 0.0 0.0 2.7248 0.0 0.0
4 0.0 52769 783.82 2.7177 0.0 0.0 0.0 2.7177 0.0 0.0
5 0.0 52443 783.78 2.7106 0.0 0.0 0.0 2.7106 0.0 0.0
6 0.0 52118 783.73 2.7034 0.0 0.0 0.0 2.7034 0.0 0.0
7 0.0 51793 783.69 2.6963 0.0 0.0 0.0 2.6963 0.0 0.0
8 0.0 51470 783.64 2.6892 0.0 0.0 0.0 2.6892 0.0 0.0
9 0.0 51147 783.60 2.6820 0.0 0.0 0.0 2.6820 0.0 0.0
10 0.0 50825 783.56 2.6749 0.0 0.0 0.0 2.6749 0.0 0.0
11 0.0 50504 783.51 2.6677 0.0 0.0 0.0 2.6677 0.0 0.0
12 0.0 50184 783.47 2.6606 0.0 0.0 0.0 2.6606 0.0 0.0
13 0.0 49865 783.42 2.6534 0.0 0.0 0.0 2.6534 0.0 0.0
14 0.0 49547 783.38 2.6462 0.0 0.0 0.0 2.6462 0.0 0.0
15 0.0 49229 783.33 2.6390 0.0 0.0 0.0 2.6390 0.0 0.0
16 0.0 48912 783.29 2.6318 0.0 0.0 0.0 2.6318 0.0 0.0
17 0.0 48597 783.25 2.6246 0.0 0.0 0.0 2.6246 0.0 0.0
18 0.0 48282 783.20 2.6174 0.0 0.0 0.0 2.6174 0.0 0.0
19 0.0 47968 783.16 2.6102 0.0 0.0 0.0 2.6102 0.0 0.0
20 0.0 47654 783.11 2.6029 0.0 0.0 0.0 2.6029 0.0 0.0
2 t 0.0 47342 783.07 2.5957 0.0 0.0 0.0 2.5957 0.0 0.0
22 0.0 47030 783.03 2.5884 0.0 0.0 0.0 2.5884 0.0 0.0
23 0.0 46720 782.98 2.5812 0.0 0.0 0.0 2.5812 0.0 0.0
24 0.0 46410 782.94 2.5739 0.0 0.0 0.0 2.5739 0.0 0.0
25 0 0 46101 782.90 2.5666 0.0 0.0 0.0 25666 0.0 0.0

V,st VVet Pond G INCH DRAIN PIPE
~ z a a 5 s ~ a o io >>
-IL,E INFLOW STORAGE STAGE OUTFLOW BARREL RISER RISEf2 GRAIN HOLES 1 SPILLWAY DRAIN I10LES 2
.min) (cfs) (cu tt) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cts) (cfs)
----- -
26 -----
0.0 -----------
45793 --------
782.85 ---------- -
2.5593 -------
0.0 ------
0.0 ----------
0.0 -------r -
2.593
0.0
0.0
27 0.0 45486 782.81 2.5521 0.0 0.0 0.0 2.5521 0.0 0.0
28 0.0 45180 782.77 2.5448 0.0 0.0 0.0 2.5448 0.0 0.0
29 0.0 44875 782.72 2.5374 0.0 0.0 0.0 2.5374 0.0 0.0
30 0.0 44570 782.68 2.5301 0.0 0.0 0.0 2.5301 0.0 0.0
31 0.0 44266 782.64 2.5228 0.0 0.0 0.0 2.5228 0.0 0.0
32 0.0 43964 782.59 2.5154 0.0 0.0 0.0 2.5154 0.0 0.0
33 0.0 43662 782.55 2.5081 0.0 0.0 0.0 2.5081 0.0 0.0
34 0.0 43361 782.51 2.5007 0.0 0.0 0.0 2.5007 0.0 0.0
35 0.0 43061 782.47 2.4934 0.0 0.0 0.0 2.4934 0.0 0.0
36 0.0 42762 782.42 2.4860 0.0 0.0 0.0 2.4860 0.0 0.0
37 0.0 42463 782.38 2.4786 0.0 0.0 0.0 2.4786 0.0 0.0
38 0.0 42166 782.34 2.4712 0.0 0.0 0.0 2.4712 0.0 0.0
39 0.0 41869 782.30 2.4638 0.0 0.0 0.0 2.4638 0.0 0.0
40 0.0 41574 782.25 2.4564 0.0 0.0 0.0 2.4564 0.0 0.0
41 0.0 41279 782.21 2.4490 0.0 0.0 0.0 2.4490 0.0 0.0
42 0.0 40985 782.17 2.4416 0.0 0.0 0.0 2.4416 0.0 0.0
43 0.0 40692 782.13 2.4341 0.0 0.0 0.0 2.4341 0.0 0.0
44 0.0 40400 782.09 2.4267 0.0 0.0 0.0 2.4267 0.0 0.0
45 0.0 40109 782.04 2.4192 0.0 0.0 0.0 2.4192 0.0 0.0
46 0.0 39818 782.00 2.4117 0.0 0.0 0.0 2.4117 0.0 0.0
47 0.0 39529 781.96 2.4042 0.0 0.0 0.0 2.4042 0.0 0.0
48 0.0 39240 781.92 2.3968 0.0 0.0 0.0 2.3968 0.0 0.0
49 0.0 38953 781.88 2.3893 0.0 0.0 0.0 2.3893 0.0 0.0
50 0.0 38666 781.83 2.3817 0.0 0.0 0.0 2.3817 0.0 0.0
51 0.0 38380 781.79 2.3742 0.0 0.0 0.0 2.3742 0.0 0.0
52 0.0 38095 781.75 2.3667 0.0 0.0 0.0 2.3667 0.0 0.0
53 0.0 37811 781.71 2.3592 0.0 0.0 0.0 2.3592 0.0 0.0
54 0.0 37528 781.67 2.3516 0.0 0.0 0.0 2.3516 0.0 0.0
55 0.0 37246 781.63 2.3440 0.0 0.0 0.0 2.3440 0.0 0.0
56 0.0 36965 781.59 2.3365 0.0 0.0 0.0 2.3365 0.0 0.0
57 0.0 36684 781.55 2.3289 0.0 0.0 0.0 2.3289 0.0 0.0
58 0.0 36405 781.50 2.3213 0.0 0.0 0.0 2.3213 0.0 0.0
59 0.0 36126 781.46 2.3137 0.0 0.0 0.0 2.3137 0.0 0.0
60 0.0 35849 781.42 2.3061 0.0 0.0 0.0 2.3061 0.0 0.0
61 0.0 35572 781.38 2.2985 0.0 0.0 0.0 2.2985 0.0 0.0
62 0.0 35296 781.34 2.2908 0.0 0.0 0.0 2.2908 0.0 0.0
63 0.0 35021 781.30 2.2832 0.0 0.0 0.0 2.2832 0.0 0.0
64 0.0 34747 781.26 2.2755 0.0 0.0 0.0 2.2755 0.0 0.0
65 0.0 34474 781.22 2.2679 0.0 0.0 0.0 2.2679 0.0 0.0
66 0.0 34202 781.18 2.2602 0.0 0.0 0.0 2.2602 0.0 0.0
67 0.0 33931 781.14 2.2525 0.0 0.0 0.0 2.2525 0.0 0.0
68 0.0 33661 781.10 2.2448 0.0 0.0 0.0 2.2448 0.0 0.0
69 0.0 33391 781.06 2.2371 0.0 0.0 0.0 2.2371 0.0 0.0
70 0.0 33123 781.02 2.2294 0.0 0.0 0.0 2.2294 0.0 0.0
71 0.0 32855 780.98 2.2216 0.0 0.0 0.0 2.2216 0.0 0.0
72 0.0 32589 780.94 2.2139 0.0 0.0 0.0 2.2139 0.0 0.0
73 0.0 32323 780.90 2.2061 0.0 0.0 0.0 2.2061 0.0 0.0
74 0.0 32058 780.86 2.1984 0.0 0.0 0.0 2.1984 0.0 0.0
75 0.0 31794 780.82 2.1906 0.0 0.0 0.0 2.1906 0.0 0.0
76 0.0 31532 780.78 2.1828 0.0 0.0 0.0 2.1828 0.0 0.0
77 0.0 31270 780.74 2.1750 0.0 0.0 0.0 2.1750 0.0 0.0
78 0.0 31009 780.70 2.1672 0.0 0.0 0.0 2.1672 0.0 0.0
79 0.0 30749 780.66 2.1594 0.0 0.0 0.0 2.1594 0.0 0.0
80 0.0 30489 780.62 2.1515 0.0 0.0 0.0 2.1515 0.0 0.0
81 0.0 30231 780.58 2.1437 0.0 0.0 0.0 2.1437 0.0 0.0
82 0.0 29974 780.54 2.1358 0.0 0.0 0.0 2.1358 0.0 0.0
83 0.0 29718 780.51 2.1279 0.0 0.0 0.0 2.1279 0.0 0.0
84 0.0 29462 780.47 2.1201 0.0 0.0 0.0 2.1201 0.0 0.0
85 0.0 29208 780.43 2.1122 0.0 0.0 0.0 2.1122 0.0 0.0
86 0.0 28955 780.39 2.1042 0.0 0.0 0.0 2.1042 0.0 0.0
87 0.0 28702 780.35 2.0963 0.0 0.0 0.0 2.0963 0.0 0.0
'®
88 0.0 28450 780.31 2.OII84 0.0 0.0 0.0 2.OII84 0.0 0.0
89 0.0 28200 780.27 2.0804 0.0 0.0 0.0 2.OEOa 0.0 0.0

V~sl W'et Pond 6 I~JCH DRARJ PIPE
1 2 8 4 5 6 7 8 9 10 11
iIIdE IfJFLOVJ STORAGE STAGE OUTFLOW 6ARREL RISER RISER DRAIN HOLDS 1 SPILLWAY DRAIN HOLES 2
rnm) (cfs) (cu R) (ft) (c(s) (cfs) (WEIR) (ORIFICE) (cfs) (c(s) (c(s)
---
90 -------
0.0 -----------
27950 ---------
780.24 ------------
2.0725 -
0.0
0.0
0.0
2.0725
0.0
0.0
91 0.0 27702 780.20 2.0645 0.0 0.0 0.0 2.0645 0.0 0.0
92 0.0 27454 780.16 2.0565 0.0 0.0 0.0 2.0565 0.0 0.0
93 0.0 27207 780.12 2.0485 0.0 0.0 0.0 2.0485 0.0 0.0
94 0.0 26961 780.08 2.0405 0.0 0.0 0.0 2.0405 0.0 0.0
95 0.0 26716 780.04 2.0325 0.0 0.0 0.0 2.0325 0.0 0.0
96 0.0 26472 780.01 2.0244 0.0 0.0 0.0 2.0244 0.0 0.0
97 0.0 26229 779.97 2.0164 0.0 0.0 0.0 2.0164 0.0 0.0
98 0.0 25988 779.93 2.0083 0.0 0.0 0.0 2.0083 0.0 0.0
99 0.0 25747 779.89 2.0002 0.0 0.0 0.0 2.0002 0.0 0.0
100 0.0 25506 779.86 1.9922 0.0 0.0 0.0 1.9922 0.0 0.0
101 0.0 25267 779.82 1.9841 0.0 0.0 0.0 1.9841 0.0 0.0
102 0.0 25029 779.78 1.9759 0.0 0.0 0.0 1.9759 0.0 0.0
103 0.0 24792 779.74 1.9678 0.0 0.0 0.0 1.9678 0.0 0.0
104 0.0 24556 779.71 1.9597 0.0 0.0 0.0 1.9597 0.0 0.0
105 0.0 24321 779.67 1.9515 0.0 0.0 0.0 1.9515 0.0 0.0
106 0.0 24087 779.63 1.9433 0.0 0.0 0.0 1.9433 0.0 0.0
107 0.0 23854 779.60 1.9351 0.0 0.0 0.0 1.9351 0.0 0.0
108 0.0 23621 779.56 1.9269 0.0 0.0 0.0 1.9269 0.0 0.0
109 0.0 23390 779.52 1.9187 0.0 0.0 0.0 1.9187 0.0 0.0
110 0.0 23160 779.49 1.9105 0.0 0.0 0.0 1.9105 0.0 0.0
111 0.0 22931 779.45 1.9022 0.0 0.0 0.0 1.9022 0.0 0.0
112 0.0 22702 779.41 1.8940 0.0 0.0 0.0 1.8940 0.0 0.0
113 0.0 22475 779.38 1.8857 0.0 0.0 0.0 1.8857 0.0 0.0
114 0.0 22249 779.34 1.8774 0.0 0.0 0.0 1.8774 0.0 0.0
115 0.0 22024 779.30 1.8691 0.0 0.0 0.0 1.8691 0.0 0.0
116 0.0 21799 779.27 1.8608 0.0 0.0 0.0 1.8608 0.0 0.0
117 0.0 21576 779.23 1.8524 0.0 0.0 0.0 1.8524 0.0 0.0
118 0.0 21354 779.20 1.8441 0.0 0.0 0.0 1.8441 0.0 0.0
119 0.0 21132 779.16 1.8357 0.0 0.0 0.0 1.8357 0.0 0.0
120 0.0 20912 779.13 1.8273 0.0 0.0 0.0 1.8273 0.0 0.0
121 0.0 20693 779.09 1.8189 0.0 0.0 0.0 1.8189 0.0 0.0
122 0.0 20475 779.05 1.8105 0.0 0.0 0.0 1.8105 0.0 0.0
123 0.0 20257 779.02 1.8020 0.0 0.0 0.0 1.8020 0.0 0.0
124 0.0 20041 778.98 1.7936 0.0 0.0 0.0 1.7936 0.0 0.0
125 0.0 19826 778.95 1.7851 0.0 0.0 0.0 1.7851 0.0 0.0
126 0.0 19612 778.91 1.7766 0.0 0.0 0.0 1.7766 0.0 0.0
127 0.0 19398 778.88 1.7681 0.0 0.0 0.0 1.7681 0.0 0.0
128 0.0 19186 778.84 1.7596 0.0 0.0 0.0 1.7596 0.0 0.0
129 0.0 18975 778.81 1.7511 0.0 0.0 0.0 1.7511 0.0 0.0
130 0.0 18765 778.77 1.7425 0.0 0.0 0.0 1.7425 0.0 0.0
131 0.0 18556 778.74 1.7340 0.0 0.0 0.0 1.7340 0.0 0.0
132 0.0 18348 778.71 1.7254 0.0 0.0 0.0 1.7254 0.0 0.0
133 0.0 18141 778.67 1.7168 0.0 0.0 0.0 1.7168 0.0 0.0
134 0.0 17935 778.64 1.7082 0.0 0.0 0.0 1.7082 0.0 0.0
135 0.0 17730 778.60 1.6995 0.0 0.0 0.0 1.6995 0.0 0.0
136 0.0 17526 778.57 1.6909 0.0 0.0 0.0 1.6909 0.0 0.0
137 0.0 17323 778.53 1.6822 0.0 0.0 0.0 1.6822 0.0 0.0
138 0.0 17121 778.50 1.6735 0.0 0.0 0.0 1.6735 0.0 0.0
139 0.0 16920 778.47 1.6648 0.0 0.0 0.0 1.6648 0.0 0.0
140 0.0 16720 778.43 1.6561 0.0 0.0 0.0 1.6561 0.0 0.0
141 0.0 16522 778.40 1.6473 0.0 0.0 0.0 1.6473 0.0 0.0
142 0.0 16324 778.37 1.6385 0.0 0.0 0.0 1.6385 0.0 0.0
143 0.0 16127 778.33 1.6298 0.0 0.0 0.0 1.6298 0.0 0.0
144 0.0 15932 778.30 1.6210 0.0 0.0 0.0 1.6210 0.0 0.0
145 0.0 15737 778.27 1.6121 0.0 0.0 0.0 1.6121 0.0 0.0
146 0.0 15544 778.23 1.6033 0.0 0.0 0.0 1.6033 0.0 0.0
147 0.0 15351 778.20 1.5944 0.0 0.0 0.0 1.5944 0.0 0.0
148 0.0 15160 778.17 1.5855 0.0 0.0 0.0 1.5855 0.0 0.0
149 0.0 14970 778.14 1.5766 0.0 0.0 0.0 1.5766 0.0 0.0
150 0.0 14781 778.10 1.5677 0.0 0.0 0.0 1.5677 0.0 0.0
I 151 0.0 14593 778.07 1.5588 0.0 0.0 0.0 1.5588 0.0 0.0
t 152 0.0 14405 778.04 1.5498 0.0 0.0 0.0 1.5498 0.0 0.0
153 0.0 14219 778.01 1.5408 0 0 0.0 0.0 1.5408 0.0 0 0

hest WM Pond 6 INCH DRAIN PIPE
1 2 3 4 5 6 7 8 9 10 11
TIME IfJFLOW STORAGE STAGE OUTFLO'f/ BARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
;min) (cfs) (cu h) (ftl (cfs) (c(5) (WEIR) (ORIFICE) (cfs) (cfs) (c(s)
154 0.0 14035 777.97 1.5318 0 0 0.0 0.0 1.5318 0.0 0.0
155 0.0 13851 777.94 1.5228 0.0 0.0 0.0 1.5228 0.0 0.0
156 0.0 13668 777.91 1.5137 0.0 0.0 0.0 1.5137 0.0 0.0
157 0.0 13486 777.88 1.5046 0.0 0.0 0.0 1.5046 0.0 0.0
158 0.0 13306 777.85 1.4955 0.0 0.0 0.0 1.4955 0.0 0.0
159 0.0 13126 777.81 1.4864 0.0 0.0 0.0 1.4864 0 0 0.0
160 0.0 12948 777.78 1.4773 0.0 0.0 0.0 1.4773 0.0 0.0
161 0.0 12771 777.75 1.4681 0.0 0.0 0.0 1.4681 0.0 0.0
162 0.0 12595 777.72 1.4589 0.0 0.0 0.0 1.4589 0.0 0.0
163 0.0 12419 777.69 1.4497 0.0 0.0 0.0 1.4497 0.0 0.0
164 0.0 12246 777.66 1.4405 0.0 0.0 0.0 1.4405 0.0 0.0
165 0.0 12073 777.63 1.4312 0.0 0.0 0.0 1.4312 0.0 0.0
166 0.0 11901 777.60 1.4219 0.0 0.0 0.0 1.4219 0.0 0.0
167 0.0 11730 777.57 1.4126 0.0 0.0 0.0 1.4126 0.0 0.0
168 0.0 11561 777.54 1.4033 0.0 0.0 0.0 1.4033 0.0 0.0
169 0.0 11392 777.51 1.3940 0.0 0.0 0.0 1.3940 0.0 0.0
170 0.0 11225 777.48 1.3846 0.0 0.0 0.0 1.3846 0.0 0.0
171 0.0 11059 777.45 1.3752 0.0 0.0 0.0 1.3752 0.0 0.0
172 0.0 10894 777.42 1.3657 0.0 0.0 0.0 1.3657 0.0 0.0
173 0.0 10730 777.39 1.3563 0.0 0.0 0.0 1.3563 0.0 0 0
174 0.0 10567 777.36 1.3468 0.0 0.0 0.0 1.3468 0.0 0 0
175 0.0 10406 777.33 1.3373 0.0 0.0 0.0 1.3373 0.0 0.0
176 0.0 10245 777.30 1.3278 0.0 0.0 0.0 1.3278 0.0 0.0
177 0.0 10086 777.27 1.3182 0.0 0.0 0.0 1.3182 0.0 0.0
178 0.0 9928 777.24 1.3086 0.0 0.0 0.0 1.3086 0.0 0.0
179 0.0 9771 777.21 1.2990 0.0 0.0 0.0 1.2990 0.0 0.0
180 0.0 9615 777.18 1.2893 0.0 0.0 O.D 1.2893 0.0 0.0
181 0.0 9460 777.15 1.2797 0.0 0.0 0.0 1.2797 0.0 0.0
182 0.0 9306 777.12 1.2700 0.0 0.0 0.0 1.2700 0.0 0.0
183 0.0 9154 777.09 1.2602 0.0 0.0 0.0 1.2602 0.0 0.0
184 0.0 9003 777.07 1.2505 0.0 0.0 O.D 1.2505 0.0 0.0
185 0.0 8853 777.04 1.2407 0.0 0.0 0.0 1.2407 0.0 0.0
186 0.0 8704 777.01 1.2309 0.0 0.0 0.0 1.2309 0.0 0.0
187 0.0 8556 776.98 1.2210 0.0 0.0 0.0 1.2210 0.0 0.0
188 0.0 8410 776.95 1.2111 0.0 0.0 0.0 1.2111 0.0 0.0
189 0.0 8264 776.92 1.2012 0.0 0.0 0.0 1.2012 0.0 0.0
190 0.0 8120 776.90 1.1913 0.0 0.0 0.0 1.1913 0.0 0.0
191 0.0 7977 776.87 1.1813 0.0 0.0 0.0 1.1813 0.0 0.0
192 0.0 7836 776.84 1.1713 0.0 0.0 0.0 1.1713 0.0 0.0
193 0.0 7695 776.82 1.1613 0.0 0.0 0.0 1.1613 0.0 0.0
194 0.0 7556 776.79 1.1512 0.0 0.0 0.0 1.1512 0.0 0.0
195 0.0 7417 776.76 1.1411 0.0 0.0 0.0 1.1411 0.0 0.0
196 0.0 7281 776.73 1.1309 0.0 0.0 0.0 1.1309 0.0 0.0
197 0.0 7745 776.71 1.1208 0.0 0.0 0.0 1.1208 0.0 0.0
198 0.0 7010 776.68 1.1105 0.0 0.0 0.0 1.1105 0.0 0.0
199 0.0 6877 776.66 1.1003 0.0 0.0 0.0 1.1003 0.0 0.0
200 0.0 6745 776.63 1.0900 0.0 0.0 0.0 1.0900 0.0 0.0
201 0.0 6614 776.60 1.0797 0.0 0.0 0.0 1.0797 0.0 0.0
202 0.0 6485 776.58 1.0693 0.0 0.0 0.0 1.0693 0.0 0.0
203 0.0 6356 776.55 1.0589 0.0 0.0 0.0 1.0589 0.0 0.0
204 0.0 6229 776.53 1.0485 0.0 0.0 0.0 1.0485 0.0 0.0
205 0.0 6103 776.50 1.0380 0.0 0.0 0.0 1.0380 0.0 0.0
206 0.0 5979 776.48 1.0275 0.0 0.0 0.0 1.0275 0.0 0.0
207 0.0 5856 776.45 1.0170 0.0 0.0 0.0 1.0170 0.0 0.0
208 0.0 5734 776.43 1.0064 0.0 0.0 0.0 1.0064 0.0 0.0
209 0.0 5613 776.40 0.9958 0.0 0.0 0.0 0.9958 0.0 0.0
210 0.0 5493 776.38 0.9851 0.0 0.0 0.0 0.9851 0.0 0.0
211 0.0 5375 776.35 0.9744 0.0 0.0 0.0 0.9744 0.0 0.0
212 0.0 5258 776.33 0.9636 0.0 0.0 0.0 0.9636 0.0 0.0
213 0.0 5143 776.30 0.9528 0.0 0.0 0.0 0.9528 0.0 0.0
214 0.0 5028 776.28 0.9420 0.0 0.0 0.0 0.9420 0.0 0.0
215 0 0 4915 776.26 0.9311 0.0 0.0 0.0 0.9311 0.0 0.0
'
216 0 0 4803 776.23 0.9201 0.0 0.0 0.0 0.9201 0.0 0.0
217 0 0 4693 776.21 0.9092 0 0 0 0 0.0 0.9092 0.0 0 0

`~asi Wet Pond 6 INCH DRAW PIPE
t 2 3 4 5 G 7 8 9 10 11
----
1-I!;tE -------
INFLOW --------
STORAGE -------
STAGE -----------
OUTFLOb'/ --------
E3ARREL ---------
RISER -----------
RISER ----- -- - -
URAIN HOLES i - -
SPILLWAY
DRAIN HOLES 2
(min) (cfs) (cu fl) (ft) (cfs) (c(s) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)

218
0.0
4584 -
776.19 ------------ -
0.8981 ----------
0.0 ----------
0.0 -----------
0.0 ---------------
0.8981 ------------
0.0 ---------
0.0
219 0.0 4476 776.16 0.8871 0.0 0.0 0.0 0.8871 0.0 0.0
220 0.0 4370 776.14 0.8759 0.0 0.0 0.0 0.8759 0.0 0.0
227 0.0 4265 776.12 0.8648 0.0 0.0 0.0 0.8648 0.0 0.0
222 0.0 4161 776.10 0.8535 0.0 0.0 0.0 0.8535 0.0 0.0
223 0.0 4058 776.07 0.8422 0.0 0.0 0.0 0.8422 0.0 0.0
224 0.0 3957 776.05 0.8309 0.0 0.0 0.0 0.8309 0.0 0.0
225 0.0 3858 776.03 0.8195 0.0 0.0 0.0 0.8195 0.0 0.0
226 0.0 3759 776.01 0.8081 0.0 0.0 0.0 0.8081 0.0 0.0
227 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
228 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
229 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
230 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
231 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
232 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
233 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
234 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0 0
235 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0,0
236 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
237 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
238 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
239 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
240 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
241 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
242 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
243 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
244 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
245 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
246 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
247 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
248 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
249 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
250 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
251 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
252 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
253 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
254 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
255 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
256 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
257 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
258 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
259 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
260 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
261 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
262 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
263 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
264 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
265 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
266 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
267 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
268 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
269 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
270 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
271 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
272 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
273 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
274 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
275 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
276 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
277 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
278 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
279 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
~®
280 0 0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0.0 0.0
281 0.0 3662 775.99 0.0000 0.0 0.0 0.0 0.0000 0 0 0.0

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The v/~t detention basin system is defined as the wet detention basin, pretreatment including forebays.
Maintenance activities shall be performed as follows:
A.ier every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
c. Check and clear the trash rack of any obstructions.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 2 feet of the original 9 foot design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wetland extended detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads approximately 7.50 feet in the main pond, the sediment shall be
removed.
When the permanent pool depth reads approximately 2.00 feet in the forebay, the sediment shall be
removed.
DETENTION BASIN DIAGRAM
(fill in the blanks)
~ Permanent Pool Elevation 784.00
Sediment Re oval EI. 782.50
Sediment Removal Elevation 775.50
-------------------------------------------- ------
Bottom Elevati n 775
Bottom Elevation 775.00
FOREBAY
MAIN POND
5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
'6. All components of the wet detention basin system shall be maintained in good working order.
7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
P~i~~c t ~,~~,

maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
r~ganted as necessary.
®I acknc;vledge and agree by my signature below that I am responsible for the performance of the seven
maint erance procedures listed above. I agree to notify the City of High Point and DWQ of any problems with
the system or prior to any changes to the system or responsible party.
Print name:
Title:
Address:
Phone:
Signa tyre:_
Date:
Note: the legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I,
Countyof
a Notary Public for the State of
do hereby certify that
personally appeared before me this day of ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
officia I seal,
SEAL
My commission expires
1,
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Project No. DWQ (to be pro>>iclecl by DIVO)
DIVISION OI' WATEIZ QUALI'T'Y - ~O1 WLT DLTIJNTION BASIN WORICSIIC>J'T
DWO Stonnwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INP' 1ZAIATION (please complete the following information):
Project Name : ~ a -~4RYFJ~L.D_ .
Contact Person: o/~Ll. • /yI0/LEJ~H= Phone Number: (~~,) 6~Sc5'"t7aZC~ D
For projects with multiple basins, specify which basin this worksheet applies to: ~1_GsZT PD~J,~
Basin Bottom Elevation ~~3 ft. (average elevation of the floor of the basin)
Pennancnt Pool Elevation ft. (elevation of the orifice invert out)
Temporary Pool Elevation ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area sq. ft. (water surface area at penmanent pool elevation)
Drainage Area 6.22 ac. (on-site and off-site drainage to the basin)
hnpervious Arca ~, y 4 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume cu. ft. (combined volume of main basin and forcbay)
Temporary Pool Volume cu. ft. (volume detained on top of the pcnnauent pool)
Porcbay Volume cu. ft.
I SA/DA used (surface area to drainage area ratio)
Diameter of Orifice 2,25 in. (draw down orifice diameter)
II. IZI;QUIR>/D ITI/AIS CIII:CKLIST
The following checklist outlines design requirements per the Stonnwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting docwnenta[ion is attached. Ifa requirement Iras not been met, attach ern explanation of
tit~lty.
Annlicants Initials
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the penmanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The pennancnt pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forcbay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the pennancnt pool.
Access is provided for maintenance.
--~7 A minimum 30-foot vegetative filter is provided at the outlet.e~oPd~D~EE.~
A site specific operation and maintenance (O&M) plan is provided.
~_A vegetation management/mowing schedule is provided in the O&M plan.
~® Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be perfonncd after every store event.
A specific sediment clean-out benclunark is listed (elevation or dcptl~) iii OScM plan.
A responsible party is designated in the 0&M plats.
FORM SW 100 09/97 Page 1 of I

(2) EAST POND COMPUTATION OF STAGE-STORAGE FUNCTION
.,
1 2 3 4 5 6 7 8
S Z
CONTOUR INCR ACCUM
CONTOUR AREA VOL VOL STAGE in S In Z Zest
(sq ft) (cu ft) (cu ft) (ft) (ft)
787 5916.15 0 0 0
789 6779.04 12695 12695 2 9.4490 0.6931 1.85
790 7695.4 7237 19932 3 9.9001 1.0986 2.71
791 8654.05 8175 28107 4 10.2438 1.3863 3.64
792 9659.94 9157 37264 5 10.5258 1.6094 4.62
793 10713.07 10187 47451 6 10.7674 1.7918 5.68
794 11889.93 11302 58752 7 10.9811 1.9459 6.81
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E::' 'Jet Pond 10 Year Routing Table.
1 2 3 4 5 6 7 8 9.000 10 i t

~tdE
INFLOW -----------
STORAGE ---------
STAGE ------------
OUTFLOW -----------
BARREL ----------
RISER -----------
RISER ----------- --
DRAIN HOLES 1
SPILLWAY
DRAIrJ HOLES 2
nin) (cfs) (cu ft) (H) (cfs) (cfs) (WEIR) (ORIFICE) (c(s) (cfs) (cfs)
0 0.0 0.0 787.0 0.0 0.0 0.0 0.0 0.000 0.0 0.0
2 0.3 0 787.00 0.0 0.0 0.0 0.0 0.000 0.0 0.0
4 1.0 31 787.01 0.0 0.0 0.0 0.0 0.000 0.0 0.0
6 2.2 152 787.04 0.0 0.0 0.0 0.0 0.000 0.0 0.0
8 3.9 420 787.10 0.0 0.2 0.0 0.0 0.032 0.0 0.0
10 5.8 880 787.19 0.0 0.4 0.0 0.0 0.050 0.0 0.0
12 8.0 1573 787.31 0.1 0.9 0.0 0.0 0.067 0.0 0.0
14 10.4 2528 787.47 0.1 1.7 0.0 0.0 0.084 0.0 0.0
16 12.7 3763 787.66 0.1 2.8 0.0 0.0 0.101 0.0 0.0
18 15.0 5280 787.88 0.1 4.3 0.0 0.0 0.118 0.0 0.0
20 17.1 7070 788.12 0.1 6.3 0.0 0.0 0.134 0.0 0.0
22 19.0 9111 788.39 0.1 8.7 0.0 0.0 0.150 0.0 0.0
24 20.4 11369 788.68 0.2 11.5 0.0 0.0 0.165 0.0 0.0
26 21.4 13800 788.99 0.2 14.7 0.0 0.0 0.180 0.0 0.0
28 22.0 16351 789.29 0.2 16.9 0.0 0.0 0.193 0.0 0.0
30 22.0 18964 789.60 0.2 18.8 0.0 0.0 0.206 0.0 0.0
32 21.5 21579 789.90 0.2 20.5 0.0 0.0 0.218 0.0 0.0
34 20.5 24134 790.19 6.9 22.0 0.0 0.0 0.229 0.0 6.7
36 19.1 25770 790.38 7.1 22.9 0.0 0.0 0.235 0.0 6.9
38 17.5 27211 790.54 7.3 23.7 0.0 0.0 0.241 0.0 7.1
40 16.0 28436 790.67 7.4 24.3 0.0 0.0 0.246 0.0 7.2
42 14.6 29463 790.79 7.6 24.8 0.0 0.0 0.249 0.0 7.3
44 13.4 30312 790.88 7.7 25.2 0.0 0.0 0.253 0.0 7.4
46 12.2 31000 790.95 7.7 25.5 0.0 0.0 0.255 0.0 7.5
48 11.2 31540 791.01 7.8 25.8 0.0 0.0 0.257 0.0 7.5
50 10.2 31948 791.06 7.8 26.0 0.0 0.0 0.258 0.0 7.6
52 9.4 32235 791.09 7.9 26.1 0.0 0.0 0.259 0.0 7.6
54 8.6 32414 791.11 7.9 26.2 0.0 0 0 0.260 0.0 7.6
56 7.8 32494 791:11 7.9 : _ 26,2 0,0 0 0 0;260 0:0 7.6
58 7.2 32485 791.11 7.9 26.2 0.0 0.0 0.260 0.0 7.6
60 6.5 32396 791.10 7.9 26.2 0.0 0.0 0.260 0.0 7.6
62 6.0 32234 791.09 7.9 26.1 0.0 0.0 0.259 0.0 7.6
64 5.5 32008 791.06 7.9 26.0 0.0 0.0 0.258 0.0 7.6
66 5.0 31723 791.03 7.8 25.9 0.0 0.0 0.258 0.0 7.6
68 4.6 31385 790.99 7.8 25.7 0.0 0.0 0.256 0.0 7.5
70 4.2 31001 790.95 7.7 25.5 0.0 0.0 0.255 0.0 7.5
72 3.8 30575 790.91 7.7 25.3 0.0 0.0 0.253 0.0 7.4
74 3.5 3011 Z 790.86 7.6 25.1 0.0 0.0 0.252 0.0 7.4
76 3.2 29615 790.80 7.6 24.9 0.0 0.0 0.250 0.0 7.3
78 2.9 29090 790.74 7.5 24.6 0.0 0.0 0.248 0.0 7.3
80 2.7 28539 790.68 7.5 24.3 0.0 0.0 0.246 0.0 7.2
82 2.4 27965 790.62 7.4 24.0 0.0 0.0 0.244 0.0 7.1
84 2.2 27372 790.56 7.3 23.7 0.0 0.0 0.242 0.0 7.1
86 2.0 26763 790.49 7.2 23.4 0.0 0.0 0.239 0.0 7.0
88 1.9 26140 790.42 7.2 23.1 0.0 0.0 0.237 0.0 6.9
90 1.7 25504 790.35 7.1 22.8 0.0 0.0 0.234 0.0 6.9
92 1.6 24859 790.28 7.0 22.4 0.0 0.0 0.232 0.0 6.8
94 1.4 24207 790.20 6.9 22.0 0.0 0.0 0.229 0.0 6.7
96 1.3 23548 790.13 6.8 21.7 0.0 0.0 0.226 0.0 6.6
98 1.2 22885 790.05 6.7 21.3 0.0 0.0 0.224 0.0 6.5
100 1.1 22219 789.98 0.2 20.9 0.0 0.0 0.221 0.0 0.0
102 1.0 22324 789.99 0.2 20.9 0.0 0.0 0.221 0.0 0.0
104 0.9 22418 790.00 0.2 21.0 0.0 0.0 0.222 0.0 0.0
106 0.8 22501 790.01 0.2 21.1 0.0 0.0 0.222 0.0 0.0
108 0.8 22575 790.02 0.2 21.1 0.0 0.0 0.222 0.0 0.0
110 0.7 22640 790.03 0.2 21.1 0.0 0.0 0.223 0.0 0.0
112 0.6 22698 790.03 0.2 21.2 0.0 0.0 0.223 0.0 0.0
114 0.6 22748 790.04 0.2 21.2 0.0 0.0 0.223 0.0 0.0
116 0.5 22791 790.04 0.2 21.2 0.0 0.0 0.223 0.0 0.0
118 0.5 22829 790.05 0.2 21.2 0.0 0.0 0.223 0.0 0.0
120 0.4 22861 790.05 0.2 21.3 0.0 0.0 0.224 0.0 0.0
~® 122 0.4 22888 790.05 0.2 21.3 0.0 0.0 0.224 0.0 0.0
® 124 0.4 22910 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
126 0.3 22928 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0

' :~st Vdet Pond 10 Year Routing TaCle:
-- 1 --- - --- 2 --- ----- 3 ---- ---- 4 --- 5 6 7 8 9.000 10 11
TIME INFLOW STORAGE STAGE OUTFLOW LIARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
(min) (cfsl (cu ft) (ft) (cfs) (cfs) (WEAR) (ORIFICE) (cfsl (cfs) (cfs)
128 0.3 22942 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
130 0.3 22953 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
132 0.3 22961 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
134 0.2 22965 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
136 0.2 22967 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
138 0.2 22966 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
140 0.2 22964 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
142 0.2 22959 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
144 0.2 22952 790.06 0.2 21.3 0.0 0.0 0.224 0.0 0.0
146 0.1 22943 790.06 6.8 21.3 0.0 0.0 0.224 0.0 6.5
148 0.1 22150 789.97 0.2 20.8 0.0 0.0 0.221 0.0 0.0
150 0.1 22139 789.97 0.2 20.8 0.0 0.0 0.221 0.0 0.0
152 0.1 22126 789.97 0.2 20.8 0.0 0.0 0.220 0.0 0.0
154 0.1 22113 789.97 0.2 20.8 0.0 0.0 0.220 0.0 0.0
156 0.1 22098 789.96 0.2 20.8 0.0 0.0 0.220 0.0 0.0
158 0.1 22082 789.96 0.2 20.8 0.0 0.0 0.220 0.0 0.0
160 0.1 22066 789.96 0.2 20.8 0.0 0.0 0.220 0.0 0.0
162 0.1 22048 789.96 0.2 20.8 0.0 0.0 0.220 0.0 0.0
164 0.1 22030 789.96 0.2 20.8 0.0 0.0 0.220 0.0 0.0
166 0.1 22011 789.95 0.2 20.8 0.0 0.0 0.220 0.0 0.0
168 0.1 21992 789.95 0.2 20.7 0.0 0.0 0.220 0.0 0.0
170 0.0 21971 789.95 0.2 20.7 0.0 0.0 0.220 0.0 0.0
172 0.0 21951 789.95 0.2 20.7 0.0 0.0 0.220 0.0 0.0
174 0.0 21930 789.94 0.2 20.7 0.0 0.0 0.220 0.0 0.0
176 0.0 21908 789.94 0.2 20.7 0.0 0.0 0.220 0.0 0.0
178 0.0 21886 789.94 0.2 20.7 0.0 0.0 0.219 0.0 0.0
180 0.0 21864 789.94 0.2 20.7 0.0 0.0 0.219 0.0 0.0
182 0.0 21841 789.93 0.2 20.7 0.0 0.0 0.219 0.0 0.0
184 0.0 21818 789.93 0.2 20.6 0.0 0.0 0.219 0.0 0.0
186 0.0 21795 789.93 0.2 20.6 0.0 0.0 0.219 0.0 0.0
188 0.0 21772 789.93 0.2 20.6 0.0 0.0 0.219 0.0 0.0
190 0.0 21748 789.92 0.2 20.6 0.0 0.0 0.219 0.0 0.0
192 0.0 21724 789.92 0.2 20.6 0.0 0.0 0.219 0.0 0.0
194 0.0 21700 789.92 0.2 20.6 0.0 0.0 0.219 0.0 0.0
196 0.0 21676 789.92 0.2 20.6 0.0 0.0 0.219 0.0 0.0
198 0.0 21651 789.91 0.2 20.5 0.0 0.0 0.218 0.0 0.0
200 0.0 21627 789.91 0.2 20.5 0.0 0.0 0.218 0.0 0.0
202 0.0 21602 789.91 0.2 20.5 0.0 0.0 0.218 0.0 0.0
204 0.0 21577 789.90 0.2 20.5 0.0 0.0 0.218 0.0 0.0
206 0.0 21552 789.90 0.2 20.5 0.0 0.0 0.218 0.0 0.0
208 0.0 21527 789.90 0.2 20.5 0.0 0.0 0.218 0.0 0.0
210 0.0 21502 789.90 0.2 20.4 0.0 0.0 0.218 0.0 0.0
212 0.0 21477 789.89 0.2 20.4 0.0 0.0 0.218 0.0 0.0
214 0.0 21452 789.89 0.2 20.4 0.0 0.0 0.218 0.0 0.0
216 0.0 21426 789.89 0.2 20.4 0.0 0.0 0.217 0.0 0.0
218 0.0 21401 789.88 0.2 20.4 0.0 0.0 0.217 0.0 0.0
220 0.0 21376 789.88 0.2 20.4 0.0 0.0 0.217 0.0 0.0
222 0.0 21350 789.88 0.2 20.4 0.0 0.0 0.217 0.0 0.0
224 0 0 21325 789.88 0.2 20.3 0.0 0.0 0.217 0.0 0.0
226 0.0 21299 789.87 0.2 20.3 0.0 0.0 0.217 0.0 0.0
228 0.0 21274 789.87 0.2 20.3 0.0 0.0 0.217 0.0 0.0
230 0.0 21248 789.87 0.2 20.3 0.0 0.0 0.217 0.0 0.0
232 0.0 21222 789.86 0.2 20.3 0.0 0.0 0.217 0.0 0.0
234 0.0 21197 789.86 0.2 20.3 0.0 0.0 0.216 0.0 0.0
236 0.0 21171 789.86 0.2 20.2 0.0 0.0 0.216 0.0 0.0
238 0.0 21145 789.85 0.2 20.2 0.0 0.0 0.216 0.0 0.0
240 0.0 21120 789.85 0.2 20.2 0.0 0.0 0.216 0.0 0.0
242 0.0 21094 789.85 0.2 20.2 0.0 0.0 0.216 0.0 0.0
244 0.0 21068 789.85 0.2 20.2 0.0 0.0 0.216 0.0 0.0
246 0.0 21043 789.84 0.2 20.2 0.0 0.0 0.216 0.0 0.0
248 0.0 21017 789.84 0.2 20.1 0.0 0.0 0.216 0.0 0.0
250 0.0 20991 789.84 0.2 20.1 0.0 0.0 0.216 0.0 0.0
1~ 252 0.0 20966 789.83 0.2 20.1 0.0 0.0 0.215 0.0 0.0
254 0.0 20940 789.83 0.2 20.1 0.0 0 0 0.215 0.0 0.0

`ast V': et Pond 10 Year Routing Tables
1 2 3 4 5 0 7 8 9.000 10 11
TIk1E INFLOW STORAGE STAGE OUTFLOW - BARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
(min) (cfs) (cufq (tq (cfsl (cts) (WEIR) (ORIFICE) (c(s) (cfs) (c(s)
256 0.0 20914 789.83 0.2 20.1 0.0 0.0 0.215 0.0 0.0
258 0.0 20889 789.83 0.2 20.1 0.0 0.0 0.215 0.0 0.0
260 0.0 20863 789.82 0.2 20.0 0.0 0.0 0.215 0.0 0.0
262 0.0 20837 789.82 0.2 20.0 0.0 0.0 0.215 0.0 0.0
264 0.0 20811 789.82 0.2 20.0 0.0 0.0 0.215 0.0 0.0
266 0.0 20786 789.81 0.2 20.0 0.0 0.0 0.215 0.0 0.0
268 0.0 20760 789.81 0.2 20.0 0.0 0.0 0.215 0.0 0.0
270 0.0 20734 789.81 0.2 20.0 0.0 0.0 0.214 0.0 0.0
272 0.0 20709 789.80 0.2 19.9 0.0 0.0 0.214 0.0 0.0
274 0.0 20683 789.80 0.2 19.9 0.0 0.0 0.214 0.0 0.0
276 0.0 20657 789.80 0.2 19.9 0.0 0.0 0.214 0.0 0.0
278 0.0 20632 789.80 0.2 19.9 0.0 0.0 0.214 0.0 0.0
280 0.0 20606 789.79 0.2 19.9 0.0 0.0 0.214 0.0 0.0
282 0.0 20581 789.79 0.2 19.9 0.0 0.0 0.214 0.0 D.0
284 0.0 20555 789.79 0.2 19.9 0.0 0.0 0.214 0.0 0.0
286 0.0 20529 789.78 0.2 19.8 0.0 0.0 0.213 0.0 0.0
288 0.0 20504 789.78 0.2 19.8 0.0 0.0 0.213 0.0 0.0
290 0.0 20478 789.78 0.2 19.8 0.0 0.0 0.213 0.0 0.0
292 0.0 20453 789.77 0.2 19.8 0.0 0.0 0.213 0.0 0.0
294 0.0 20427 789.77 0.2 19.8 0.0 0.0 0.213 0.0 0.0
296 0.0 20402 789.77 0.2 19.8 0.0 0.0 0.213 0.0 0.0
298 0.0 20376 789.77 0.2 19.7 0.0 0.0 0.213 0.0 0.0
300 0.0 20351 789.76 0.2 19.7 0.0 0.0 0.213 0.0 0.0
302 0.0 20325 789.76 0.2 19.7 0.0 0.0 0.213 0.0 0.0
304 0.0 20300 789.76 0.2 19.7 0.0 0.0 0.212 0.0 0.0
306 0.0 20274 789.75 0.2 19.7 0.0 0.0 0.212 0.0 0.0
308 0.0 20249 789.75 0.2 19.7 0.0 0.0 0.212 0.0 0.0
310 0.0 20223 789.75 0.2 19.6 0.0 0.0 0.212 0.0 0.0
~ 312 0.0 20198 789.75 0.2 19.6 0.0 0.0 0.212 0.0 0.0
314 0.0 20172 789.74 0.2 19.6 0.0 0.0 0.212 0.0 0.0
316 0.0 20147 789.74 0.2 19.6 0.0 0.0 0.212 0.0 0.0
318 0.0 20121 789.74 0.2 19.6 0.0 0.0 0.212 0.0 0.0
320 0.0 20096 789.73 0.2 19.6 0.0 0.0 0.212 0.0 0.0
322 0.0 20071 789.73 0.2 19.5 0.0 0.0 0.211 0.0 0.0
324 0.0 20045 789.73 0.2 19.5 0.0 0.0 0.211 0.0 0.0
326 0.0 20020 789.72 0.2 19.5 0.0 0.0 0.211 0.0 0.0
328 0.0 19995 789.72 0.2 19.5 0.0 0.0 0.211 0.0 0.0
330 0.0 19969 789.72 0.2 19.5 0.0 0.0 0.211 0.0 0.0
332 0.0 19944 789.72 0.2 19.5 0.0 0.0 0.211 0.0 0.0
334 0.0 19919 789.71 0.2 19.4 0.0 0.0 0.211 0.0 0.0
336 0.0 19893 789.71 0.2 19.4 0.0 0.0 0.211 0.0 0.0
338 0.0 19868 789.71 0.2 19.4 D.0 0.0 0.210 0.0 0.0
340 0.0 19843 789.70 0.2 19.4 0.0 0.0 0.210 0.0 0.0
342 0.0 19818 789.70 0.2 19.4 0.0 0.0 0.210 0.0 0.0
344 0.0 19792 789.70 0.2 19.4 0.0 0.0 0.210 0.0 0.0
346 0.0 19767 789.70 0.2 19.3 0.0 0.0 0.210 0.0 0.0
348 0.0 19742 789.69 0.2 19.3 0.0 0.0 0.210 0.0 0.0
350 0.0 19717 789.69 0.2 19.3 0.0 0.0 0.210 0.0 0.0
352 0.0 19692 789.69 0.2 19.3 0.0 0.0 0.210 0.0 0.0
354 0.0 19667 789.68 0.2 19.3 0.0 0.0 0.210 0.0 0.0
356 0.0 19641 789.68 0.2 19.3 0.0 0.0 0.209 0.0 0.0
358 0.0 19616 789.68 0.2 19.2 0.0 0.0 0.209 0.0 0.0
360 0.0 19591 789.68 0.2 19.2 0.0 0.0 0.209 0.0 0.0
362 0.0 19566 789.67 0.2 19.2 0.0 0.0 0.209 0.0 0.0
364 0.0 19541 789.67 0.2 19.2 0.0 0.0 0.209 0.0 0.0
366 0.0 19516 789.67 0.2 19.2 0.0 0.0 0.209 0.0 0.0
368 0.0 19491 789.66 0.2 19.2 0.0 0.0 0.209 0.0 0.0
370 0.0 19466 789.66 0.2 19.1 0.0 0.0 0.209 0.0 0.0
372 0.0 19441 789.66 0.2 19.1 0.0 0.0 0.209 0.0 0.0
374 0.0 19416 789.65 0.2 19.1 0.0 0.0 0.208 0.0 0.0
376 0.0 19391 789.65 0.2 19.1 0.0 0.0 0.208 0.0 0.0
378 0.0 19366 789.65 0.2 19.1 0.0 0.0 0.208 0.0 0.0
'® 380 0.0 19341 789.65 0.2 19.1 0.0 0.0 0.208 0.0 0.0
382 0.0 19316 789.64 0.2 19.0 0.0 0.0 0.208 0.0 0.0

last VJet Pond 10 Year Routing Table
------
1 --------
2 ------
3
4
5
6
7
8
9.000
10
11
TIt;1E INFLOI'J STORAGE STAGE OUTFLO`JJ BARREL RISER RISER URAIN HOLES 1 SPILLWAY DRAIN HCLES 2
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (c's) (cfs) (c(s)
3II4 0.0 19291 789.64 0.2 19.0 0.0 0.0 0.208 0.0 0.0
386 0.0 19266 789.64 0.2 19.0 0.0 0.0 0.208 0.0 0.0
388 0.0 19241 789.63 0.2 19.0 0.0 0.0 0.208 0.0 0.0
390 0.0 19216 789.63 0.2 19.0 0.0 0.0 0.207 0.0 0.0
392 0.0 19191 789.63 0.2 19.0 0.0 0.0 0.207 0.0 0.0
394 0.0 19166 789.63 0.2 18.9 0.0 0.0 0.207 0.0 0 0
396 0.0 19141 789.62 0.2 18.9 0.0 0.0 0.207 0.0 0.0
398 0.0 19117 789.62 0.2 18.9 0.0 0.0 0.207 0.0 0.0
400 0.0 19092 789.62 0.2 18.9 0.0 0.0 0.207 0.0 0.0
402 0.0 19067 789.61 0.2 18.9 0.0 0.0 0.207 0.0 0.0
404 0.0 19042 789.61 0.2 18.9 0.0 0.0 0.207 0.0 0.0
406 0.0 19017 789.61 0.2 18.8 0.0 0.0 0.207 0.0 0.0
408 0.0 18992 789.61 0.2 18.8 0.0 0.0 0.206 0.0 0.0
410 0.0 18968 789.60 0.2 18.8 0.0 0.0 0.206 0.0 0.0
412 0.0 18943 789.60 0.2 18.8 0.0 0.0 0.206 0.0 0.0
414 0.0 18918 789.60 0.2 18.8 0.0 0.0 0.206 0.0 0.0
416 0.0 18893 789.59 0.2 18.7 0.0 0.0 0.206 0.0 0.0
418 0.0 18869 789.59 0.2 18.7 0.0 0.0 0.206 0.0 0.0
420 0.0 18844 789.59 0.2 18.7 0.0 0.0 0.206 0.0 0.0
422 0.0 18819 789.59 0.2 18.7 0.0 0.0 0.206 0.0 0.0
424 0.0 18795 789.58 0.2 18.7 0.0 0.0 0.205 0.0 0.0
426 0.0 18770 789.58 0.2 18.7 0.0 0.0 0.205 0.0 0.0
428 0.0 18745 789.58 0.2 18.6 0.0 0.0 0.205 0.0 0.0
430 0.0 18721 789.57 0.2 18.6 0.0 0.0 0.205 0.0 0.0
432 0.0 18696 789.57 0.2 18.6 0.0 0.0 0.205 0.0 0.0
434 0.0 18672 789.57 0.2 18.6 0.0 0.0 0.205 0.0 0.0
436 0.0 18647 789.57 0.2 18.6 0.0 0.0 0.205 0.0 0.0
438 0.0 18622 789.56 0.2 18.6 0.0 0.0 0.205 0.0 0.0
440 0.0 18598 789.56 0.2 18.5 0.0 0.0 0.205 0.0 0.0
442 0.0 18573 789.56 0.2 18.5 0.0 0.0 0.204 0.0 0.0
444 0.0 18549 789.55 0.2 18.5 0.0 0.0 0.204 0.0 0.0
446 0.0 18524 789.55 0.2 18.5 0.0 0.0 0.204 0.0 0.0
448 0.0 18500 789.55 0.2 18.5 0.0 0.0 0.204 0.0 0.0
450 0.0 18475 789.54 0.2 18.5 0.0 0.0 0.204 0.0 0.0
452 0.0 18451 789.54 0.2 18.4 0.0 0.0 0.204 0.0 0.0
454 0.0 18426 789.54 0.2 18.4 0.0 0.0 0.204 0.0 0.0
456 0.0 18402 789.54 0.2 18.4 0.0 0.0 0.204 0.0 0.0
458 0.0 18377 789.53 0.2 18.4 0.0 0.0 0.203 0.0 0.0
460 0.0 18353 789.53 0.2 18.4 0.0 0.0 0.203 0.0 0.0
462 0.0 18329 789.53 0.2 18.4 0.0 0.0 0.203 0.0 0.0
464 0.0 18304 789.52 0.2 18.3 0.0 0.0 0.203 0.0 0.0
466 0.0 18280 789.52 0.2 18.3 0.0 0.0 0.203 0.0 0.0
468 0.0 18255 789.52 0.2 18.3 0.0 0.0 0.203 0.0 0.0
470 0.0 18231 789.52 0.2 18.3 0.0 0.0 0.203 0.0 0.0
472 0.0 18207 789.51 0.2 18.3 0.0 0.0 0.203 0.0 0.0
474 0.0 18182 789.51 0.2 18.3 0.0 0.0 0.203 0.0 0.0
476 0.0 18158 789.51 0.2 18.2 0.0 0.0 0.202 0.0 0.0
478 0.0 18134 789.50 0.2 18.2 0.0 0.0 0.202 0.0 0.0
480 0.0 18110 789.50 0.2 18.2 0.0 0.0 0.202 0.0 0.0
482 0.0 18085 789.50 0.2 18.2 0.0 0.0 0.202 0.0 0.0
484 0.0 18061 789.50 0.2 18.2 0.0 0.0 0.202 0.0 0.0
486 0.0 18037 789.49 0.2 18.1 0.0 0.0 0.202 0.0 0.0
488 0.0 18013 789.49 0.2 18.1 0.0 0.0 0.202 0.0 0.0
490 0.0 17988 789.49 0.2 18.1 0.0 0.0 0.202 0.0 0.0
492 0.0 17964 789.48 0.2 18.1 0.0 0.0 0.202 0.0 0.0
494 0.0 17940 789.48 0.2 18.1 0.0 0.0 0.201 0.0 0.0
496 0.0 17916 789.48 0.2 18.1 0.0 0.0 0.201 0.0 0.0
498 0.0 17892 789.48 0.2 18.0 0.0 0.0 0.201 0.0 0.0
500 0.0 17868 789.47 0.2 18.0 0.0 0.0 0.201 0.0 0.0
502 0.0 17843 789.47 0.2 18.0 0.0 0.0 0.201 0.0 0.0
504 0.0 17819 789.47 0.2 18.0 0.0 0.0 0.201 0.0 0.0
506 0 0 17795 789.47 0.2 18.0 0.0 0.0 0.201 0.0 0.0
~® 508 0.0 17771 789.46 0.2 18.0 0.0 0.0 0.201 0.0 0.0
510 0.0 17747 789.46 0.2 17.9 0.0 0.0 0.200 0.0 0.0

Easl Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9.000 10 11
- -
TIh4E --------
IfJFLOVJ -----------
STORAGE ---------
STAGE ------------
OUTFLOW -----------
QARREL ----------
RISER ----------
RISER
URAIN BOLES i
SPILLWAY
DRAIN HOLES 2
(min) jcfs) (cu ft) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (c(s) (c(s)
512 0.0 17723 789.46 0.2 17.9 0.0 0.0 0.200 0.0 0.0
514 0.0 17699 789.45 0.2 17.9 0.0 0.0 0.200 0.0 0.0
516 0.0 17675 789.45 0.2 17.9 0.0 0.0 0.200 0.0 0.0
518 0.0 17651 789.45 0.2 17.9 0.0 0.0 0.200 0.0 0.0
520 0.0 17627 789.45 0.2 17.9 0.0 0.0 0.200 0.0 0.0
522 0.0 17603 789.44 0.2 17.8 0.0 0.0 0.200 0.0 0.0
524 0.0 17579 789.44 0.2 17.8 0.0 0.0 0.200 0.0 0.0
526 0.0 17555 789.44 0.2 17.8 0.0 0.0 0.200 0.0 0.0
528 0.0 17531 789.43 0.2 17.8 0.0 0.0 0.199 0.0 0.0
530 0.0 17507 789.43 0.2 17.8 0.0 0.0 0.199 0.0 0.0
532 0.0 17483 789.43 0.2 17.7 0.0 0.0 0.199 0.0 0.0
534 0.0 17459 789.43 0.2 17.7 0.0 0.0 0.199 0.0 0.0
536 0.0 17436 789.42 0.2 17.7 0.0 0.0 0.199 0.0 0.0
538 0.0 17412 789.42 0.2 17.7 0.0 0.0 0.199 0.0 0.0
540 0.0 17388 789.42 0.2 17.7 0.0 0.0 0.199 0.0 0.0
542 0.0 17364 789.41 0.2 17.7 0.0 0.0 0.199 0.0 0.0
544 0.0 17340 789.41 0.2 17.6 0.0 0.0 0.198 0.0 0.0
546 0.0 17316 789.41 0.2 17.6 0.0 0.0 0.198 0.0 0.0
548 0.0 17292 789.41 0.2 17.6 0.0 0.0 0.198 0.0 0.0
550 0.0 17269 789.40 0.2 17.6 0.0 0.0 0.198 0.0 0.0
552 0.0 17245 789.40 0.2 17.6 0.0 0.0 0.198 0.0 0.0
554 0.0 17221 789.40 0.2 17.6 0.0 0.0 0.198 0.0 0.0
556 0.0 17197 789.39 0.2 17.5 0.0 0.0 0.198 0.0 0.0
558 0.0 17174 789.39 0.2 17.5 0.0 0.0 0.198 0.0 0.0
560 0.0 17150 789.39 0.2 17.5 0.0 0.0 0.197 0.0 0.0
562 0.0 17126 789.39 0.2 17.5 0.0 0.0 0.197 0.0 0.0
564 0.0 17103 789.38 0.2 17.5 0.0 0.0 0.197 0.0 0.0
' 566 0.0 17079 789.38 0.2 17.4 0.0 0.0 0.197 0.0 0.0
568 0.0 17055 789.38 0.2 17.4 0.0 0.0 0.197 0.0 0.0
570 0.0 17032 789.37 0.2 17.4 0.0 0.0 0.197 0.0 0.0
572 0.0 17008 789.37 0.2 17.4 0.0 0.0 0.197 0.0 0.0
574 0.0 16984 789.37 0.2 17.4 0.0 0.0 0.197 0.0 0.0
576 0.0 16961 789.37 0.2 17.4 0.0 0.0 0.197 0.0 0.0
578 0.0 16937 789.36 0.2 17.3 0.0 0.0 0.196 0.0 0.0
580 0.0 16914 789.36 0.2 17.3 0.0 0.0 0.196 0.0 0.0
582 0.0 16890 789.36 0.2 17.3 0.0 0.0 0.196 0.0 0.0
584 0.0 16867 789.36 0.2 17.3 0.0 0.0 0.196 0.0 0.0
586 0.0 16843 789.35 0.2 17.3 0.0 0.0 0.196 0.0 0.0
588 0.0 16819 789.35 0.2 17.3 0.0 0.0 0.196 0.0 0.0
590 0.0 16796 789.35 0.2 17.2 0.0 0.0 0.196 0.0 0.0
592 0.0 16773 789.34 0.2 17.2 0.0 0.0 0.196 0.0 0.0
594 0.0 16749 789.34 0.2 17.2 0.0 0.0 0.195 0.0 0.0
596 0.0 16726 789.34 0.2 17.2 0.0 0.0 0.195 0.0 0.0
598 0.0 16702 789.34 0.2 17.2 0.0 0.0 0.195 0.0 0.0
600 0.0 16679 789.33 0.2 17.1 0.0 0.0 0.195 0.0 0.0
602 0.0 16655 789.33 0.2 17.1 0.0 0.0 0.195 0.0 0.0
604 0.0 16632 789.33 0.2 17.1 0.0 0.0 0.195 0.0 0.0
606 0.0 16608 789.32 0.2 17.1 0.0 0.0 0.195 0.0 0.0
608 0.0 16585 789.32 0.2 17.1 0.0 0.0 0.195 0.0 0.0
610 0.0 16562 789.32 0.2 17.1 0.0 0.0 0.195 0.0 0.0
612 0.0 16538 789.32 0.2 17.0 0.0 0.0 0.194 0.0 0.0
614 0.0 16515 789.31 0.2 17.0 0.0 0.0 0.194 0.0 0.0
616 0.0 16492 789.31 0.2 17.0 0.0 0.0 0.194 0.0 0.0
618 0.0 16468 789.31 0.2 17.0 0.0 0.0 0.194 0.0 0.0
620 0.0 16445 789.30 0.2 17.0 0.0 0.0 0.194 0.0 0.0
622 0.0 16422 789.30 0.2 16.9 0.0 0.0 0.194 0.0 0.0
624 0.0 16399 789.30 0.2 16.9 0.0 0.0 0.194 0.0 0.0
626 0.0 16375 789.30 0.2 16.9 0.0 0.0 0.194 0.0 0.0
628 0.0 16352 789.29 0.2 16.9 0.0 0.0 0.193 0.0 0.0
630 0.0 16329 789.29 0.2 16.9 0.0 0.0 0.193 0.0 0.0
632 0.0 16306 789.29 0.2 16.9 0.0 0.0 0.193 0.0 0.0
~® 634 0 0 16283 789.29 0.2 16.8 0.0 0.0 0.193 0.0 0.0
636 0 0 16259 789.28 0.2 16.8 0.0 0.0 0.193 0.0 0.0
G38 0.0 16236 789.28 0.2 16.8 0.0 0.0 0.193 0.0 0.0

Fast bVet Pcnd 10 Year Roulin0 Table:
1~
11
TIME INFLOW
(min) (cfs)
640
642
644
646
648
650
652
654
656
658
660
662
664
666
668
670
672
674
676
678
680
682
684
686
688
690
692
694
696
698
700
702
704
706
708
710
712
714
716
718
720
722
724
726
728
730
732
734
736
738
740
742
744
746
748
750
752
754
756
758
760
762
764
766
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
o.o
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3 4 5 6 7 8 9.000 10
- ---------
STORAGE ---------
STAGE ------------
OUTFLOI~' ------------
E3ARREL ---------
RISER
RISER
DRAIN HOLES 1
SPILLWAY
(cu ft) (iq (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs)
-----------
16213 ---------
789.28 ------------
0.2 ------------
16.8 ---------
0.0 -----------
0.0 -------------
0.193 --
0.0
16190 789.27 0.2 16.8 0.0 0.0 0.193 0.0
16167 789.27 0.2 16.7 0.0 0.0 0.193 0.0
16144 789.27 0.2 16.7 0.0 0.0 0.192 0.0
16121 789.27 0.2 16.7 0.0 0.0 0.192 0.0
16098 789.26 0.2 16.7 0.0 0.0 0.192 0.0
16075 789.26 0.2 16.7 0.0 0.0 0.192 0.0
16051 789.26 0.2 16.7 0.0 0.0 0.192 0.0
16028 789.26 0.2 16.6 0.0 0.0 0.192 0.0
16005 789.25 0.2 16.6 0.0 0.0 0.192 0.0
15982 789.25 0.2 16.6 0.0 0.0 0.192 0.0
15959 789.25 0.2 16.6 0.0 0.0 0.191 0.0
15936 789.24 0.2 16.6 0.0 0.0 0.191 0.0
15914 789.24 0.2 16.5 0.0 0.0 0.191 0.0
15891 789.24 0.2 16.5 0.0 0.0 0.191 0.0
15868 789.24 0.2 16.5 0.0 0.0 0.191 0.0
15845 789.23 0.2 16.5 0.0 0.0 0.191 0.0
15822 789.23 0.2 16.5 0.0 0.0 0.191 0.0
15799 789.23 0.2 16.5 0.0 0.0 0.191 0.0
15776 789.22 0.2 16.4 0.0 0.0 0.190 0.0
15753 789.22 0.2 16.4 0.0 0.0 0.190 0.0
15730 789.22 0.2 16.4 0.0 0.0 0.190 0.0
15708 789.22 0.2 16.4 0.0 0.0 0.190 0.0
15685 789.21 0.2 16.4 0.0 0.0 0.190 0.0
15662 789.21 0.2 16.3 0.0 0.0 0.190 0.0
15639 789.21 0.2 16.3 0.0 0.0 0.190 0.0
15616 789.21 0.2 16.3 0.0 0.0 0.190 0.0
15594 789.20 0.2 16.3 0.0 0.0 0.190 0.0
15571 789.20 0.2 16.3 0.0 0.0 0.189 0.0
15548 789.20 0.2 16.3 0.0 0.0 0.189 0.0
15525 789.19 0.2 16.2 0.0 0.0 0.189 0.0
15503 789.19 0.2 16.2 0.0 0.0 0.189 0.0
15480 789.19 0.2 16.2 0.0 0.0 0.189 0.0
15457 789.19 0.2 16.2 0.0 0.0 0.189 0.0
15435 789.18 0.2 16.2 0.0 0.0 0.189 0.0
15412 789.18 0.2 16.1 0.0 0.0 0.189 0.0
15389 789.18 0.2 16.1 0.0 0.0 0.188 0.0
15367 789.18 0.2 16.1 0.0 0.0 0.188 0.0
15344 789.17 0.2 16.1 0.0 0.0 0.188 0.0
15322 789.17 0.2 16.1 0.0 0.0 0.188 0.0
15299 789.17 0.2 16.0 0.0 0.0 0.188 0.0
15277 789.16 0.2 16.0 0.0 0.0 0.188 0.0
15254 789.16 0.2 16.0 0.0 0.0 0.188 0.0
15231 789.16 0.2 16.0 0.0 0.0 0.188 0.0
15209 789.16 0.2 16.0 0.0 0.0 0.187 0.0
15186 789.15 0.2 16.0 0.0 0.0 0.187 0.0
15164 789.15 0.2 15.9 0.0 0.0 0.187 0.0
15141 789.15 0.2 15.9 0.0 0.0 0.187 0.0
15119 789.15 0.2 15.9 0.0 0.0 0.187 0.0
15097 789.14 0.2 15.9 0.0 0.0 0.187 0.0
15074 789.14 0.2 15.9 0.0 0.0 0.187 0.0
15052 789.14 0.2 15.8 0.0 0.0 0.187 0.0
15029 789.13 0.2 15.8 0.0 0.0 0.187 0.0
15007 789.13 0.2 15.8 0.0 0.0 0.186 0.0
14985 789.13 0.2 15.8 0.0 0.0 0.186 0.0
14962 789.13 0.2 15.8 0.0 0.0 0.186 0.0
14940 789.12 0.2 15.7 0.0 0.0 0.186 0.0
14918 789.12 0.2 15.7 0.0 0.0 0.186 0.0
14895 789.12 0.2 15.7 0.0 0.0 0.186 0.0
14873 789.12 0.2 15.7 0.0 0.0 0.186 0.0
14851 789.11 0.2 15.7 0.0 0.0 0.186 0.0
14828 789.11 0.2 15.7 0.0 0.0 0.185 0.0
14806 789.11 0.2 15.6 0.0 0.0 0.185 0.0
147II4 789.11 0.2 15.G 00 0.0 01fl5 0.0
DRAIN HOLES 2
(cfs)
------
00
00
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
o.o
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
o.o
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
00

E,t 1'Jet Pond 10 Yeir R vutinrd T, ble. -
1 2 3 4 5 6 7 8 9 000 10 1 1
'IP.1E UJFLO'~'V STOF2AGE STAGE OUTFLOW L3ARREL RISER RISER DRAUJ HOLES 1 SPILLWAY DRA;N HOLES 2
~nin) (cfs) (cu ft) (ftf (cfs) (c(s) (WEIR) (ORIFICE) (cfs) Icfs) (cfs)
------
768 ------
0.0 --------
14762 ------
789.10 ---------
0.2 ------- -
15.6 -------
0.0 --------
0.0 ------------- -
0.185 - - -
0.0
0.0
770 0.0 14740 789.10 0.2 15.6 0.0 0.0 0.185 0.0 0.0
772 0.0 14717 789.10 0.2 15.6 0.0 0.0 0.185 0.0 0.0
774 0.0 14695 789.09 0.2 15.5 0.0 0.0 0.185 0.0 0.0
776 0.0 14673 789.09 0.2 15.5 0.0 0.0 0.185 0.0 0.0
778 0.0 14651 789.09 0.2 15.5 0.0 0.0 0.184 0.0 0.0
780 0.0 14629 789.09 0.2 15.5 0.0 0.0 0.184 0.0 0.0
782 0.0 14607 789.08 0.2 15.5 0.0 0.0 0.184 0.0 0.0
784 0.0 14584 789.08 0.2 15.4 0.0 0.0 0.184 0.0 0.0
786 0.0 14562 789.08 0.2 15.4 0.0 0.0 0.184 0.0 0.0
788 0.0 14540 789.08 0.2 15.4 0.0 0.0 0.184 0.0 0.0
790 0.0 14518 789.07 0.2 15.4 0.0 0.0 0.184 0.0 0.0
792 0.0 14496 789.07 0.2 15.4 0.0 0.0 0.184 0.0 0.0
794 0.0 14474 789.07 0.2 15.3 0.0 0.0 0.183 0.0 0.0
796 0.0 14452 789.06 0.2 15.3 0.0 0.0 0.183 0.0 0.0
798 0 0 14430 789.06 0.2 15.3 0.0 0.0 0.183 0.0 0.0
800 0.0 14408 789.06 0.2 15.3 0.0 0.0 0.183 0.0 0.0
802 0.0 14386 789.06 0.2 15.3 0.0 0.0 0.183 0.0 0.0
804 0.0 14364 789.05 0.2 15.2 0.0 0.0 0.183 0.0 0.0
806 0.0 14342 789.05 0.2 15.2 0.0 0.0 0.183 0.0 0.0
808 0.0 14320 789.05 0.2 15.2 0.0 0.0 0.183 0.0 0.0
810 0.0 14298 789.05 0.2 15.2 0.0 0.0 0.183 0.0 0.0
81 Z 0.0 14277 789.04 0.2 15.2 0.0 0.0 0.182 0.0 0.0
814 0.0 14255 789.04 0.2 15.2 0.0 0.0 0.182 0.0 0.0
816 0.0 14233 789.04 0.2 15.1 0.0 0.0 0.182 0.0 0.0
818 0.0 14211 789.04 0.2 15.1 0.0 0.0 0.182 0.0 0.0
820 0.0 14189 789.03 0.2 15.1 0.0 0.0 0.182 0.0 0.0
822 0.0 14167 789.03 0.2 15.1 0.0 0.0 0.182 0.0 0.0
824 0.0 14145 789.03 0.2 15.1 0.0 0.0 0.182 0.0 0.0
826 0.0 14124 789.02 0.2 15.0 0.0 0.0 0.182 0.0 0.0
828 0.0 14102 789.02 0.2 15.0 0.0 0.0 0.181 0.0 0.0
830 0.0 14080 789.02 0.2 15.0 0.0 0.0 0.181 0.0 0.0
832 0.0 14058 789.02 0.2 15.0 0.0 0.0 0.181 0.0 0.0
834 0.0 14037 789.01 0.2 15.0 0.0 0.0 0.181 0.0 0.0
836 0.0 14015 789.01 0.2 14.9 0.0 0.0 0.181 0.0 0.0
838 0.0 13993 789.01 0.2 14.9 0.0 0.0 0.181 0.0 0.0
840 0.0 13971 789.01 0.2 14.9 0.0 0.0 0.181 0.0 0.0
842 0.0 13950 789.00 0.2 14.9 0.0 0.0 0.181 0.0 0.0
844 0.0 13928 789.00 0.2 14.9 0.0 0.0 0.180 0.0 0.0
846 0.0 13906 789.00 0.2 14.9 0.0 0.0 0.180 0.0 0.0
848 0.0 13885 789.00 0.2 14.9 0.0 0.0 0.180 0.0 0.0
850 0.0 13863 788.99 0.2 14.8 0.0 0.0 0.180 0.0 0.0
852 0.0 13842 788.99 0.2 14.8 0.0 0.0 0.180 0.0 D.0
854 0.0 13820 788.99 0.2 14.8 0.0 0.0 0.180 0.0 0.0
856 0.0 13798 788.99 0.2 14.7 0.0 0.0 0.180 0.0 0.0
858 0.0 13777 788.98 0.2 14.7 0.0 0.0 0.180 0.0 0.0
860 0.0 13755 788.98 0.2 14.7 0.0 0.0 0.179 0.0 0.0
862 0.0 13734 788.98 0.2 14.6 0.0 0.0 0.179 0.0 0.0
864 0.0 13712 788.97 0.2 14.6 0.0 0.0 0.179 0.0 0.0
866 0.0 13691 788.97 0.2 14.6 0.0 0.0 0.179 0.0 0.0
868 0.0 13669 788.97 0.2 14.6 0.0 0.0 0.179 0.0 0.0
870 0.0 13648 788.97 0.2 14.5 0.0 0.0 0.179 0.0 0.0
872 0.0 13626 788.96 0.2 14.5 0.0 0.0 0.179 0.0 0.0
874 0.0 13605 788.96 0.2 14.5 0.0 0.0 0.179 0.0 0.0
876 0.0 13583 788.96 0.2 14.4 0.0 0.0 0.178 0.0 0.0
878 0.0 13562 788.96 0.2 14.4 0.0 0.0 0.178 0.0 0.0
880 0.0 13541 788.95 0.2 14.4 0.0 0.0 0.178 0.0 0.0
882 0.0 13519 788.95 0.2 14.4 0.0 0.0 0.178 0.0 0.0
884 0 0 13498 788.95 0.2 14.3 0.0 0.0 0.178 0.0 0.0
886 0 0 13476 788.95 0.2 14.3 0.0 0.0 0.178 0.0 0.0
888 0.0 13455 788.94 0.2 14.3 0.0 0.0 0.178 0.0 0.0
890 0,0 13434 788.94 0.2 14.2 0.0 0.0 0.178 0.0 0.0
892 0.0 13412 788.94 0.2 14.2 0.0 0.0 0.178 0.0 0 0
894 0.0 13391 788.94 0.2 14.2 0 0 0.0 0.177 0.0 0.0

E;;t'r'VEI Pond 10 Ycar Routing Tabie
1 2 3 4 5 6 7 8 9.000 10 11
II,:E INFLO'+'V STORAGE STAGE OUTFLOb'J [3ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
rain) (cfs) (cu(t) (ft) (c(s) (c(s) (WEIR) (ORIFICE) (cfs) (cfs) (c(s)
896 0.0 13370 788.93 0.2 14.2 0.0 0.0 0.177 0.0 0.0
898 0.0 13349 788.93 0.2 14.1 0.0 0.0 0.177 0.0 0.0
900 0.0 13327 788.93 0.2 14.1 0.0 0.0 0.177 0 0 0.0
902 0.0 13306 788.92 0.2 14.1 0.0 0.0 0.177 0,0 0.0
904 0.0 13285 788.92 0.2 14.0 0.0 0.0 0.177 0.0 0.0
906 0.0 13264 788.92 0.2 14.0 0.0 0.0 0.177 0.0 0.0
908 0.0 13242 788.92 0.2 14.0 0.0 0.0 0.177 0.0 0.0
910 0.0 13221 788.91 0.2 14.0 0.0 0.0 0.176 0.0 0.0
912 0.0 13200 788.91 0.2 13.9 0.0 0.0 0.176 0.0 0.0
914 0.0 13179 788.91 0.2 13.9 0.0 0.0 0.176 0.0 0.0
916 0.0 13158 788.91 0.2 13.9 0.0 0.0 0.176 0.0 0.0
918 0.0 13137 788.90 0.2 13.8 0.0 0.0 0.176 0.0 0.0
920 0.0 13116 788.90 0.2 13.8 0.0 0.0 0.176 0.0 0.0
922 0.0 13094 788.90 0.2 13.8 0.0 0.0 0.176 0.0 0.0
924 0.0 13073 788.90 0.2 13.8 0.0 0.0 0.176 0.0 0 0
926 0.0 13052 788.89 0.2 13.7 0.0 0.0 0.175 0.0 0.0
928 0.0 13031 788.89 0.2 13.7 0.0 0.0 0.175 0.0 0.0
930 0.0 13010 788.89 0.2 13.7 0.0 0.0 0.175 0.0 0.0
932 0.0 12989 788.89 0.2 13.6 0.0 0.0 0.175 0.0 0.0
934 0.0 12968 788.88 0.2 13.6 0.0 0.0 0.175 0.0 0.0
936 0.0 12947 788.88 0.2 13.6 0.0 0.0 0.175 0.0 0.0
938 0.0 12926 788.88 0.2 13.6 0.0 0.0 0.175 0.0 0.0
940 0.0 12905 788.88 0.2 13.5 0.0 0.0 0.175 0.0 0.0
942 0.0 12884 788.87 0.2 13.5 0.0 0.0 0.174 0.0 0.0
944 0.0 12863 788.87 0.2 13.5 0.0 0.0 0.174 0.0 0.0
946 0.0 12842 788.87 0.2 13.4 0.0 0.0 0.174 0.0 0.0
948 0.0 12822 788.86 0.2 13.4 0.0 0.0 0.174 0.0 0.0
950 0.0 12801 788.86 0.2 13.4 0.0 0.0 0.174 0.0 0.0
952 0.0 12780 788.86 0.2 13.4 0.0 0.0 0.174 0.0 0.0
954 0.0 12759 788.86 0.2 13.3 0.0 0.0 0.174 0.0 0.0
956 0.0 12738 788.85 0.2 13.3 0.0 0.0 0.174 0.0 0.0
958 0.0 12717 788.85 0.2 13.3 0.0 0.0 0.173 0.0 0.0
960 0.0 12696 788.85 0.2 13.2 0.0 0.0 0.173 0.0 0.0
962 0.0 12676 788.85 0.2 13.2 0.0 0.0 0.173 0.0 0.0
964 0.0 12655 788.84 0.2 13.2 0.0 0.0 0.173 0.0 0.0
966 0.0 12634 788.84 0.2 13.2 0.0 0.0 0.173 0.0 0.0
968 0.0 12613 788.84 0.2 13.1 0.0 0.0 0.173 0.0 0.0
970 0.0 12593 788.84 0.2 13.1 0.0 0.0 0.173 0.0 0.0
972 0.0 12572 788.83 0.2 13.1 0.0 0.0 0.173 0.0 0.0
974 0.0 12551 788.83 0.2 13.1 0.0 0.0 0.172 0.0 0.0
976 0.0 12530 788.83 0.2 13.0 0.0 0.0 0.172 0.0 0.0
978 0.0 12510 788.83 0.2 13.0 0.0 0.0 0.172 0.0 0.0
980 0.0 12489 788.82 0.2 13.0 0.0 0.0 0.172 0.0 0.0
982 0.0 12468 788.82 0.2 12.9 0.0 0.0 0.172 0.0 0.0
984 0.0 12448 788.82 0.2 12.9 0.0 0.0 0.172 0.0 0.0
986 0.0 12427 788.82 0.2 12.9 0.0 0.0 0.172 0.0 0.0
988 0.0 12407 788.81 0.2 12.9 0.0 0.0 0.172 0.0 0.0
990 0.0 12386 788.81 0.2 12.8 0.0 0.0 0.171 0.0 0.0
992 0.0 12365 788.81 0.2 12.8 0.0 0.0 0.171 0.0 0.0
994 0.0 12345 788.81 0.2 12.8 0.0 0.0 0.171 0.0 0.0
996 0.0 12324 788.80 0.2 12.8 0.0 0.0 0.171 0.0 0.0
998 0.0 12304 788.80 0.2 12.7 0.0 0.0 0.171 0.0 0.0
1000 0.0 12283 788.80 0.2 12.7 0.0 0.0 0.171 0.0 0.0
1002 0.0 12263 788.80 0.2 12.7 0.0 0.0 0.171 0.0 0.0
1004 0.0 12242 788.79 0.2 12.6 0.0 0.0 0.171 0.0 0.0
1006 0.0 12222 788.79 0.2 12.6 0.0 0.0 0.170 0.0 0.0
1008 0.0 12201 788.79 0.2 12.6 0.0 0.0 0.170 0.0 0.0
1010 0.0 12181 788.79 0.2 12.6 0.0 0.0 0.170 0.0 0.0
1012 0.0 12160 788.78 0.2 12.5 0.0 0.0 0.170 0.0 0.0
1014 0.0 12140 788.78 0.2 12.5 0.0 0.0 0.170 0.0 0.0
1016 0.0 12120 788.78 0.2 12.5 0.0 0.0 0.170 0 0 0.0
e® 1018 0.0 12099 788.78 0.2 12.5 0.0 0.0 0.170 0.0 0.0
1020 0.0 12079 788.77 0.2 12.4 0.0 0.0 0.170 0.0 0.0
1022 0.0 12059 788.77 0.2 12.4 0.0 0.0 0.169 0.0 0 0

L ~l N/ci Pond 10 Year I:ouUng Table:
1 2 3 4 5 6 7 fl 9.000 10 11
TIME INFLOV'/ STORAGE STAGE OUTFLOI'J OARREL RISER RISER DRAIW HOLES 1 SPILLWAY DRAIN HOLES 2
(min) (cfs) (cu (t) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cFS) (c(s)
1024 0.0 12038 788.77 0.2 12.4 0.0 0.0 0.169 0.0 0.0
1026 0.0 12018 788.77 0.2 12.4 0.0 0.0 0.169 0.0 0.0
1028 0.0 11998 788.76 0.2 12.3 0.0 0.0 0.169 0.0 0.0
1030 0.0 11977 788.76 0.2 12.3 0.0 0.0 0.169 0.0 0.0
1032 0.0 11957 788.76 0.2 12.3 0.0 0.0 0.169 0.0 0.0
1034 0.0 11937 788.75 0.2 12.2 0.0 0.0 0.169 0.0 0.0
1036 0.0 11916 788.75 0.2 12.2 0.0 0.0 0.169 0.0 0.0
1038 0.0 11896 788.75 0.2 12.2 0.0 0.0 0.168 0.0 0.0
1040 0.0 11876 788.75 0.2 12.2 0.0 0.0 0.168 0.0 0.0
1042 0.0 11856 788.74 0.2 12.1 0.0 0.0 0.168 0.0 0.0
1044 0.0 11836 788.74 0.2 12.1 0.0 0.0 0.168 0.0 0.0
1046 0.0 11815 788.74 0.2 12.1 0.0 0.0 0.168 0.0 0.0
1048 0.0 11795 788.74 0.2 12.1 0.0 0.0 0.168 0.0 0.0
1050 0.0 11775 788.73 0.2 12.0 0.0 0.0 0.168 0.0 0.0
1052 0.0 11755 788.73 0.2 12.0 0.0 0.0 0.168 0.0 0.0
1054 0.0 11735 788.73 0.2 12.0 0.0 0.0 0.167 0.0 0.0
1056 0.0 11715 788.73 0.2 12.0 0.0 0.0 0.167 0.0 0.0
1058 0.0 11695 788.72 0.2 11.9 0.0 0.0 0.167 0.0 0.0
1060 0.0 11675 788.72 0.2 11.9 0.0 0.0 0.167 0.0 0.0
1062 0.0 11655 788.72 0.2 11.9 0.0 0.0 0.167 0.0 0.0
1064 0.0 11635 788.72 0.2 11.9 0.0 0.0 0.167 0.0 0.0
1066 0.0 11615 788.71 0.2 11.8 0.0 0.0 0.167 0.0 0.0
1068 0.0 11595 788.71 0.2 11.8 0.0 0.0 0.167 0.0 0.0
1070 0.0 11575 788.71 0.2 11.8 0.0 0.0 0.166 0.0 0.0
1072 0.0 11555 788.71 0.2 11.7 0.0 0.0 0.166 0.0 0.0
1074 0.0 11535 788.70 0.2 11.7 0.0 0.0 0.166 0.0 0.0
1076 0.0 11515 788.70 0.2 11.7 0.0 0.0 0.166 0.0 0.0
1078 0.0 11495 788.70 0.2 11.7 0.0 0:0 0.166 0.0 0.0
' 1080 0.0 11475 788.70 0.2 11.6 0.0 0.0 0.166 0.0 0.0
1082 0.0 11455 788.69 0.2 11.6 0.0 0.0 0.166 0.0 0.0
1084 0.0 11435 788.69 0.2 11.6 0.0 0.0 0.166 0.0 0.0
1086 0.0 11415 788.69 0.2 11.6 0.0 0.0 0.165 0.0 0.0
1088 0.0 11395 788.69 0.2 11.5 0.0 0.0 0.165 0.0 0.0
1090 0.0 11375 788.68 0.2 11.5 0.0 0.0 0.165 0.0 0.0
1092 0.0 11356 788.68 0.2 11.5 0.0 0.0 0.165 0.0 0.0
1094 0.0 11336 788.68 0.2 11.5 0.0 0.0 0.165 0.0 0.0
1096 0.0 11316 788.68 0.2 11.4 0.0 0.0 0.165 0.0 0.0
1098 0.0 11296 788.67 0.2 11.4 0.0 0.0 0.165 0.0 0.0
1100 0.0 11276 788.67 0.2 11.4 0.0 0.0 0.165 0.0 0.0
1102 0.0 11257 788.67 0.2 11.4 0.0 0.0 0.164 0.0 0.0
1104 0.0 11237 788.67 0.2 11.3 0.0 0.0 0.164 0.0 0.0
1106 0.0 11217 788.66 0.2 11.3 0.0 0.0 0.164 0.0 0.0
1108 0.0 11198 788.66 0.2 11.3 0.0 0.0 0.164 0.0 0.0
1110 0.0 11178 788.66 0.2 11.3 0.0 0.0 0.164 0.0 0.0
1112 0.0 11158 788.66 0.2 11.2 0.0 0.0 0.164 0.0 0.0
1114 0.0 11138 788.65 0.2 11.2 0.0 0.0 0.164 0.0 0.0
1116 0.0 11119 788.65 0.2 11.2 0.0 0.0 0.164 0.0 0.0
1118 0.0 11099 788.65 0.2 11.2 0.0 0.0 0.163 0.0 0.0
1120 0.0 11080 788.65 0.2 11.1 0.0 0.0 0.163 0.0 0.0
1122 0.0 11060 788.64 0.2 11.1 0.0 0.0 0.163 0.0 0.0
1124 0.0 11040 788.64 0.2 11.1 0.0 0.0 0.163 0.0 0.0
1126 0.0 11021 788.64 0.2 11.1 0.0 0.0 0.163 0.0 0.0
1128 0.0 11001 788.64 0.2 11.0 0.0 D.0 0.163 0.0 0.0
1130 0.0 10982 788.63 0.2 11.0 0.0 0.0 0.163 0.0 0.0
1132 0.0 10962 788.63 0.2 11.0 0.0 0.0 0.163 0.0 0.0
1134 0.0 10943 788.63 0.2 11.0 0.0 0.0 0.162 0.0 0.0
1136 0.0 10923 788.63 0.2 10.9 0.0 0.0 0.162 0.0 0.0
1138 0.0 10904 788.62 0.2 10.9 0.0 0.0 0.162 0.0 0.0
1140 0.0 10884 788.62 0.2 10.9 0.0 0.0 0.162 0.0 0.0
1142 0.0 10865 788.62 0.2 10.9 0.0 0.0 0.162 0.0 0.0
1144 0.0 10845 788.62 0.2 10.8 0.0 0.0 0.162 0.0 0.0
1146 0.0 10826 788.61 0.2 10.8 0.0 0.0 0.162 0.0 0.0
1148 0.0 10807 78II.61 0.2 10.8 0.0 0.0 0.162 0.0 0.0
1150 0 0 10787 788.61 0.2 10.8 0.0 0.0 0.161 0.0 0.0

E ~14'JeI Pond 10 Year f: outing Table
1 2 3 4 5 6 7 8 9.000 10 11
'IL1E INFLOW STORAGE STAGE OUTFLOW DARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAUJ HOLES 2
rain) (cfs) (cuftl (ft) (c(s) (cfs) (WEIR) (ORIFICE) (cfs) Icls) (cfs)
1152 0.0 10768 788.61 0.2 10.7 0.0 0.0 0.161 0.0 0.0
1154 0.0 10748 788.61 0.2 10.7 0.0 0.0 0.161 0.0 0.0
1156 0.0 10729 788.60 0.2 10.7 0.0 0.0 0.161 0.0 0.0
1158 0.0 10710 788.60 0.2 10.7 0.0 0.0 0.161 0.0 0.0
1160 0.0 10690 788.60 0.2 10.6 0.0 0.0 0.161 0.0 0.0
1162 0.0 10671 788.60 0.2 10.6 0.0 0.0 0.161 0.0 0.0
1164 0.0 10652 788.59 0.2 10.6 0.0 0.0 0.161 0.0 0.0
1166 0.0 10633 788.59 0.2 10.6 0.0 0.0 0.160 0.0 0.0
1168 0.0 10613 788.59 0.2 10.5 0.0 0.0 0.160 0.0 0.0
1170 0.0 10594 788.59 0.2 10.5 0.0 0.0 0.160 0.0 0.0
1172 0.0 10575 788.58 0.2 10.5 0.0 0.0 0.160 0.0 0.0
1174 0.0 10556 788.58 0.2 10.5 0.0 0.0 0.160 0.0 0.0
1176 0.0 10537 788.58 0.2 10.4 0.0 0.0 0.160 0.0 0.0
1178 0.0 10517 788.58 0.2 10.4 0.0 0.0 0.160 0.0 0.0
1180 0.0 10498 788.57 0.2 10.4 0.0 0.0 0.160 0.0 0.0
1182 0.0 10479 788.57 0.2 10.4 0.0 0.0 0.159 0.0 0.0
1184 0.0 10460 788.57 0.2 10.3 0.0 0.0 0.159 0.0 0.0
1186 0.0 10441 788.57 0.2 10.3 0.0 0.0 0.159 0.0 0.0
1188 0.0 10422 788.56 0.2 10.3 0.0 0.0 0.159 0.0 0.0
1190 0.0 10403 788.56 0.2 10.3 0.0 0.0 0.159 0.0 0.0
1192 0.0 10384 788.56 0.2 10.2 0.0 0.0 0.159 0.0 0.0
1194 0.0 10364 788.56 0.2 10.2 0.0 0.0 0.159 0.0 0.0
1196 0.0 10345 788.55 0.2 10.2 0.0 0.0 0.159 0.0 0.0
1198 0.0 10326 788.55 0.2 10.2 0.0 0.0 0.158 0.0 0.0
1200 0.0 10307 788.55 0.2 10.2 0.0 0.0 0.1 SS 0.0 0.0
1202 0.0 10288 788.55 0.2 10.1 0.0 0.0 0.158 0.0 0.0
1204 0.0 10269 788.54 0.2 10.1 0.0 0.0 0.158 0.0 0.0
1206 0.0 10250 788.54 0.2 10.1 0.0 0.0 0.158 0.0 0.0
1208 0.0 10232 788.54 0.2 10.1 0.0 0.0 0.158 0.0 0.0
1210 0.0 10213 788.54 0.2 10.0 0.0 0.0 0.158 0.0 0.0
1212 0.0 10194 788.53 0.2 10.0 0.0 0.0 0.157 0.0 0.0
1214 0.0 10175 788.53 0.2 10.0 0.0 0.0 0.157 0.0 0.0
1216 0.0 10156 788.53 0.2 10.0 0.0 0.0 0.157 0.0 0.0
1218 0.0 10137 788.53 0.2 9.9 0.0 0.0 0.157 0.0 0.0
1220 0.0 10118 788.52 0.2 9.9 0.0 0.0 0.157 0.0 0.0
1222 0.0 10099 788.52 0.2 9.9 0.0 0.0 0.157 0.0 0.0
1224 0.0 10081 788.52 0.2 9.9 0.0 0.0 0.157 0.0 0.0
1226 0.0 10062 788.52 0.2 9.8 0.0 0.0 0.157 0.0 0.0
1228 0.0 10043 788.51 0.2 9.8 0.0 0.0 0.156 0.0 0.0
1230 0.0 10024 788.51 0.2 9.8 0.0 0.0 0.156 0.0 0.0
1232 0.0 10005 788.51 0.2 9.8 0.0 0.0 0.156 0.0 0.0
1234 0.0 9987 788.51 0.2 9.8 0.0 0.0 0.156 0.0 0.0
1236 0.0 9968 788.51 0.2 9.7 0.0 0.0 0.156 0.0 0.0
1238 0.0 9949 788.50 0.2 9.7 0.0 0.0 0.156 0.0 0.0
1240 0.0 9931 788.50 0.2 9.7 0.0 0.0 0.156 0.0 0.0
1242 0.0 9912 788.50 0.2 9.7 0.0 0.0 0.156 0.0 0.0
1244 0.0 9893 788.50 0.2 9.6 0.0 0.0 0.155 0.0 0.0
1246 0.0 9874 788.49 0.2 9.6 0.0 0.0 0.155 0.0 0.0
1248 0.0 9856 788.49 0.2 9.6 0.0 0.0 0.155 0.0 0.0
1250 0.0 9837 788.49 0.2 9.6 0.0 0.0 0.155 0.0 0.0
1252 0.0 9819 788.49 0.2 9.5 0.0 0.0 0.155 0.0 0.0
1254 0.0 9800 788.48 0.2 9.5 0.0 0.0 0.155 0.0 0.0
1256 0 0 9781 788.48 0.2 9.5 0.0 0.0 0.155 0.0 0.0
1258 0.0 9763 788.48 0.2 9.5 0.0 0.0 0.155 0.0 0.0
1260 0.0 9744 788.48 0.2 9.5 0.0 0.0 0.154 0.0 0.0
1262 0.0 9726 788.47 0.2 9.4 0.0 0.0 0.154 0.0 0.0
1264 0.0 9707 788.47 0.2 9.4 0.0 0.0 0.154 0.0 0.0
1266 0.0 9689 788.47 0.2 9.4 0.0 0.0 0.154 0.0 0.0
1268 0.0 9670 788.47 0.2 9.4 0.0 0.0 0.154 0.0 0.0
1270 0.0 9652 758.46 0.2 9.3 0.0 0.0 0.154 0.0 0.0
1272 0.0 9633 788.46 0.2 9.3 0.0 0.0 0.154 0.0 0.0
1274 0.0 9615 788.46 0.2 9.3 0.0 0.0 0.154 0.0 0.0
1276 0.0 9597 788.46 0.2 9 3 0.0 0.0 0.153 0.0 0.0
1278 0.0 957s 7sa4s 0.2 9.z o.o 0 0 0 1ss o 0 0 0

I E;t LVet Pond 10 Year Routing Table:
-_________
1 2 3 a S 0 7 6 9.000 10 11
----- -
-1L'E -----
IfJFLO`JJ ----------
STORAGE ------
STAGE ---------
OUTFLOW"J ----------
6ARREL -------
RISER - -
RISER
DRAIN HOLDS 1
SPILLWAY
DRAIN HOLES 2
rnin) (cfs) (cu(t) (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
-------
1280 -------
0.0 --------
9560 ---------
788.45 ---------
0.2 --------
9.2 -----
0.0 ---------
0.0 -----------
0.153 ----
0.0
0.0
1282 0.0 9541 788.45 0.2 9.2 0.0 0.0 0.153 0.0 0.0
1284 0.0 9523 788.45 0.2 9.2 0.0 0.0 0.153 0.0 0.0
1286 0.0 9505 788.45 0.2 9.2 0.0 0.0 0.153 0.0 0.0
1288 0.0 9486 788.44 0.2 9.1 0.0 0.0 0.153 0.0 0.0
1290 0.0 9468 788.44 0.2 9.1 0.0 0.0 0.152 0.0 0.0
1292 0.0 9450 788.44 0.2 9.1 0.0 0.0 0.152 0.0 0.0
1294 0.0 9431 788.44 0.2 9.1 0.0 0.0 0.152 0.0 0.0
1296 0.0 9413 788.43 0.2 9.0 0.0 0.0 0.152 0.0 0.0
1298 0.0 9395 788.43 0.2 9.0 0.0 0.0 0.152 0.0 0.0
1300 0.0 9377 788.43 0.2 9.0 0.0 0.0 0.152 0.0 0.0
1302 0.0 9358 788.43 0.2 9.0 0.0 0.0 0.152 0.0 0.0
1304 0.0 9340 788.42 0.2 9.0 0.0 0.0 0.152 0.0 0.0
1306 0.0 9322 788.42 0.2 8.9 0.0 0.0 0.151 0.0 0.0
1308 0.0 9304 788.42 0.2 8.9 0.0 0.0 0.151 0.0 0.0
1310 0.0 9286 788.42 0.2 8.9 0.0 0.0 0.151 0.0 0.0
1312 0.0 9268 788.41 0.2 8.9 0.0 0.0 0.151 0.0 0.0
1314 0.0 9249 788.41 0.2 8.8 0.0 0.0 0.151 0.0 0.0
1316 0.0 9231 788.41 0.2 8.8 0.0 0.0 0.151 0.0 0.0
1318 0.0 9213 788.41 0.2 8.8 0.0 0.0 0.151 0.0 0.0
1320 0.0 9195 788.41 0.2 8.8 0.0 0.0 0.151 0.0 0.0
1322 0.0 9177 788.40 0.2 8.8 0.0 0.0 0.150 0.0 0.0
1324 0.0 9159 788.40 0.2 8.7 0.0 0.0 0.150 0.0 0.0
1326 0.0 9141 788.40 0.2 8.7 0.0 0.0 0.150 0.0 0.0
1328 0.0 9123 788.40 0.2 8.7 0.0 0.0 0.150 0.0 0.0
1330 0.0 9105 788.39 0.1 8.7 0.0 0.0 0.150 0.0 0.0
1332 0.0 9087 788.39 0.1 8.6 0.0 0.0 0.150 0.0 0.0
1334 0.0 9069 788.39 0.1 8.6 0.0 0.0 0.150 0.0 0.0
t 1336 0.0 9051 788.39 0.1 8.6 0.0 0.0 0.150 0.0 0.0
1338 0.0 9033 788.38 0.1 8.6 0.0 0.0 0.149 0.0 0.0
1340 0.0 9015 788.38 0.1 8.6 0.0 0.0 0.149 0.0 0.0
1342 0.0 8997 788.38 0.1 8.5 0.0 0.0 0.149 0.0 0.0
1344 0.0 8979 788.38 0.1 8.5 0.0 0.0 0.149 0.0 0.0
1346. 0.0 8962 788.37 0.1 8.5 0.0 0.0 0.149 0.0 0.0
1348 0.0 8944 788.37 0.1 8.5 0.0 0.0 0.149 0.0 0.0
1350 0.0 8926 788.37 0.1 8.4 0.0 0.0 0.149 0.0 0.0
1352 0.0 8908 788.37 0.1 8.4 0.0 0.0 0.148 0.0 0.0
1354 0.0 8890 788.37 0.1 8.4 0.0 0.0 0.148 0.0 0.0
1356 0.0 8872 788.36 0.1 8.4 0.0 0.0 0.148 0.0 0.0
1358 0.0 8855 788.36 0.1 8.4 0.0 0.0 0.148 0.0 0.0
1360 0.0 8837 788.36 0.1 8.3 0.0 0.0 0.148 0.0 0.0
1362 0.0 8819 788.36 0.1 8.3 0.0 0.0 0.148 0.0 0.0
1364 0.0 SII01 788.35 0.1 8.3 0.0 0.0 0.148 0.0 0.0
1366 0.0 8784 788.35 0.1 8.3 0.0 0.0 0.148 0.0 0.0
1368 0.0 8766 788.35 0.1 8.3 0.0 0.0 0.147 0.0 0.0
1370 0.0 8748 788.35 0.1 8.2 0.0 0.0 0.147 0.0 0.0
1372 0.0 8731 788.34 0.1 8.2 0.0 0.0 0.147 0.0 0.0
1374 0.0 8713 788.34 0.1 II.2 0.0 0.0 0.147 0.0 0.0
1376 0.0 8695 788.34 0.1 8.2 0.0 0.0 0.147 0.0 0.0
1378 0.0 8678 788.34 0.1 8.2 0.0 0.0 0.147 0.0 0.0
1380 0.0 8660 788.34 0.1 8.1 0.0 0.0 0.147 0.0 0.0
1382 0.0 8642 788.33 0.1 8.1 0.0 0.0 0.147 0.0 0.0
1384 0.0 8625 788.33 0.1 8.1 0.0 0.0 0.146 0.0 0.0
1386 0.0 8607 788.33 0.1 8.1 0.0 0.0 0.146 0.0 0.0
1388 0.0 8590 788.33 0.1 8.0 0.0 0.0 0.146 0.0 0.0
1390 0.0 8572 788.32 0.1 8.0 0.0 0.0 0.146 0.0 0.0
1392 0.0 8555 788.32 0.1 8.0 0.0 0.0 0.146 0.0 0.0
1394 0.0 8537 788.32 0.1 8.0 0.0 0.0 0.146 0.0 0.0
1396 0.0 8520 788.32 0.1 8.0 0.0 0.0 0.146 0.0 0.0
1398 0.0 8502 788.31 0.1 7.9 0.0 0.0 0.145 0.0 0.0
1400 0.0 8485 788.31 0.1 7.9 0.0 0.0 0.145 0.0 0.0
1402 0.0 8467 788.31 0.1 7.9 0.0 0.0 0.145 0.0 0.0
~® 1404 0.0 8450 788.31 0.1 7.9 0.0 0.0 0.145 0.0 0.0
1406 0.0 8432 788.31 0.1 7.9 0.0 0.0 0.1x5 0.0 0.0

~® E:t V/et Pond 70 Year Routing Table:
1 2 3 4 5 6 7 fl 9.000 70 17
'It,7G INFLOW STORAGE STAGG OUTFLOW DARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
min) (cfs) (cu R) (tt) Ic(s) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cfs)
1408 0.0 8415 788.30 0.1 7.8 0.0 0.0 0.145 0.0 0.0
1410 0.0 8398 788.30 0.1 7.8 0.0 0.0 0.145 0.0 0.0
1412 0.0 8380 788.30 0.1 7.8 0.0 0.0 0.145 0.0 0.0
1414 0.0 8363 788.30 0.1 7.8 0.0 0.0 0.144 0.0 0.0
1416 0.0 8346 788.29 0.1 7.8 0.0 0.0 0.144 0.0 0.0
1418 0.0 8328 788.29 0.1 7.7 0.0 0.0 0.144 0.0 0.0
1420 0.0 8311 788.29 0.1 7.7 0.0 0.0 0.144 0.0 0.0
1422 0.0 8294 788.29 0.1 7.7 0.0 0.0 0.144 0.0 0.0
1424 0.0 8276 788.29 0.1 7.7 0.0 0.0 0.144 0.0 0.0
1426 0.0 8259 788.28 0.1 7.7 0.0 0.0 0.144 0.0 0.0
1428 0.0 8242 788.28 0.1 7.6 0.0 0.0 0.143 0.0 0.0
1430 0.0 8225 788.28 0.1 7.6 0.0 0.0 0.143 0.0 0.0
1432 0.0 8208 788.28 0.1 7.6 0.0 0.0 0.143 0.0 0.0
1434 0.0 8190 788.27 0.1 7.6 0.0 0.0 0.143 0.0 0.0
1436 0.0 8173 788.27 0.1 7.6 0.0 0.0 0.143 0.0 0.0
1438 0.0 8156 788.27 0.1 7.5 0.0 0.0 0.143 0.0 0.0
1440 0.0 8139 788.27 0.1 7.5 0.0 0.0 0.143 0.0 0.0
1442 0.0 8122 788.26 0.1 7.5 0.0 0.0 0.143 0.0 0.0
1444 0.0 8105 788.26 0.1 7.5 0.0 0.0 0.142 0.0 0.0
1446 0.0 8088 788.26 0.1 7.5 0.0 0.0 0.142 0.0 0.0
1448 0.0 8071 788.26 0.1 7.4 0.0 0.0 0.142 0.0 0.0
1450 0.0 8053 788.26 0.1 7.4 0.0 0.0 0.142 0.0 0.0
1452 0.0 8036 788.25 0.1 7.4 0.0 0.0 0.142 0.0 0.0
1454 0.0 8019 788.25 0.1 7.4 0.0 0.0 0.142 0.0 0.0
1456 0.0 8002 788.25 0.1 7.4 0.0 0.0 0.142 0.0 0.0
1458 0.0 7985 788.25 0.1 7.3 0.0 0.0 0.142 0.0 0.0
1460 0.0 7968 788.24 0.1 7.3 0.0 0.0 0.141 0.0 0.0
1462 0.0 7951 788.24 0.1 7.3 0.0 0.0 0.141 0.0 0.0
~®
1464 0.0 7935 788.24 0.1 7.3 0.0 0.0 0.141 0.0 0.0
1466 0.0 7918 788.24 0.1 7.3 0.0 0.0 0.141 0.0 0.0
1468 0.0 7901 788.24 0.1 7.2 0.0 0.0 0.141 0.0 0.0
1470 0.0 7884 788.23 0.1 7.2 0.0 0.0 0.141 0.0 0.0
1472 0.0 7867 788.23 0.1 7.2 0.0 0.0 0.141 0.0 0.0
1474 0.0 7850 788.23 0.1 7.2 0.0 0.0 0.140 0.0 0.0
1476 0.0 7833 788.23 0.1 7.2 0.0 0.0 0.140 0.0 0.0
1478 0.0 7816 788.22 0.1 7.1 0.0 0.0 0.140 0.0 0.0
1480 0.0 7799 788.22 0.1 7.1 0.0 0.0 0.140 0.0 0.0
1482 0.0 7783 788.22 0.1 7.1 0.0 0.0 0.140 0.0 0.0
1484 0.0 7766 788.22 0.1 7.1 0.0 0.0 0.140 0.0 0.0
1486 0.0 7749 788.22 0.1 7.1 0.0 0.0 0.140 0.0 0.0
1488 0.0 7732 788.21 0.1 7.0 0.0 0.0 0.140 0.0 0.0
1490 0.0 7716 788.21 0.1 7.0 0.0 0.0 0.139 0.0 0.0
1492 0.0 7699 788.21 0.1 7.0 0.0 0.0 0.139 0.0 0.0
1494 0.0 7682 788.21 0.1 7.0 0.0 0.0 0.139 0.0 0.0
1496 0.0 7666 788.20 0.1 7.0 0.0 0.0 0.139 0.0 0.0
1498 0.0 7649 788.20 0.1 6.9 0.0 0.0 0.139 0.0 0.0
1500 0.0 7632 788.20 0.1 6.9 0.0 0.0 0.139 0.0 0.0
1502 0.0 7616 788.20 0.1 6.9 0.0 0.0 0.139 0.0 0.0
1504 0.0 7599 788.19 0.1 6.9 0.0 0.0 0.138 0.0 0.0
1506 0.0 7582 788.19 0.1 6.9 0.0 0.0 0.138 0.0 0.0
1508 0.0 7566 788.19 0.1 6.8 0.0 0.0 0.138 0.0 0.0
1510 0.0 7549 788.19 0.1 6.8 0.0 0.0 0.138 0.0 0.0
1512 0.0 7533 788.19 0.1 6.8 0.0 0.0 0.138 0.0 0.0
1514 0.0 7516 788.18 0.1 6.8 0.0 0.0 0.138 0.0 0.0
1516 0.0 7499 788.18 0.1 6.8 0.0 0.0 0.138 0.0 0.0
1518 0.0 7483 788.18 0.1 6.7 0.0 0.0 0.138 0.0 0.0
1520 0.0 7466 788.18 0.1 6.7 0.0 0 0 0.137 0.0 0.0
1522 0.0 7450 788.17 0.1 6.7 0.0 0.0 0.137 0.0 0.0
1524 0.0 7433 788.17 0.1 6.7 0.0 0.0 0.137 0.0 0.0
1526 0.0 7417 788.17 0.1 6.7 0.0 0.0 0.137 0.0 0.0
1528 0.0 7401 788.17 0.1 6.7 0.0 0.0 0.137 0.0 0.0
1530 0.0 7384 788.17 0.1 6.6 0.0 0.0 0.137 0.0 0.0
~®
1532 0.0 7368 788.16 0.1 6.6 0.0 0.0 0.137 0.0 0.0
1534 0.0 7351 788.16 0.1 6.6 0.0 0.0 0.136 0.0 0.0

E<t Wet Pond 10 Year Routing Tabie.
1 2 3 4 5 6 7 8 9.000 10 11
1GtE ItJFLOW STORAGE STAGE OUTFLOW 6ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
tun) (c`s) Icu fl) (fQ (cfs) (cfs) (WEIR) (ORIFICE) (cfs) fcls) (c(s)
1536 0.0 7335 788.16 0.1 6.6 0.0 0.0 0.136 0.0 0.0
1538 0.0 7319 788.16 0.1 6.6 0.0 0.0 0.136 0.0 0.0
1540 0.0 7302 788.16 0.1 6.5 0.0 0.0 0.136 0.0 0.0
1542 0.0 7286 788.15 0.1 6.5 0.0 0.0 0.136 0.0 0.0
1544 0.0 7270 788.15 0.1 6.5 0.0 0.0 0.136 0.0 0.0
1546 0.0 7253 788.15 0.1 6.5 0.0 0.0 0.136 0.0 0.0
1548 0.0 7237 788.15 0.1 6.5 0.0 0.0 0.135 0.0 0.0
1550 0.0 7221 788.14 0.1 6.4 0.0 0.0 0.135 0.0 0.0
1552 0.0 7205 788.14 0.1 6.4 0.0 0.0 0.135 0.0 0.0
1554 0.0 7188 788.14 0.1 6.4 0.0 0.0 0.135 0.0 0.0
1556 0.0 7172 788.14 0.1 6.4 0.0 0.0 0.135 0.0 0.0
1558 0.0 7156 788.14 0.1 6.4 0.0 0.0 0.135 0.0 0.0
1560 0.0 7140 788.13 0.1 6.4 0.0 0.0 0.135 0.0 0.0
1562 0.0 7124 788.13 0.1 6.3 0.0 0.0 0.135 0.0 0.0
1564 0.0 7107 788.13 0.1 6.3 0.0 0.0 0.134 0.0 0.0
1566 0.0 7091 788.13 0.1 6.3 0.0 0.0 0.134 0.0 0.0
1568 0.0 7075 788.12 0.1 6.3 0.0 0.0 0.134 0.0 0,0
1570 0.0 7059 788.12 0.1 6.3 0.0 0.0 0.134 0.0 0.0
1572 0.0 7043 788.12 0.1 6.2 0.0 0.0 0.134 0.0 0.0
1574 0.0 7027 788.12 0.1 6.2 0.0 0.0 0.134 0.0 0.0
1576 0.0 7011 788.12 0.1 6.2 0.0 0.0 0.134 0.0 0.0
1578 0.0 6995 788.11 0.1 6.2 0.0 0.0 0.133 0.0 0.0
1580 0.0 6979 788.11 0.1 6.2 0.0 0.0 0.133 0.0 0 0
1582 0.0 6963 788.11 0.1 6.2 0.0 0.0 0.133 0.0 OA
1584 0.0 6947 788.11 0.1 6.1 0.0 0.0 0.133 0.0 0.0
1586 0.0 6931 788.10 0.1 6.1 0.0 0.0 0.133 0.0 0.0
1588 0.0 6915 788.10 0.1 6.1 0.0 0.0 0.133 0.0 0,0
1590 0.0 6899 788.10 0.1 6.1 0.0 0.0 0.133 0.0 0.0
1592 0.0 6883 788.10 0.1 6.1 0.0 0.0 0.133 0.0 0.0
1594 0.0 6867 788.10 0.1 6.0 0.0 0.0 0.132 0.0 0.0
1596 0.0 6851 788.09 0.1 6.0 0.0 0.0 0.132 0.0 0.0
1598 0.0 6835 788.09 0.1 6.0 0.0 0.0 0.132 0.0 0.0
1600 0.0 6820 788.09 0.1 6.0 0.0 0.0 0.132 0.0 0.0
1602 0.0 6804 788.09 0.1 6.0 0.0 0.0 0.132 0.0 0.0
1604 0.0 6788 788.09 0.1 6.0 0.0 0.0 0.132 0.0 0.0
1606 0.0 6772 788.08 0.1 5.9 0.0 0.0 0.132 0.0 0.0
1608 0.0 6756 788.08 0.1 5.9 0.0 0.0 0.131 0.0 0.0
1610 0.0 6741 788.08 0.1 5.9 0.0 0.0 0.131 0.0 0.0
1612 0.0 6725 788.08 0.1 5.9 0.0 0.0 0.131 0.0 0.0
1614 0.0 6709 788.07 0.1 5.9 0.0 0.0 0.131 0.0 0.0
1616 0.0 6693 788.07 0.1 5.9 0.0 0.0 0.131 0.0 0.0
1618 0.0 6678 788.07 0.1 5.8 0.0 0.0 0.131 0.0 0.0
1620 0.0 6662 788.07 0.1 5.8 0.0 0.0 0.131 0.0 0.0
1622 0.0 6646 788.07 0.1 5.8 0.0 0.0 0.130 0.0 0.0
1624 0.0 6631 788.06 0.1 5.8 0.0 0.0 0.130 0.0 0.0
1626 0.0 6615 788.06 0.1 5.8 0.0 0.0 0.130 0.0 0.0
1628 0.0 6599 788.06 0.1 5.7 0.0 0.0 0.130 0.0 0.0
1630 0.0 6584 788.06 0.1 5.7 0.0 0.0 0.130 0.0 0.0
1632 0.0 6568 788.06 0.1 5.7 0.0 0.0 0.130 0.0 0.0
1634 0.0 6553 788.05 0.1 5.7 0.0 0.0 0.130 0.0 0.0
1636 0.0 6537 788.05 0.1 5.7 0.0 0.0 0.130 0.0 0.0
1638 0.0 6522 788.05 0.1 5.7 0.0 0.0 0.129 0.0 0.0
1640 0.0 6506 788.05 0.1 5.6 0.0 0.0 0.129 0.0 0.0
1642 0.0 6490 788.04 0.1 5.6 0.0 0.0 0.129 0.0 0.0
1644 0.0 6475 788.04 0.1 5.6 0.0 0.0 0.129 0.0 0.0
1646 0.0 6459 788.04 0.1 5.6 0.0 0.0 0.129 0.0 0.0
1648 0.0 6444 788.04 0.1 5.6 0.0 0.0 0.129 0.0 0.0
1650 0.0 6429 788.04 0.1 5.6 0.0 0.0 0.129 0.0 0.0
1652 0.0 6413 788.03 0.1 5.5 0.0 0.0 0.128 0.0 0.0
1654 0.0 6398 788.03 0.1 5.5 0.0 0.0 0.128 0.0 0.0
1656 0.0 6382 788.03 0.1 5.5 0.0 0.0 0.128 0.0 0.0
1658 0.0 6367 788.03 0.1 5.5 0.0 0.0 0.128 0.0 0.0
1660 0.0 6352 788.03 0.1 5.5 0.0 0.0 0.128 0.0 0.0
1662 0 0 6336 788.02 0.1 5.5 0.0 0.0 0.128 0.0 0.0

Et Wet Pond 10 Year Routing Table:
1 2 3 4 5 6 7 8 9.000 10 11
f IL1E INFLOI^J STORAGE STAGE OUTFLOV/ [3ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
min) (cfs) (cu (.) (fQ (cfs) (cfs) (WEIR) (ORIFICE) (cfst (c[s) (c(s)
_.-_____
1664 _________
0.0 ___-_____
6321 --------
788.02 -----------
0.1 ---------
5.4 ------
0.0 ----- --
0.0 ------------
0.128 ---
0 0
0.0
1666 0.0 6306 788.02 0.1 5.4 0.0 0.0 0.127 0.0 0.0
1668 0.0 6290 788.02 0.1 5.4 0.0 0.0 0.127 0.0 0.0
1670 0.0 6275 788.02 0.1 5.4 0.0 0.0 0.127 0.0 0.0
1672 0.0 6260 788.01 0.1 5.4 0.0 0.0 0.127 0.0 0.0
1674 0.0 6245 788.01 0.1 5.4 0.0 0.0 0.127 0.0 0.0
1676 0.0 6229 788.01 0.1 5.3 0.0 0.0 0.127 0.0 0.0
1678 0.0 6214 788.01 0.1 5.3 0.0 0.0 0.127 0.0 0.0
1680 0.0 6199 788.00 0.1 5.3 0.0 0.0 0.127 0.0 0.0
1682 0.0 6184 788.00 0.1 5.3 0.0 0.0 0.126 0.0 0.0
1684 0.0 6169 788.00 0.1 5.3 0.0 0.0 0.126 0.0 0.0
1686 0.0 6153 788.00 0.1 5.3 0.0 0.0 0.126 0.0 0.0
1688 0.0 6138 788.00 0.1 5.2 0.0 0.0 0.126 0.0 0.0
1690 0.0 6123 787.99 0.1 5.2 0.0 0.0 0.126 0.0 0.0
1692 0.0 6108 787.99 0.1 5.2 0.0 0.0 0.126 0.0 0.0
1694 0.0 6093 787.99 0.1 5.2 0.0 0.0 0.126 0.0 0.0
1696 0.0 6078 787.99 0.1 5.2 0.0 0.0 0.125 0.0 0.0
1698 0.0 6063 787.99 0.1 5.2 0.0 0.0 0.125 0.0 0.0
1700 0.0 6048 787.98 0.1 5.1 0.0 0.0 0.125 0.0 0.0
1702 0.0 6033 787.98 0.1 5.1 0.0 0.0 0.125 0.0 0.0
1704 0.0 6018 787.98 0.1 5.1 0.0 0.0 0.125 0.0 0.0
1706 0.0 6003 787.98 0.1 5.1 0.0 0.0 0.125 0.0 0.0
1708 0.0 5988 787.98 0.1 5.1 0.0 0.0 0.125 0.0 0.0
1710 0.0 5973 787.97 0.1 5.1 0.0 0.0 0.124 0.0 0.0
1712 0.0 5958 787.97 0.1 5.0 0.0 0.0 0.124 0.0 0.0
1714 0.0 5943 787.97 0.1 5.0 0.0 0.0 0.124 0.0 0.0
1716 0.0 5928 787.97 0.1 5.0 0.0 0.0 0.124 0.0 0.0
1718 0.0 5913 787.97 0.1 5.0 0.0 0.0 0.124 0.0 0.0
1720 0.0 5898 787.96 0.1 5.0 0.0 0.0 0.124 0.0 0.0
1722 0.0 5884 787.96 0.1 5.0 0.0 0.0 0.124 0.0 0.0
1724 0.0 5869 787.96 0.1 4.9 0.0 0.0 0.123 0.0 0.0
1726 0.0 5854 787.96 0.1 4.9 0.0 0.0 0.123 0.0 0.0
1728 0.0 5839 787.95 0.1 4.9 0.0 0.0 0.123 0.0 0.0
1730 0.0 5824 787.95 0.1 4.9 0.0 0.0 0.123 0.0 0.0
1732 0.0 5810 787.95 0.1 4.9 0.0 0.0 0.123 0.0 0.0
1734 0.0 5795 787.95 0.1 4.9 0.0 0.0 0.123 0.0 0.0
1736 0.0 5780 787.95 0.1 4.9 0.0 0.0 0.123 0.0 0.0
1738 0.0 5765 787.94 0.1 4.8 0.0 0.0 0.123 0.0 0.0
1740 0.0 5751 787.94 0.1 4.8 0.0 0.0 0.122 0.0 0.0
1742 0.0 5736 787.94 0.1 4.8 0.0 0.0 0.122 0.0 0.0
1744 0.0 5721 787.94 0.1 4.8 0.0 0.0 0.122 0.0 0.0
1746 0.0 5707 787.94 0.1 4.8 0.0 0.0 0.122 0.0 0.0
1748 0.0 5692 787.93 0.1 4.8 0.0 0.0 0.122 0.0 0.0
1750 0.0 5677 787.93 0.1 4.7 0.0 0.0 0.122 0.0 0.0
1752 0.0 5663 787.93 0.1 4.7 0.0 0.0 0.122 0.0 0.0
1754 0.0 5648 787.93 0.1 4.7 0.0 0.0 0.121 0.0 0.0
1756 0.0 5634 787.93 0.1 4.7 0.0 0.0 0.121 0.0 0.0
1758 D.0 5619 787.92 0.1 4.7 0.0 0.0 0.121 0.0 0.0
1760 0.0 5605 787.92 0.1 4.7 0.0 0.0 0.121 0.0 0.0
1762 0.0 5590 787.92 0.1 4.6 0.0 0.0 0.121 0.0 0.0
1764 0.0 5576 787.92 0.1 4.6 0.0 0.0 0.121 0.0 0.0
1766 0.0 5561 787.92 0.1 4.6 0.0 0.0 0.121 0.0 0.0
1768 0.0 5547 787.91 0.1 4.6 0.0 0.0 0.120 0.0 0.0
1770 0.0 5532 787.91 0.1 4.6 0.0 0.0 0.120 0.0 0.0
1772 0.0 5518 787.91 0.1 4.6 0.0 0.0 0.120 0.0 0.0
1774 0.0 5503 787.91 0.1 4.6 0.0 0.0 0.120 0.0 0.0
1776 0.0 5489 787.91 0.1 4.5 0.0 0.0 0.120 0.0 0.0
1778 0.0 5474 787.90 0.1 4.5 0.0 0.0 0.120 0.0 0.0
17II0 0.0 5460 787.90 0.1 4.5 0.0 0.0 0.120 0.0 0.0
1782 0.0 5446 787.90 0.1 4.5 0.0 0.0 0.119 0.0 0.0
1784 0.0 5431 787.90 0.1 4.5 0.0 0.0 0.119 0.0 0.0
1786 0.0 5417 7II7.90 0.1 4.5 0.0 0.0 0.119 0.0 0.0
I 17II3 0.0 5403 787.89 0.1 4.5 0.0 0.0 0.119 0.0 0.0
1790 0.0 5389 787.89 0.1 4.4 0.0 0.0 0.119 0.0 0.0

last VJet Pond 10 Year Rou;in0 Table.
1 2 ~ 4 5 6 7 t3 9 000 10 11
TIP.1E INFLOV/ STORAGE STAGE OUTFLOW E3ARREL RISER RISER DRAIN I10LES 1 SPILLWAY DRAIN I10LES 2
(min) (c(s) (cu ft) (R) (cts) (cfs) (b'JEIR) (ORIFICE) (cfs) (c(s) (c(s)
1792 0.0 5374 787.89 0.1 4.4 0.0 0.0 0.119 0.0 0.0
1794 0.0 5360 787.89 0.1 4.4 0.0 0.0 0.119 0.0 0.0
1796 0.0 5346 787.89 0.1 4.4 0.0 0.0 0.118 0.0 0.0
1798 0.0 5332 787.88 0.1 4.4 0.0 0.0 0.118 0.0 0.0
1800 0.0 5317 787.88 0.1 4.4 0.0 0.0 0.118 0.0 0.0
1802 0.0 5303 787.88 0.1 4.3 0.0 0.0 0.118 0.0 0.0
1804 0.0 5289 787.88 0.1 4.3 0.0 0.0 0.118 0.0 0.0
1806 0.0 5275 787.88 0.1 4.3 0.0 0.0 0.118 0.0 0.0
1808 0.0 5261 787.87 0.1 4.3 0.0 0.0 0.118 0.0 0.0
1810 0.0 5247 787.87 0.1 4.3 0.0 0.0 0.117 0.0 0.0
1812 0.0 5233 787.87 0.1 4.3 0.0 0.0 0.117 0.0 0.0
1814 0.0 5218 787.87 0.1 4.3 0.0 0.0 0.117 0.0 0.0
1816 0.0 5204 787.87 0.1 4.2 0.0 0.0 0.117 0.0 0.0
1818 0.0 5190 787.86 0.1 4.2 0.0 0.0 0.117 0.0 0.0
1820 0.0 5176 787.86 0.1 4.2 0.0 0.0 0.117 0.0 0.0
1822 0.0 5162 787.86 0.1 4.2 0.0 0.0 0.117 0.0 0.0
1824 0.0 5148 787.86 0.1 4.2 0.0 0.0 0.116 0 0 0.0
1826 0.0 5134 787.86 0.1 4.2 0.0 0.0 0.116 0,0 0.0
1828 0.0 5120 787.85 0.1 4.2 0.0 0.0 0.116 0.0 0.0
1830 0.0 5106 787.85 0.1 4.1 0.0 0.0 0.116 0.0 0.0
1832 0.0 5093 787.85 0.1 4.1 0.0 0.0 0.116 0.0 0.0
1834 0.0 5079 787.85 0.1 4.1 0.0 0.0 0.116 0.0 0.0
1836 0.0 5065 787.85 0.1 4.1 0.0 0.0 0.116 0.0 0.0
1838 0.0 5051 787.84 0.1 4.1 0.0 0.0 0.115 0.0 0.0
1840 0.0 5037 787.84 0.1 4.1 0.0 0.0 0.115 0.0 0.0
1842 0.0 5023 787.84 0.1 4.1 0.0 0.0 0.115 0.0 0.0
1844 0.0 5009 787.84 0.1 4.0 0.0 0.0 0.115 0.0 0.0
1846 0.0 4996 787.84 0.1 4.0 0.0 0.0 0.115 0.0 0.0
' 1848 0.0 4982 787.83 0.1 4.0 0.0 0.0 0.115 0.0 0.0
1850 0.0 4968 787.83 0.1 4.0 0.0 0.0 0.115 0.0 0.0
1852 0.0 4954 787.83 0.1 4.0 0.0 0.0 0.114 0.0 0.0
1854 0.0 4940 787.83 0.1 4.0 0.0 0.0 0.114 0.0 0.0
1856 0.0 4927 787.83 0.1 4.0 0.0 0.0 0.114 0.0 0.0
1858 0.0 4913 787.82 0.1 3.9 0.0 0.0 0.114 0.0 0.0
1860 0.0 4899 787.82 0.1 3.9 0.0 0.0 0.114 0.0 0.0
1862 0.0 4886 787.82 0.1 3.9 0.0 0.0 0.114 0.0 0.0
1864 0.0 4872 787.82 0.1 3.9 0.0 0.0 0.114 0.0 0.0
1866 0.0 4858 787.82 0.1 3.9 0.0 0.0 0.113 0.0 0.0
1868 0.0 4845 787.81 0.1 3.9 0.0 0.0 0.113 0.0 0.0
1870 0.0 4831 787.81 0.1 3.9 0.0 0.0 0.113 0.0 0.0
1872 0.0 4818 787.81 0.1 3.8 0.0 0.0 0.113 0.0 0.0
1874 0.0 4804 787.81 0.1 3.8 0.0 0.0 0.113 0.0 0.0
1876 0.0 4791 787.81 0.1 3.8 0.0 0.0 0.113 0.0 0.0
1878 0.0 4777 787.80 0.1 3.8 0.0 0.0 0.113 0.0 0.0
1880 0.0 4763 787.80 0.1 3.8 0.0 0.0 0.112 0.0 0.0
1882 0.0 4750 787.80 0.1 3.8 0.0 0.0 0.112 0.0 0.0
1884 0.0 4736 787.80 0.1 3.8 0.0 0.0 0.112 0.0 0.0
1886 0.0 4723 787.80 0.1 3.7 0.0 0.0 0.112 0.0 0.0
1888 0.0 4710 787.80 0.1 3.7 0.0 0.0 0.112 0.0 0.0
1890 0.0 4696 787.79 0.1 3.7 0.0 0.0 0.112 0.0 0.0
1892 0.0 4683 787.79 0.1 3.7 0.0 0.0 0.112 0.0 0.0
1894 0.0 4669 787.79 0.1 3.7 0.0 0.0 0.111 0.0 0.0
1896 0.0 4656 787.79 0.1 3.7 0.0 0.0 0.111 0.0 0.0
1898 0.0 4643 787.79 0.1 3.7 0.0 0.0 0.111 0.0 0.0
1900 0.0 4629 787.78 0.1 3.7 0.0 0.0 0.111 0.0 0.0
1902 0.0 4616 787.78 0.1 3.6 0.0 0.0 0.111 0.0 0.0
1904 0.0 4603 787.78 0.1 3.6 0.0 0.0 0.111 0.0 0.0
1906 0.0 4589 787.78 0.1 3.6 0.0 0.0 0.111 0.0 0.0
1908 0.0 4576 787.78 0.1 3.6 0.0 0.0 0.110 0.0 0.0
1910 0.0 4563 787.77 0.1 3.6 0.0 0.0 0.110 0.0 0.0
1912 0.0 4550 787.77 0.1 3.6 0.0 0.0 0.110 0.0 0.0
1914 0.0 4536 787.77 0.1 3.6 0.0 0.0 0.110 0.0 0.0
~ 1916 0.0 4523 787.77 0.1 3.5 0.0 0.0 0.110 0.0 0.0
1918 0.0 4510 787.77 0.1 3.5 0.0 0.0 0.110 0.0 0.0

i~st Wel Pond 10 Year Routing Tabie:
1 2 3 4 5 6 7 8 9.000 10 t 1
-----
TIP.1E -------
INFLOL'/ -------
STORAGE ------
STAGE --------
OUTFLO'd/ -- ------
L3ARREL ---------
RISER - --- --
RISER
DRAIfJ HOLES 1
SPILLWAY
DRAIfJ HOLES 2
(nun) (cfs) (cu f;) ((q (cfs) (cfs) (WEIR) (ORIFICE) (cls) (c(s) (cfs)
1920 0.0 4497 787.76 0.1 3.5 0.0 0.0 0.110 0.0 0.0
1922 0.0 4484 787.76 0.1 3.5 0.0 0.0 0.109 0.0 0.0
1924 0.0 4470 787.76 0.1 3.5 0.0 0.0 0.109 0.0 0.0
1926 0.0 4457 787.76 0.1 3.5 0.0 0.0 0.109 0.0 0.0
1928 0.0 4444 787.76 0.1 3.5 0.0 0.0 0.109 0.0 0.0
1930 0.0 4431 787.76 0.1 3.5 0.0 0.0 0.109 0.0 0.0
1932 0.0 4418 787.75 0.1 3.4 0.0 0.0 0.109 0.0 0.0
1934 0.0 4405 787.75 0.1 3.4 0.0 0.0 0.109 0.0 0.0
1936 0.0 4392 787.75 0.1 3.4 0.0 0.0 0.108 0.0 0.0
1938 0.0 4379 787.75 0.1 3.4 0.0 0.0 0.108 0.0 0.0
1940 0.0 4366 787.75 0.1 3.4 0.0 0.0 0.108 0.0 0.0
1942 0.0 4353 787.74 0.1 3.4 0.0 0.0 0.108 0.0 0 0
1944 0.0 4340 787.74 0.1 3.4 0.0 0.0 0.108 0.0 0.0
1946 0.0 4327 787.74 0.1 3.4 0.0 0.0 0.108 0.0 0.0
1948 0.0 4314 787.74 0.1 3.3 0.0 0.0 0.108 0.0 0.0
1950 0.0 4301 787.74 0.1 3.3 0.0 0.0 0.107 0.0 0.0
1952 0.0 4288 787.73 0.1 3.3 0.0 0.0 0.107 0.0 0.0
1954 0.0 4276 787.73 0.1 3.3 0.0 0.0 0.107 0.0 0.0
1956 0.0 4263 787.73 0.1 3.3 0.0 0.0 0.107 0.0 0.0
1958 0.0 4250 787.73 0.1 3.3 0.0 0.0 0.107 0.0 0.0
1960 0.0 4237 787.73 0.1 3.3 0.0 0.0 0.107 0.0 0.0
1962 0.0 4224 787.73 0.1 3.3 0.0 0.0 0.107 0.0 0.0
1964 0.0 4211 787.72 0.1 3.2 0.0 0.0 0.106 0.0 0.0
1966 0.0 4199 787.72 0.1 3.2 0.0 0.0 0.106 0.0 0.0
1968 0.0 4186 787.72 0.1 3.2 0.0 0.0 0.106 0.0 0.0
1970 0.0 4173 787.72 0.1 3.2 0.0 0.0 0.106 0.0 0.0
1972 0.0 4160 787.72 0.1 3.2 0.0 0.0 0.106 0.0 0.0
1974 0.0 4148 787.71 0.1 3.2 0.0 0.0 0.106 0.0 0.0
1976 0.0 4135 787.71 0.1 3.2 0.0 0.0 0.106 0.0 0.0
1978 0.0 4122 787.71 0.1 3.2 0.0 0.0 0.105 0.0 0.0
1980 0.0 4110 787.71 0.1 3.1 0.0 0.0 0.105 0.0 0.0
1982 0.0 4097 787.71 0.1 3.1 0.0 0.0 0.105 0.0 0.0
1984 0.0 4084 787.70 0.1 3.1 0.0 0.0 0.105 0.0 0.0
1986 0.0 4072 787.70 0.1 3.1 0.0 0.0 0.105 0.0 0.0
1988 0.0 4059 787.70 0.1 3.1 0.0 0.0 0.105 0.0 0.0
1990 0.0 4047 787.70 0.1 3.1 0.0 0.0 0.105 0.0 0.0
1992 0.0 4034 787.70 0.1 3.1 0.0 0.0 0.104 0.0 0.0
1994 0.0 4022 787.70 0.1 3.1 0.0 0.0 0.104 0.0 0.0
1996 0.0 4009 787.69 0.1 3.0 0.0 0.0 0.104 0.0 0.0
1998 0.0 3997 787.69 0.1 3.0 0.0 0.0 0.104 0.0 0.0
2000 0.0 3984 787.69 0.1 3.0 0.0 0.0 0.104 0.0 0.0
2002 0.0 3972 787.69 0.1 3.0 0.0 0.0 0.104 0.0 0.0
2004 0.0 3959 787.69 0.1 3.0 0.0 0.0 0.103 0.0 0.0
2006 0.0 3947 787.68 0.1 3.0 0.0 0.0 0.103 0.0 0.0
2008 0.0 3934 787.68 0.1 3.0 0.0 0.0 0.103 0.0 0.0
2010 0.0 3922 787.68 0.1 3.0 0.0 0.0 0.103 0.0 0.0
2012 0.0 3910 787.68 0.1 2.9 0.0 0.0 0.103 0.0 0.0
2014 0.0 3897 787.68 0.1 2.9 0.0 0.0 0.103 0.0 0.0
2016 0.0 38II5 787.68 0.1 2.9 0.0 0.0 0.103 0.0 0.0
2018 0.0 3873 787.67 0.1 2.9 0.0 0.0 0.102 0.0 0.0
2020 0.0 3860 787.67 0.1 2.9 0.0 0.0 0.102 0.0 0.0
2022 0.0 3848 787.67 0.1 2.9 0.0 0.0 0.102 0.0 0.0
2024 0.0 3836 787.67 0.1 2.9 0.0 0.0 0.102 0.0 0.0
2026 0.0 3824 787.67 0.1 2.9 0.0 0.0 0.102 0.0 0.0
2028 0.0 3811 787.66 0.1 2.9 0.0 0.0 0.102 0.0 0.0
2030 0.0 3799 787.66 0.1 2.8 0.0 0.0 0.102 0.0 0.0
2032 0.0 3787 787.66 0.1 2.8 0.0 0.0 0.101 0.0 0.0
2034 0.0 3775 787.66 0.1 2.8 0.0 0.0 0.101 0.0 0.0
2036 0.0 3763 787.66 0.1 2.8 0.0 0.0 0.101 0.0 0.0
2038 0 0 3751 787.66 0.1 2.8 0.0 0.0 0.101 0.0 0.0
2040 0.0 3738 787.65 0.1 2.8 0.0 0.0 0.101 0.0 0.0
2042 0.0 3726 787.65 0.1 2.8 0.0 0.0 0.101 0.0 0.0
2044 0.0 3714 787.65 0.1 2.8 0.0 0.0 0.101 0.0 0.0
2046 0 0 3702 787.65 0.1 2.7 0.0 0.0 0.100 0.0 0.0

`~st tiNet Pcnd 10 Year Routing Table:
1 z a a s s ~ a sooo 10 11
-----
TIt~1E ------
INFLOW -------
STORAGE ------
STAGE --------
OUTFLOW"J ---- ----
BARREL - - -
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
train) (c(s) (cu ft) ((t) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cls) (cfs)
2048 0.0 3690 787.65 0.1 2.7 0.0 0.0 0.100 0.0 0.0
2050 0.0 3678 787.64 0.1 2.7 0.0 0.0 0.100 0.0 0.0
2052 0.0 3666 787.64 0.1 2.7 0.0 0.0 0.100 0.0 0.0
2054 0.0 3654 787.64 0.1 2.7 0.0 0.0 0.100 0 0 0.0
2056 0.0 3642 787.64 0.1 2.7 0.0 0.0 0.100 0 0 0.0
2058 0.0 3630 787.64 0.1 2.7 0.0 0.0 0.099 0 0 0.0
2060 0.0 3618 787.64 0.1 2.7 0.0 0.0 0.099 0.0 0.0
2062 0.0 3606 787.63 0.1 2.7 0.0 0.0 0.099 0.0 0.0
2064 0.0 3594 787.63 0.1 2.6 0.0 0.0 0.099 0.0 0.0
2066 0.0 3583 787.63 0.1 2.6 0.0 0.0 0.099 0.0 0.0
2068 0.0 3571 787.63 0.1 2.6 0.0 0.0 0.099 0.0 0.0
2070 0.0 3559 787.63 0.1 2.6 0.0 0.0 0.099 0.0 0.0
2072 0.0 3547 787.62 0.1 2.6 0.0 0.0 0.098 0.0 0.0
2074 0.0 3535 787.62 0.1 2.6 0.0 0.0 0.098 0.0 0.0
2076 0.0 3523 787.62 0.1 2.6 0.0 0.0 0.098 0.0 0.0
2078 0.0 3512 787.62 0.1 2.6 0.0 0.0 0.098 0.0 0.0
2080 0.0 3500 787.62 0.1 2.6 0.0 0.0 0.098 0.0 0.0
2082 0.0 3488 787.62 0.1 2.5 0.0 0.0 0.098 0.0 0.0
2084 0.0 3476 787.61 0.1 2.5 0.0 0.0 0.098 0.0 0.0
2086 0.0 3465 787.61 0.1 2.5 0.0 0.0 0.097 0.0 0.0
2088 0.0 3453 787.61 0.1 2.5 0.0 0.0 0.097 0.0 0.0
2090 0.0 3441 787.61 0.1 2.5 0.0 0.0 0.097 0.0 0.0
2092 0.0 3430 787.61 0.1 2.5 0.0 0.0 0.097 0.0 0.0
2094 0.0 3418 787.61 0.1 2.5 0.0 0.0 0.097 0.0 0.0
2096 0.0 3406 787.60 0.1 2.5 0.0 0.0 0.097 0.0 0.0
2098 0.0 3395 787.60 0.1 2.5 0.0 0.0 0.096 0.0 0.0
2100 0.0 3383 787.60 0.1 2.4 0.0 0.0 0.096 0.0 0.0
2102 0.0 3372 787.60 0.1 2.4 0.0 0.0 0.096 0.0 0.0
2104 0.0 3360 787.60 0.1 2.4 0.0 0.0 0.096 0.0 0.0
2106 0.0 3349 787.59 0.1 2.4 0.0 0.0 0.096 0.0 0.0
2108 0.0 3337 787.59 0.1 2.4 0.0 0.0 0.096 0.0 0.0
2110 0.0 3326 787.59 0.1 2.4 0.0 0.0 0.096 0.0 0.0
2112 0.0 3314 787.59 0.1 2.4 0.0 0.0 0.095 0.0 0.0
2114 0.0 3303 787.59 0.1 2.4 0.0 0.0 0.095 0.0 0.0
2116 0.0 3291 787.59 0.1 2.4 0.0 0.0 0.095 0.0 0.0
2118 0.0 3280 787.58 0.1 2.4 0.0 0.0 0.095 0.0 0.0
2120 0.0 3268 787.58 0.1 2.3 0.0 0.0 0.095 0.0 0.0
2122 0.0 3257 787.58 0.1 2.3 0.0 0.0 0.095 0.0 0.0
2124 0.0 3246 787.58 0.1 2.3 0.0 0.0 0.095 0.0 0.0
2126 0.0 3234 787.58 0.1 2.3 0.0 0.0 0.094 0.0 0.0
212II 0.0 3223 787.58 0.1 2.3 0.0 0.0 0.094 0.0 0.0
2130 0.0 3212 787.57 0.1 2.3 0.0 0.0 0.094 0.0 0.0
2132 0.0 3200 787.57 0.1 2.3 0.0 0.0 0.094 0.0 0.0
2134 0.0 3189 787.57 0.1 2.3 0.0 0.0 0.094 0.0 0.0
2136 0.0 3178 787.57 0.1 2.3 0.0 0.0 0.094 0.0 0.0
2138 0.0 3167 787.57 0.1 2.3 0.0 0.0 0.093 0.0 0.0
2140 0.0 3155 787.57 0.1 2.2 0.0 0.0 0.093 0.0 0.0
2142 0.0 3144 787.56 0.1 2.2 0.0 0.0 0.093 0.0 0.0
2144 0.0 3133 787.56 0.1 2.2 0.0 0.0 0.093 0.0 0.0
2146 0.0 3122 787.56 0.1 2.2 0.0 0.0 0.093 0.0 0.0
2148 0.0 3111 787.56 0.1 2.2 0.0 0.0 0.093 0.0 0.0
2150 0.0 3100 787.56 0.1 2.2 0.0 0.0 0.093 0.0 0.0
2152 0.0 3089 787.56 0.1 2.2 0.0 0.0 0.092 0.0 0.0
2154 0.0 3077 787.55 0.1 2.2 0.0 0.0 0.092 0.0 0.0
2156 0.0 3666 787.55 0.1 2.2 0.0 0.0 0.092 0.0 0.0
2158 0.0 3055 787.55 0.1 2.2 0.0 0.0 0.092 0.0 0.0
2160 0.0 3044 787.55 0.1 2.1 0.0 0.0 0.092 0.0 0.0
2162 0.0 3033 787.55 0.1 2.1 0.0 0.0 0.092 0.0 0.0
2164 0.0 3022 7II7.55 0.1 2.1 0.0 0.0 0.091 0.0 0.0
2166 0.0 3011 787.54 0.1 2.1 0.0 0.0 0.091 0.0 0.0
2168 0.0 3000 787.54 0.1 2.1 0.0 0.0 0.091 0.0 0.0
2170 0.0 2989 787.54 0.1 2.1 0.0 0.0 0.091 0.0 0.0
2172 0.0 2979 787.54 0.1 2.1 0.0 0.0 0.091 0.0 0.0
2174 0.0 2968 787.59 0.1 2.1 0.0 0.0 0.091 0.0 0.0

East Wet Pond 10 Year Routing Tablc:
1 2 3 4 5 0 7 8 9.000 10 11
TlttitE INFLOW STORAGE STAG[ OUTFL0IV BARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
(min) (cfs) (cu it) (It) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (cfs) (cts)
2176 0.0 2957 787.54 0.1 2.1 0.0 0.0 0.091 0.0 0.0
2178 0.0 2946 787.53 0.1 2.1 0.0 0.0 0.090 0.0 0.0
2180 0.0 2935 787.53 0.1 2.0 0.0 0.0 0.090 0.0 0.0
2182 0.0 2924 787.53 0.1 2.0 0.0 0.0 0.090 0.0 0.0
21II4 0.0 2913 787.53 0.1 2.0 0.0 0.0 0.090 0.0 0.0
2186 0.0 2903 787.53 0.1 2.0 0.0 0.0 0.090 0.0 0.0
2188 0.0 2892 787.53 0.1 2.0 0.0 0.0 0.090 0.0 0.0
2190 0.0 2881 787.52 0.1 2.0 0.0 0.0 0.089 0.0 0.0
2192 0.0 2870 787.52 0.1 2.0 0.0 0.0 0.089 0.0 0.0
2194 0.0 2860 787.52 0.1 2.0 0.0 0.0 0.089 0.0 0.0
2196 0.0 2849 787.52 0.1 2.0 0.0 0.0 0.089 0.0 0.0
2198 0.0 2838 787.52 0.1 2.0 0.0 0.0 0.089 0.0 0.0
2200 0.0 2828 787.52 0.1 1.9 0.0 0.0 0.089 0.0 0.0
2202 0.0 2817 787.51 0.1 1.9 0.0 0.0 0.089 0.0 0.0
2204 0.0 2806 787.51 0.1 1.9 0.0 0.0 0.088 0.0 0.0
2206 0.0 2796 787.51 0.1 1.9 0.0 0.0 0.088 0.0 0.0
2208 0.0 2785 787.51 0.1 ' 1.9 0.0 0.0 0.088 0.0 0.0
2210 0.0 2775 787.51 0.1 1.9 0.0 0.0 0.088 0.0 0.0
2212 0.0 2764 787.51 0.1 1.9 0.0 0.0 0.088 0.0 0.0
2214 0.0 2753 787.50 0.1 1.9 0.0 0.0 0.088 0.0 0.0
2216 0.0 2743 787.50 0.1 1.9 0.0 0.0 0.087 0.0 0.0
2218 0.0 2732 787.50 0.1 1.9 0.0 0.0 0.087 0.0 0.0
2220 0.0 2722 787.50 0.1 1.9 0.0 0.0 0.087 0.0 0.0
2222 0.0 2711 787.50 0.1 1.8 0.0 0.0 0.087 0.0 0.0
2224 0.0 2701 787.50 0.1 1.8 0.0 0.0 0.087 0.0 0.0
2226 0.0 2691 787.49 0.1 1.8 0.0 0.0 0.087 0.0 0.0
2228 0.0 2680 787.49 0.1 1.8 0.0 0.0 0.087 0.0 0.0
2230 0.0 2670 787.49 0.1 1.8 0.0 0.0 0.086 0.0 0.0
2232 0.0 2659 787.49 0.1 1.8 0.0 0.0 0.086 0.0 0.0
2234 0.0 2649 787.49 0.1 1.8 0.0 0.0 0.086 0.0 0.0
2236 0.0 2639 787.49 0.1 1.8 0.0 0.0 0.086 0.0 0.0
2238 0.0 2628 787.48 0.1 1.8 0.0 0.0 0.086 0.0 0.0
2240 0.0 2618 787.48 0.1 1.8 0.0 0.0 0.086 0.0 0.0
2242 0.0 2608 787.48 0.1 1.8 0.0 0.0 0.085 0.0 0.0
2244 0.0 2598 787.48 0.1 1.7 0.0 0.0 0.085 0.0 0.0
2246 0.0 2587 787.48 0.1 1.7 0.0 0.0 0.085 0.0 0.0
2248 0.0 2577 787.48 0.1 1.7 0.0 0.0 0.085 0.0 0.0
2250 0.0 2567 787.47 0.1 1.7 0.0 0.0 0.085 0.0 0.0
2252 0.0 2557 787.47 0.1 1.7 0.0 0.0 0.085 0.0 0.0
2254 0.0 2547 787.47 0.1 1.7 0.0 0.0 0.085 0.0 0.0
2256 0.0 2537 787.47 0.1 1.7 0.0 0.0 0.084 0.0 0.0
2258 0.0 2526 787.47 0.1 1.7 0.0 0.0 0.084 0.0 0.0
2260 0.0 2516 787.47 0.1 1.7 0.0 0.0 0.084 0.0 0.0
2262 0.0 2506 787.46 0.1 1.7 0.0 0.0 0.084 0.0 0.0
2264 0.0 2496 787.46 0.1 1.7 0.0 0.0 0.084 0.0 0.0
2266 0.0 2486 787.46 0.1 1.7 0.0 0.0 0.084 0.0 0.0
2268 0.0 2476 787.46 0.1 1.6 0.0 0.0 0.083 0.0 0.0
2270 0.0 2466 787.46 0.1 1.6 0.0 0.0 0.083 0.0 0.0
2272 0.0 2456 787.46 0.1 1.6 0.0 0.0 0.083 0.0 0.0
2274 0.0 2446 787.46 0.1 1.6 0.0 0.0 0.083 0.0 0.0
2276 0.0 2436 787.45 0.1 1.6 0.0 0.0 0.083 0.0 0.0
2278 0.0 2426 787.45 0.1 1.6 0.0 0.0 0.083 0.0 0.0
2280 0.0 2416 787.45 0.1 1.6 0.0 0.0 0.082 0.0 0.0
2282 0.0 2406 787.45 0.1 1.6 0.0 0.0 0.082 0.0 0.0
2284 0.0 2397 787.45 0.1 1.6 0.0 0.0 0.082 0.0 0.0
2286 0.0 2387 787.45 0.1 1.6 0.0 0.0 0.082 0.0 0.0
2238 0.0 2377 787.44 0.1 1.6 0.0 0.0 0.082 0.0 0 0
2290 0.0 2367 787.44 0.1 1.6 0.0 0.0 0.082 0.0 0 0
2292 0.0 2357 787.44 0.1 1.5 0.0 0.0 0.081 0.0 0 0
2294 0.0 2347 787.44 0.1 1.5 0.0 0.0 0.081 0.0 0.0
2296 0.0 2338 787.44 0.1 1.5 0.0 0.0 0.081 0.0 0 0
2298 0.0 2328 787.44 0.1 1.5 0.0 0.0 0.081 0.0 0.0
2300 0.0 2318 787.44 0.1 1.5 0.0 0.0 0.081 0.0 0.0
2302 0 0 2309 787.43 0.1 1.5 0.0 0.0 0.081 0.0 0 0

Ett Wet Pond 10 Year Routing Table:
1 2 3 4 5 G 7 8 9.000 10 11
---
'IG1E ---------
INFLO`IJ -----------
STORAGE ---------
STAGE -----------
OUTFLONJ
OARREL
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIPJ HOLES 2
Tiro) (cfs) (cu Iq (fl) (cfs) fc(s) (WEIR) (ORIFICE) (cfs) (cls) (c(sl
2304 0.0 2299 787.43 0.1 1.5 0.0 0.0 0.081 0.0 0.0
2306 0.0 2289 787.43 0.1 1.5 0.0 0.0 0.080 0.0 0.0
2308 0.0 2280 787.43 0.1 1.5 0.0 0.0 0.080 0.0 0.0
2310 0.0 2270 787.43 0.1 1.5 0.0 0.0 0.080 0.0 0.0
2312 0.0 2260 787.43 0.1 1.5 0.0 0.0 0.080 0.0 0.0
2314 0.0 2251 787.42 0.1 1.5 0.0 0.0 0.080 0.0 0.0
2316 0.0 2241 787.42 0.1 1.4 0.0 0.0 0.080 0.0 0.0
2318 0.0 2232 787.42 0.1 1.4 0.0 0.0 0.079 0.0 0.0
2320 0.0 2222 787.42 0.1 1.4 0.0 0.0 0.079 0.0 0.0
2322 0.0 2213 787.42 0.1 1.4 0.0 0.0 0.079 0.0 0.0
2324 0.0 2203 787.42 0.1 1.4 0.0 0.0 0.079 0.0 0.0
2326 0.0 2194 787.42 0.1 1.4 0.0 0.0 0.079 0.0 0.0
2328 0.0 2184 787.41 0.1 1.4 0.0 0.0 0.079 0.0 0.0
2330 0.0 2175 787.41 0.1 1.4 0.0 0.0 0.078 0.0 0.0
2332 0.0 2165 787.41 0.1 1.4 0.0 0.0 0.078 0.0 0.0
2334 0.0 2156 787.41 0.1 1.4 0.0 0.0 0.078 0.0 0.0
2336 0.0 2147 787.41 0.1 1.4 0.0 0.0 0.078 0.0 0.0
2338 0.0 2137 787.41 0.1 1.4 0.0 0.0 0.078 0.0 0.0
2340 0.0 2128 787.40 0.1 1.4 0.0 0.0 0.078 0.0 0.0
2342 0.0 2118 787.40 0.1 1.3 0.0 0.0 0.077 0.0 0.0
2344 0.0 2109 787.40 0.1 1.3 0.0 0.0 0.077 0.0 0.0
2346 0.0 2100 787.40 0.1 1.3 0.0 0.0 0.077 0.0 0.0
2348 0.0 2091 787.40 0.1 1.3 0.0 D.0 0.077 0.0 0.0
2350 0.0 2081 787.40 0.1 1.3 0.0 0.0 0.077 0.0 0.0
2352 0.0 2072 787.40 0.1 1.3 0.0 0.0 0.077 0.0 0.0
2354 0.0 2063 787.39 0.1 1.3 0.0 0.0 0.077 0.0 0.0
2356 0.0 2054 787.39 0.1 1.3 0.0 0.0 0.076 0.0 0.0
2358 0.0 2045 787.39 0.1 1.3 0.0 0.0 0.076 0.0 0.0
2360 0.0 2036 787.39 0.1 1.3 0.0 0.0 0.076 0.0 0.0
2362 0.0 2026 787.39 0.1 1.3 0.0 0.0 0.076 0.0 0.0
2364 0.0 2017 787.39 0.1 1.3 0.0 0.0 0.076 0.0 0.0
2366 0.0 2008 787.39 0.1 1.3 0.0 0.0 0.076 0.0 0.0
2368 0.0 1999 787.38 0.1 1.3 0.0 0.0 0.075 0.0 0.0
2370 0.0 1990 787.38 0.1 1.2 0.0 0.0 0.075 0.0 0.0
2372 0.0 1981 787.38 0.1 1.2 0.0 0.0 0.075 0.0 0.0
2374 0.0 1972 787.38 0.1 1.2 0.0 0.0 0.075 0.0 0.0
2376 0.0 1963 787.38 0.1 1.2 0.0 0.0 0.075 0.0 0.0
2378 0.0 1954 787.38 0.1 1.2 0.0 0.0 0.075 0.0 0.0
2380 0.0 1945 787.37 0.1 1.2 0.0 0.0 0.074 0.0 0.0
2382 0.0 1936 787.37 0.1 1.2 0.0 0.0 0.074 0.0 0.0
2384 0.0 1927 787.37 0.1 1.2 0.0 0.0 0.074 0.0 0.0
2386 0.0 1918 787.37 0.1 1.2 0.0 0.0 0.074 0.0 0.0
2388 0.0 1910 787.37 0.1 1.2 0.0 0.0 0.074 0.0 0.0
2390 0.0 1901 787.37 0.1 1.2 0.0 0.0 0.074 0.0 0.0
2392 0.0 1892 787.37 0.1 1.2 0.0 0.0 0.073 0.0 0.0
2394 0.0 1883 787.36 0.1 1.2 0.0 0.0 0.073 0.0 0.0
2396 0.0 1874 787.36 0.1 1.2 0.0 0.0 0.073 0.0 0.0
2398 0.0 1866 787.36 0.1 1.1 0.0 0.0 0.073 0.0 0.0
2400 0.0 1857 787.36 0.1 1.1 0.0 0.0 0.073 0.0 0.0
2402 0.0 1848 787.36 0.1 1.1 0.0 0.0 0.073 0.0 0.0
2404 0.0 1839 787.36 0.1 1.1 0.0 0.0 0.072 0.0 0.0
2406 0.0 1831 787.36 0.1 1.1 0.0 0.0 0.072 0.0 0.0
2408 0.0 1822 787.35 0.1 1.1 0.0 0.0 0.072 0.0 0.0
2410 0.0 1813 787.35 0.1 1.1 0.0 0.0 0.072 0.0 0.0
2412 0.0 1805 787.35 0.1 1.1 0.0 0.0 0.072 0.0 0.0
2414 0.0 1796 787.35 0.1 1.1 0.0 0.0 0.072 0.0 0 0
2416 0.0 1787 787.35 0.1 1.1 0.0 0.0 0.071 0.0 0.0
2418 0.0 1779 787.35 0.1 1.1 0.0 0.0 0.071 0.0 0.0
2420 0.0 1770 787.35 0.1 1.1 0.0 0.0 0.071 0.0 0 0
2422 0.0 1762 787.31 0.1 1.1 0.0 0.0 0.071 0.0 0.0
2424 0 0 1753 787.34 0.1 1.1 0.0 0.0 0.071 0.0 0 0
2426 0 0 1745 787.34 0.1 1.1 0.0 0.0 0.071 0.0 0 0
2428 0.0 1736 787.34 0.1 1.0 0.0 0.0 0.070 0.0 0 0
2430 0.0 1728 787.34 0.1 1.0 0.0 0.0 0.070 0.0 0 0

Eat VJei Pond 10 Year Routing Table-
1 2 3 4 S 6 7 B 9.000 10 11
L1E INFLOW STORAGE STAGE OUTFLO'JJ E3ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
nin) (cfs) (cu(t) (fl) Ic(s) (cfs) (4'JEIR) (ORIFICE) (c(s) (cfs) (cfs)
2432 0.0 1719 787.34 0.1 1.0 0.0 0.0 0.070 0.0 0.0
2434 0.0 1711 787.34 0.1 10 0.0 0.0 0.070 0.0 0.0
2436 0.0 1703 787.33 0.1 1.0 0.0 0.0 0.070 0.0 0.0
2438 0.0 1694 787.33 0.1 1.0 0.0 0.0 0.070 0.0 0.0
2440 0.0 1686 787.33 0.1 1.0 0.0 0.0 0.069 0.0 0.0
2442 0.0 1678 787.33 0.1 1.0 0.0 0.0 0.069 0.0 0.0
2444 0.0 1669 787.33 0.1 1.0 0.0 0.0 0.069 0.0 0.0
2446 0.0 1661 787.33 0.1 1.0 0.0 0.0 0.069 0.0 0.0
2448 0.0 1653 787.33 0.1 1.0 0.0 0.0 0.069 0.0 0.0
2450 0.0 1644 787.32 0.1 1.0 0.0 0.0 0.069 0.0 0.0
2452 0.0 1636 787.32 0.1 1.0 0.0 0.0 0.068 0.0 0.0
2454 0.0 1628 787.32 0.1 1.0 0.0 0.0 0.068 0.0 0.0
2456 0.0 1620 787.32 0.1 1.0 0.0 0.0 0.068 0.0 0.0
2458 0.0 1612 787.32 0.1 1.0 0.0 0.0 0.068 0.0 0.0
2460 0.0 1603 787.32 0.1 0.9 0.0 0.0 0.068 0.0 0.0
2462 0.0 1595 787.32 0.1 0.9 0.0 0.0 0.068 0.0 0.0
2464 0.0 1587 787.32 0.1 0.9 0.0 0.0 0.067 0.0 0.0
2466 0.0 1579 787.31 0.1 0.9 0.0 0.0 0.067 0.0 0.0
2468 0.0 1571 787.31 0.1 0.9 0.0 0.0 0.067 0.0 0.0
2470 0.0 1563 787.31 0.1 0.9 0.0 0.0 0.067 0.0 0.0
2472 0.0 1555 787.31 0.1 0.9 0.0 0.0 0.067 0.0 0.0
2474 0.0 1547 787.31 0.1 0.9 0.0 0.0 0.067 0.0 0.0
2476 0.0 1539 787.31 0.1 0.9 0.0 0.0 0.066 0.0 0.0
2478 0.0 t 531 787.31 0.1 0.9 0.0 0.0 0.066 0.0 0.0
2480 0.0 1523 787.30 0.1 0.9 0.0 0.0 0.066 0.0 0.0
2482 0.0 1515 787.30 0.1 0.9 0.0 0.0 0.066 0.0 0.0
2484 0.0 1507 787.30 0.1 0.9 0.0 0.0 0.066 0.0 0.0
2486 0.0 1499 787.30 0.1 0.9 0.0 0.0 0.066 0.0 0.0
2488 0.0 1491 787.30 0.1 0.9 0.0 0.0 0.065 0.0 0.0
2490 0.0 1484 787.30 0.1 0.9 0.0 0.0 0.065 0.0 0.0
2492 0.0 1476 787.30 0.1 0.8 0.0 0.0 0.065 0.0 0.0
2494 0.0 1468 787.29 0.1 0.8 0.0 0.0 0.065 0.0 0.0
2496 0.0 1460 787.29 0.1 0.8 0.0 0.0 0.065 0.0 0.0
2498 0.0 1452 787.29 0.1 0.8 0.0 0.0 0.065 0.0 0.0
2500 0.0 1445 787.29 0.1 0.8 0.0 0.0 0.064 0.0 0.0
2502 0.0 1437 787.29 0.1 0.8 0.0 0.0 0.064 0.0 0.0
2504 0.0 1429 787.29 0.1 0.8 0.0 0.0 0.064 0.0 0.0
2506 0.0 1422 787.29 0.1 0.8 0.0 0.0 0.064 0.0 0.0
2508 0.0 1414 787.29 0.1 0.8 0.0 0.0 0.064 0.0 0.0
2510 0.0 1406 787.28 0.1 0.8 0.0 0.0 0.064 0.0 0.0
2512 0.0 1399 787.28 0.1 0.8 0.0 0.0 0.063 0.0 0.0
2514 0.0 1391 787.28 0.1 0.8 0.0 0.0 0.063 0.0 0.0
2516 0.0 1384 787.28 0.1 0.8 0.0 0.0 0.063 0.0 0.0
2518 0.0 1376 787.28 0.1 0.8 0.0 0.0 0.063 0.0 0.0
2520 0.0 1368 787.28 0.1 0.8 0.0 0.0 0.063 0.0 0.0
2522 0.0 1361 787.28 0.1 0.8 0.0 0.0 0.062 0.0 0.0
2524 0.0 1353 787.28 0.1 0.8 0.0 0.0 0.062 0.0 0.0
2526 0.0 1346 787.27 0.1 0.8 0.0 0.0 0.062 0.0 0.0
2528 0.0 1338 787.27 0.1 0.7 0.0 0.0 0.062 0.0 0.0
2530 0.0 1331 787.27 0.1 0.7 0.0 0.0 0.062 0.0 0.0
2532 0.0 1324 787.27 0.1 0.7 0.0 0.0 0.062 0.0 0.0
2534 0.0 1316 787.27 0.1 0.7 0 0 0.0 0.061 0.0 0.0
2536 0.0 1309 787.27 0.1 0.7 0.0 0.0 0.061 0.0 0.0
2538 0.0 1301 787.27 0.1 0.7 0.0 0.0 0.061 0.0 0.0
2540 0.0 1294 787.26 0.1 0.7 0.0 0.0 0.061 0.0 0.0
2542 0.0 1287 787.26 0.1 0.7 0.0 0.0 0.061 0.0 0.0
2544 0.0 1280 787.26 0.1 0.7 0.0 0.0 0.061 0.0 0.0
2546 0.0 1272 787.26 0.1 0.7 0.0 0.0 0.060 0.0 0.0
2548 0.0 1265 787.26 0.1 0.7 0.0 0.0 0.060 O.D 0.0
2550 0.0 1258 787.26 0.1 0.7 0.0 0 0 0.060 0.0 0.0
2552 0.0 1251 787.26 0.1 0.7 0.0 0.0 0.060 0.0 0.0
2554 0 0 1243 787.26 0.1 0.7 0.0 0.0 0.060 0.0 0.0
2556 0.0 1236 787.25 0.1 0.7 0.0 0.0 0.060 0.0 0.0
2558 0.0 1229 787.25 0.1 0.7 0 0 0.0 0.059 0.0 0 0

:ast Vet Pond 10 Year Routing Table.
1 2 3 4 5 6 7 8 9000 10 it

TIb1E --- ----
ItJfLO'o'J -----------
STORAGE ---------
STAGE ------- - -
OUTFLOVJ
BARREL
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
(nun! (c(s) (cu (t) (IJ) (cfs) (cfs) (LVEIR) (ORIFICE) (cfs) (cfs) (c(s)
--------
2560 ---------
0.0 -----------
1222 ---------
787.25 ------------
0.1 -----------
0.7 ----------
0.0 -----------
0.0 ----- -
0.059
0.0
0.0
2562 0.0 1215 787.25 0.1 0.7 0.0 0.0 0.059 0.0 0.0
2564 0.0 1208 787.25 0.1 0.7 0.0 0.0 0.059 0.0 0.0
2566 0.0 1201 787.25 0.1 0.7 0.0 0.0 0.059 0.0 0.0
2568 0.0 1194 787.25 0.1 0.6 0.0 0.0 0.058 0.0 0.0
2570 0.0 1187 787.25 0.1 0.6 0.0 0.0 0.058 0.0 0.0
2572 0.0 1180 787.24 0.1 0.6 0.0 0.0 0.058 0.0 0.0
2574 0.0 1173 787.24 0.1 0.6 0.0 0.0 0.058 0.0 0.0
2576 0.0 1166 787.24 0.1 0.6 0.0 0.0 0.058 0.0 0.0
2578 0.0 1159 787.24 0.1 0.6 0.0 0.0 0.058 0.0 0.0
2580 0.0 1152 787.24 0.1 0.6 0.0 0.0 0.057 0.0 0.0
2582 0.0 1145 787.24 0.1 0.6 0.0 0.0 0.057 0.0 0.0
2584 0.0 1138 787.24 0.1 0.6 0.0 0.0 0.057 0.0 O.D
2586 0.0 1131 787.24 0.1 0.6 0.0 0.0 0.057 0.0 0.0
2588 0.0 1125 787.24 0.1 0.6 0.0 0.0 0.057 0.0 0.0
2590 0.0 1118 787.23 0.1 0.6 0.0 0.0 0.057 0.0 0.0
2592 0.0 1111 787.23 0.1 0.6 0.0 0.0 0.056 0.0 0.0
2594 0.0 1104 787.23 0.1 0.6 0.0 0.0 0.056 0.0 0.0
2596 0.0 1097 787.23 0.1 0.6 0.0 0.0 0.056 0.0 0.0
2598 0.0 1091 787.23 0.1 0.6 0.0 0.0 0.056 0.0 0.0
2600 0.0 1084 787.23 0.1 0.6 0.0 0.0 0.056 0.0 0.0
2602 0.0 1077 787.23 0.1 0.6 0.0 0.0 0.055 0.0 0.0
2604 0.0 1071 787.23 0.1 0.6 0.0 0.0 0.055 0.0 0.0
2606 0.0 1064 787.22 0.1 0.6 0.0 0.0 0.055 0.0 0.0
2608 0.0 1057 787.22 0.1 0.6 0.0 0.0 0.055 0.0 0.0
2610 0.0 1051 787.22 0.1 0.6 0.0 0.0 0.055 0.0 0.0
2612 0.0 1044 787.22 0.1 0.5 0.0 0.0 0.055 0.0 0.0
2614 0.0 1038 787.22 0.1 0.5 0.0 0.0 0.054 0.0 0.0
2616 0.0 1031 787.22 0.1 0.5 0.0 0.0 0.054 0.0 0.0
2618 0.0 1025 787.22 0.1 0.5 0.0 0.0 0.054 0.0 0.0
2620 0.0 1018 787.22 0.1 0.5 0.0 0.0 0.054 0.0 0.0
2622 0.0 1012 787.21 0.1 0.5 0.0 0.0 0.054 0.0 0.0
2624 0.0 1005 787.21 0.1 0.5 0.0 0.0 0.053 0.0 0.0
2626 0.0 999 787.21 0.1 0.5 0.0 0.0 0.053 0.0 0.0
2628 0.0 993 787.21 0.1 0.5 0.0 0.0 0.053 0.0 0.0
2630 0.0 986 787.21 0.1 0.5 0.0 0.0 0.053 0.0 0.0
2632 0.0 980 787.21 0.1 0.5 0.0 0.0 0.053 0.0 0.0
2634 0.0 973 787.21 0.1 0.5 0.0 0.0 0.053 0.0 0.0
2636 0.0 967 787.21 0.1 0.5 0.0 0.0 0.052 0.0 0.0
2638 0.0 961 787.21 0.1 0.5 0.0 0.0 0.052 0.0 0.0
2640 0.0 955 787.20 0.1 0.5 0.0 0.0 0.052 0.0 0.0
2642 0.0 948 787.20 0.1 0.5 0.0 0.0 0.052 0.0 0.0
2644 0.0 942 787.20 0.1 0.5 0.0 0.0 0.052 0.0 0.0
2646 0.0 936 787.20 0.1 0.5 0.0 0.0 0.051 0.0 0.0
2648 0.0 930 787.20 0.1 0.5 0.0 0.0 0.051 0.0 0.0
2650 0.0 924 787.20 0.1 0.5 0.0 0.0 0.051 0.0 0.0
2652 0.0 917 787.20 0.1 0.5 0.0 0.0 0.051 0.0 0.0
2654 0.0 911 787.20 0.1 0.5 0.0 0.0 0.051 0.0 0.0
2656 0.0 905 787.20 0.1 0.5 0.0 0.0 0.051 0.0 0.0
2658 0.0 899 787.19 0.1 0.5 0,0 0.0 0.050 0.0 0.0
2660 0.0 893 787.19 0.1 0.4 0.0 0.0 0.050 0.0 0.0
2662 0.0 887 787.19 0.1 0.4 0.0 0.0 0.050 0.0 0.0
2664 0.0 881 787.19 0.0 0.4 0.0 0.0 0.050 0.0 0.0
2666 0.0 875 787.19 0.0 0.4 0.0 0.0 0.050 0.0 0.0
2668 0.0 869 787.19 0.0 0.4 0.0 0.0 0.049 0 0 0 0
2670 0.0 863 787.19 0.0 0.4 0.0 0.0 0.049 0.0 0.0
2672 0.0 857 787.19 0.0 0.4 0.0 0.0 0.049 0.0 0.0
2674 0.0 851 787.19 0.0 0.4 0.0 0.0 0.049 0.0 0.0
2676 0.0 846 787.18 0.0 0.4 0.0 0.0 0.049 0.0 0.0
2678 0.0 840 787.18 0.0 0.4 0.0 0.0 0.049 0.0 0.0
2680 0.0 834 787.18 0.0 0.4 0.0 0.0 0.048 0.0 0.0
2682 0.0 828 787.18 0.0 0.4 0.0 0.0 0.048 0.0 0.0
2684 0.0 822 787.18 0.0 0.4 0.0 0.0 0.048 0.0 0.0
2686 0.0 817 787.18 0.0 0.4 0.0 0.0 0.043 0.0 0.0

E~~t Wet Po nd 10 Year Routing Table:
1 ~ 3 4 5 6 7 8 5.000 10 11
~ILtE INFLO'e"/ STORAGE STAGE OUTFLOW 6ARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
Rlln) (G15) (GU (I) (fl) (GfS) - (C15) (V/E~R) (ORF GE) (CISJ (LIS~ (CIS)
2688 0.0 811 787.18 0.0 0.4 0.0 0.0 0.048 0.0 0.0
2690 0.0 805 787.18 0.0 0.4 0.0 0.0 0.047 0.0 0.0
2692 0.0 799 787.18 0.0 0.4 0.0 0.0 0.047 0.0 0.0
2694 0.0 794 787.17 0.0 0.4 0.0 0.0 0.047 0.0 0.0
2696 0.0 788 787.17 0.0 0.4 0.0 0.0 0.047 0.0 0.0
2698 0.0 783 787.17 0.0 0.4 0.0 0.0 0.047 0.0 0.0
2700 0.0 777 787.17 0.0 0.4 0.0 0.0 0.046 0.0 0.0
2702 0.0 771 787.17 0.0 0.4 0.0 0.0 0.046 0.0 0.0
2704 0.0 766 787.17 0.0 0.4 0.0 0.0 0.046 0.0 0.0
2706 0.0 760 787.17 0.0 0.4 0.0 0.0 0.046 0.0 0.0
2708 0.0 755 787.17 0.0 0.4 0.0 0.0 0.046 0.0 0.0
2710 0.0 749 787.17 0.0 0.4 0.0 0.0 0.046 0.0 0.0
2712 0.0 744 787.17 0.0 0.4 0.0 0.0 0.045 0.0 0.0
2714 0.0 738 787.16 0.0 0.4 0.0 0.0 0.045 0.0 0.0
2716 0.0 733 787.16 0.0 0.3 0.0 0.0 0.045 0.0 0.0
2718 0.0 728 787.16 0.0 0.3 0.0 0.0 0.045 0.0 0.0
2720 0.0 722 787.16 0.0 0.3 0.0 0.0 0.045 0.0 0.0
2722 0.0 717 787.16 0.0 0.3 0.0 0.0 0.044 0.0 0.0
2724 0.0 712 787.16 0.0 0.3 0.0 0.0 0.044 0.0 0.0
2726 0.0 706 787.16 0.0 0.3 0.0 0.0 0.044 0.0 0.0
2728 0.0 701 787.16 0.0 0.3 0.0 0.0 0.044 0.0 0.0
2730 0.0 696 787.16 0.0 0.3 0.0 0.0 0.044 0.0 0.0
2732 0.0 690 787.16 0.0 0.3 0.0 0.0 0.043 0.0 0.0
2734 0.0 685 787.15 0.0 0.3 0.0 0.0 0.043 0.0 0.0
2736 0.0 680 787.15 0.0 0.3 0.0 0.0 0.043 0.0 0.0
2738 0.0 675 787.15 0.0 0.3 0.0 0.0 0.043 0.0 0.0
2740 0.0 670 787.15 0.0 0.3 0.0 0.0 0.043 0.0 0.0
2742 0.0 665 787.15 0.0 0.3 0.0 0.0 0.042 0.0 0.0
2744 0.0 660 787.15 0.0 0.3 0.0 0.0 0.042 0.0 0.0
2746 0.0 654 787.15 0.0 0.3 0.0 0.0 0.042 0.0 0.0
2748 0.0 649 787.15 0.0 0.3 0.0 0.0 0.042 0.0 0.0
2750 0.0 644 787.15 0.0 0.3 0.0 0.0 0.042 0.0 0.0
2752 0.0 639 787.15 0.0 0.3 0.0 0.0 0.042 0.0 0.0
2754 0.0 634 787.14 0.0 0.3 0.0 0.0 0.041 0.0 0.0
2756 0.0 629 787.14 0.0 0.3 0.0 0.0 0.041 0.0 0.0
2758 0.0 624 787.14 0.0 0.3 0.0 0.0 0.041 0.0 0.0
2760 0.0 620 787.14 0.0 0.3 0.0 0.0 0.041 0.0 0.0
2762 0.0 615 787.14 0.0 0.3 0.0 0.0 0.041 0.0 0.0
2764 0.0 610 787.14 0.0 0.3 0.0 0.0 0.040 0.0 0.0
2766 0.0 605 787.14 0.0 0.3 0.0 0.0 0.040 0.0 0.0
2768 0.0 600 787.14 0.0 0.3 0.0 0.0 0.040 0.0 0.0
2770 0.0 595 787.14 0.0 0.3 0.0 0.0 0.040 0.0 0.0
2772 0.0 591 787.14 0.0 0.3 0.0 0.0 0.040 0.0 0.0
2774 0.0 586 787.13 0.0 0.3 0.0 0.0 0.039 0.0 0.0
2776 0.0 581 787.13 0.0 0.3 0.0 0.0 0.039 0.0 0.0
2778 0.0 576 787.13 0.0 0.3 0.0 0.0 0.039 0.0 0.0
2780 0.0 572 787.13 0.0 0.3 0.0 0.0 0.039 0.0 0.0
2782 0.0 567 787.13 0.0 0.3 0.0 0.0 0.039 0.0 0.0
2784 0.0 562 787.13 0.0 0.2 0.0 0.0 0.038 0.0 0.0
2786 0.0 558 787.13 0.0 0.2 0.0 0.0 0.038 0.0 0.0
2788 0.0 553 787.13 0.0 0.2 0.0 0.0 0.038 0.0 0.0
2790 0.0 549 787.13 0.0 0.2 0.0 0.0 0.038 0.0 0.0
2792 0.0 544 787.13 0.0 0.2 0.0 0.0 0.038 0.0 0.0
2794 0.0 540 787.13 0.0 0.2 0.0 0.0 0.037 0.0 0.0
2796 0.0 535 787.12 0.0 0.2 0.0 0.0 0.037 0.0 0.0
2798 0.0 531 787.12 0 0 0.2 0.0 0.0 0.037 0.0 0.0
2800 0.0 526 787.12 0.0 0.2 0.0 0.0 0.037 0.0 0.0
2802 0.0 522 787.12 0 0 0.2 0.0 0.0 0.037 0.0 0.0
2804 0.0 517 787.12 0.0 0.2 0.0 0.0 0.036 0.0 0.0
2806 0.0 513 787.12 0.0 0.2 0.0 0.0 0.036 0.0 0.0
2808 0.0 509 787.12 0.0 0.2 0 0 0.0 0.036 0.0 0.0
2810 0.0 504 787.12 0.0 0.2 0.0 0.0 0.036 0.0 0.0
2812 0.0 500 787.12 0.0 0.2 0.0 0.0 0.036 0.0 0.0
2814 0.0 49G 787.12 0 0 0.2 0 0 0.0 0.035 0.0 0.0

E<.t V/et Pond 10 Year Routing Table:
i 2 3 4 5 G 7 8 9.000 10 11
'R,1E INFLOW STORAGE STAGE OUTFLOW BARREL RISER RISER DRAIN HOLES 1 SPILLWAY DRAIN HOLES 2
~iin) (cfs) (cult) ((t) (cfs) (cfs) (WEIR) (ORIFICE) (c(s) (cts) (cfs)
2816 0.0 492 787.12 0.0 0.2 0.0 0.0 0.035 0.0 0.0
2818 0.0 487 787.12 0.0 0.2 0.0 0.0 0.035 0.0 0.0
2820 0.0 483 787.11 0.0 0.2 0.0 0.0 0.035 0.0 0.0
2822 0.0 479 787.11 0.0 0.2 0.0 0.0 0.035 0.0 0.0
2824 0.0 475 787.11 0.0 0.2 0.0 0.0 0.034 0.0 0.0
2826 0.0 471 787.11 0.0 0.2 0.0 0.0 0.034 0.0 0.0
2828 0.0 467 787.11 0.0 0.2 0.0 0.0 0.034 0.0 0.0
2830 0.0 463 787.11 0.0 0.2 0.0 0.0 0.034 0.0 0.0
2832 0.0 458 787.11 0.0 0.2 0.0 0.0 0.034 0.0 0.0
2834 0.0 454 787.11 0.0 0.2 0.0 0.0 0.033 0.0 0.0
2836 0.0 450 787.11 0.0 0.2 0.0 0.0 0.033 0.0 0.0
2838 0.0 446 787.11 0.0 0.2 0.0 0.0 0.033 0.0 0.0
2840 0.0 442 787.11 0.0 0.2 0.0 0.0 0.033 0.0 0.0
2842 0.0 439 787.11 0.0 0.2 0.0 0.0 0.033 0.0 0.0
2844 0.0 435 787.10 0.0 0.2 0.0 0.0 0.032 0.0 0.0
2846 0.0 431 787.10 0.0 0.2 0.0 0.0 0.032 0.0 0.0
2848 0.0 427 787.10 0.0 0.2 0.0 0.0 0.032 0.0 0.0
2850 0.0 423 787.10 0.0 0.2 0.0 0.0 0.032 0.0 0.0
2852 0.0 419 787.10 0.0 0.2 0.0 0.0 0.032 0.0 0.0
2854 0.0 415 787.10 0.0 0.2 0.0 0.0 0.031 0.0 0.0
2856 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2858 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2860 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2862 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2864 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2866 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2868 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2870 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2872 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2874 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2876 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2878 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2880 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2882 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2884 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2886 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0
2888 0.0 412 787.10 0.0 0.2 0.0 0.0 0.000 0.0 0.0

•

i
Flow (CFS)
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® E~
t 1'Jet Pond 100 Year RouC~n
Table:
. g
i 2 3 4 5 6 7 8 9 10 11
------ -
ltdE --------
INFL01"J -----------
STORAGE ----------
STAGE ------------
OUTFLOW -----------
' [3ARREL ---------
RISER - -
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
.min) (cfs) (cu ft) (ft) (cts) (cfs) (WEIR) (ORIFICE) 1c(s) Icfs) fcfs)
------ -
0 ------
0.0 ---------
0.0 -------
787.0 ---------
0.0 -------
0.0 -------
0.0 ---------
0.0 ---------
0.0 ----------
0.0
0.0
2 0.2 0 787,00 0.0 0.0 0.0 0.0 0.0 0.0 0.0
4 0.9 27 787.01 0.0 0.0 0.0 0.0 0.0 0.0 0.0
6 2.0 134 787.04 0.0 0.0 0.0 0.0 0.0 0.0 0.0
8 3.5 372 787.09 0.0 0.1 0.0 0.0 0.0 0.0 0.0
10 5.3 788 787.17 0.0 0.4 0.0 0.0 0.0 0.0 0.0
12 7.4 1418 787.28 0.1 0.8 0.0 0.0 0.1 0.0 0.0
14 9.8 2301 787.43 0.1 1.5 0.0 0.0 0.1 0.0 0.0
16 12.3 3464 787.61 0.1 2.5 0.0 0.0 0.1 0.0 0.0
18 14.9 4926 787.82 0.1 3.9 0.0 0.0 0.1 0.0 0.0
20 17.5 6697 788.06 0.1 5.7 0.0 0.0 0.1 0.0 0.0
22 20.0 8779 788.33 0.1 8.1 0.0 0.0 0.1 0.0 0.0
24 22.4 11163 788.63 0.2 11.0 0.0 0.0 0.2 0.0 0.0
26 24.6 13832 788.96 0.2 14.4 0.0 0.0 0.2 0.0 0.0
28 26.5 16759 789.30 0.2 17.0 0.0 0.0 0.2 0.0 0.0
30 28.0 19912 789.67 0.2 19.2 0.0 0.0 0.2 0.0 0.0
32 29.2 23250 790.04 6.7 21.2 0.0 0.0 0.2 0.0 6.5
34 29.9 25945 790.34 7.1 22.7 0.0 0.0 0.2 0.0 6.8
36 30.3 28690 790.63 7.4 24.1 0.0 0.0 0.2 0.0 7.2
38 30.1 31433 790.92 7.7 25.4 0.0 0.0 0.3 0.0 7.5
40 29.5 34123 791.21 8.6 26.6 0.6 22.1 0.3 0.0 7.7
42 28.5 36632 791.47 16.7 27.7 8.4 52.3 0.3 0.0 8.0
44 27.1 38056 791.61 23.3 28.2 14.9 63.3 0.3 0.0 8.1
46 25 4 _ 3851 Z :791.66 25:7.: 28.4 17.2 66.4 0.3 0.0 8.2
48 23.6 38484 791.66 25.5 28.4 17.0 66.2 0.3 0.0 8.2
50 22.0 38262 791.64 24.3 28.3 15.9 64.7 0.3 0.0 8.1
52 20.5 37983 791.61 22.9 28.2 14.5 62.8 0.3 0,0 8.1
54 19.1 37692 791.58 21.5 28.1 13.1 60.7 0.3 0.0 8.1
56 17.8 37403 791.55 20.1 28.0 11.8 58.5 0.3 0.0 8.1
58 16.5 37122 791.52 18.8 27.9 10.5 56.4 0.3 0.0 8.0
60 15.4 36849 791.49 17.6 27.7 9.3 54.2 0.3 0.0 8.0
62 14.3 36584 791.46 16.5 27.6 8.2 51.9 0.3 0.0 8.0
64 13.3 36327 791.44 15.4 27.5 7.2 49.7 0.3 0.0 8.0
66 12.4 36078 791.41 14.4 27.4 6.2 47.4 0.3 0.0 7.9
68 11.6 35836 791.38 13.5 27.3 5.4 45.0 0.3 0.0 7.9
70 10.8 35600 791.36 12.7 27.2 4.5 42.6 0.3 0.0 7.9
72 10.0 35368 791.34 11.9 27.1 3.8 40.1 0.3 0.0 7.9
74 9.3 35142 791.31 11.2 27.0 3.1 37.5 0.3 0.0 7.8
76 8.7 34918 791.29 10.5 26.9 2.5 34.7 0.3 0.0 7.8
78 8.1 34697 791.27 9.9 26.8 1.9 31.7 0.3 0.0 7.8
80 7.5 34476 791.24 9.4 26,7 1.3 28.4 0.3 0.0 7.8
82 7.0 34254 791.22 8.9 26.7 0.9 24.6 0.3 0.0 7.7
84 6.5 34029 791.20 8.5 26.6 0.5 20.1 0.3 0 0 7.7
86 6.1 33797 791.17 8.1 26.5 0.2 13.9 0.3 0.0 7.7
88 5.7 33552 791.15 7.9 26.3 0.0 0.0 0.3 0.0 7.7
90 5.3 33278 791.12 7.9 26.2 0.0 0.0 0.3 0.0 7.6
92 4.9 32962 791.08 7.9 26.1 0.0 0.0 0.3 0.0 7.6
94 4.6 32605 791.05 7.8 25.9 0.0 0.0 0.3 0.0 7.6
96 4.3 32213 791.01 7.8 25.7 0.0 0.0 0.3 0.0 7.5
98 4.0 31788 790.96 7.7 25.6 0.0 0.0 0.3 0.0 7.5
100 3.7 31333 790.91 7.7 25.3 0.0 0.0 0.3 0.0 7.4
102 3.4 30852 790.86 7.6 25.1 0.0 0.0 0.3 0.0 7.4
104 3.2 30346 790.81 7.6 24.9 0.0 0.0 0.3 0.0 7.3
106 3.0 29819 790.75 7.5 24.6 0.0 0.0 0.2 0.0 7.3
108 2.8 29272 790.69 7.5 24.4 0.0 0.0 0.2 0.0 7.2
110 2.6 28708 790.63 7.4 24.1 0.0 0.0 0.2 0.0 7.2
112 2.4 28129 790.57 7.3 23.8 0.0 0.0 0.2 0.0 7.1
114 2.2 27537 790.51 7.3 23.5 0.0 0.0 0.2 0.0 7.0
116 2.1 26933 790.44 7.2 23.2 0.0 0.0 0.2 0.0 7.0
118 1.9 26320 790.38 7.1 22.9 0.0 0.0 0.2 0.0 6.9
120 1.8 25698 790.31 7.0 22.6 0.0 0.0 0.2 0.0 6.8
122 1.7 25069 790.24 7.0 22.2 0.0 0.0 0.2 0.0 6.7

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Est Wet Pond Drain Pipe
1 2 3 4 5 6 7 8 9.000 10 11
--- -
'IL1E ------- -
INFLOW -------
STORAGE -------
STAGG --------
OUTFLOW -------
E3ARREL -
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HCLES 2
nin) (c!s) (cu ft) (ft) (cfs) (c(s) (WEIR) (ORIFICE) (cfs) (cls) (cfs)
------ -
0 ----- -
0.0 --------
0.0 -------
787.0 ---------
0.0 --------
0.0 ---------
0.0 -------
0.0 ---------- -
0.000 --------
0.0 ----
0.0
2 0.3 0 787.00 0.0 0.0 0.0 0.0 0.000 0.0 0.0
4 1.0 31 787.01 0.0 0.0 0.0 0.0 0.000 0.0 0.0
6 2.2 152 787.04 0.0 0.0 0.0 0.0 0.000 0.0 0.0
8 3.9 420 787.10 0.0 0.0 0.0 0.0 0.000 0.0 0.0
10 5.8 884 787.19 0.0 0.0 0.0 0.0 0.000 0.0 0.0
12 8.0 1583 787.31 0.0 0.0 0.0 0.0 0.000 0.0 0.0
14 10.4 2546 787.47 0.0 0.0 0.0 0.0 0.000 0.0 0.0
16 12.7 3791 787.66 0.6 0.0 0.0 0.0 0.595 0.0 0.0
18 15.0 5249 787.87 0.7 0.0 0.0 0.0 0.732 0.0 0.0
20 17.1 6965 788.11 0.9 0.0 0.0 0.0 0.861 0.0 0.0
22 19.0 8919 788.37 1.0 0.0 0.0 0.0 0.982 0.0 0.0
24 20.4 11077 788.65 1.1 0.0 0.0 0.0 1.097 0.0 0.0
26 21.4 13396 788.94 1.2 0.0 0.0 0.0 1.205 0.0 0.0
28 22.0 15824 789.23 1.3 0.0 0.0 0.0 1.306 0.0 0.0
30 22.0 18304 789.52 1.4 0.0 0.0 0.0 1.400 0.0 0.0
32 21.5 20775 789.81 1.5 0.0 0.0 0.0 1.486 0.0 0.0
34 20.5 23179 790.09 1.6 0.0 0.0 0.0 1.563 0.0 0.0
36 19.1 25456 790.34 1.6 0.0 0.0 0.0 1.632 0.0 0.0
38 17.5 27555 790.58 1.7 0.0 0.0 0.0 1.693 0.0 0.0
40 16.0 29453 790.78 1.7 0.0 0.0 0.0 1.745 0.0 0.0
42 14.6 31165 790.97 1.8 0.0 0.0 0.0 1.790 0.0 0.0
44 13.4 32707 791.14 1.8 0.0 0.0 0.0 1.830 0.0 0.0
46 12.2 34093 791.29 1.9 0.0 0.0 0.0 1.865 0.0 0.0
48 11.2 35339 791.42 1.9 0.0 0.0 0.0 1.895 0.0 0.0
50 10.2 36455 791.54 1.9 0.0 0.0 0.0 1.922 0.0 0.0
52 9.4 37453 791.64 1.9 0.0 0.0 0.0 1.946 0.0 0.0
54 8.6 38343 791.74 2.0 0.0 0.0 0.0 1.966 0.0 0.0
56 7.8 39135 791.82 2.0 0.0 0.0 0.0 1.984 0.0 0.0
58 7.2 39836 791.89 2.0 0.0 0.0 0.0 2.000 0.0 0.0
60 6.5 40455 791.96 2.0 0.0 0.0 0.0 2.014 0.0 0.0
62 6.0 d1000 792.02 2:0 : A.0 -0.0 0 0 2:026 0.0: 0.0
64 5.5 41475 792.06 2.0 0.0 0.0 0.0 2.037 0.0 0.0
66 5.0 41888 792.11 2.0 0.0 0.0 0.0 2.046 0.0 0.0
68 4.6 42243 792.14 2.1 0.0 0.0 0.0 2.053 0.0 0.0
70 4.2 42546 792.18 2.1 0.0 0.0 0.0 2.060 0.0 0.0
72 3.8 42802 792.20 2.1 0.0 0.0 0.0 2.066 0.0 0.0
74 3.5 43013 792.22 2.1 0.0 0.0 0.0 2.070 0.0 0.0
76 3.2 43185 792.24 2.1 0.0 0.0 0.0 2.074 0.0 0.0
78 2.9 43321 792.26 2.1 0.0 0.0 0.0 2.077 0.0 0.0
80 2.7 43423 792.27 2.1 0.0 0.0 0.0 2.079 0.0 0.0
82 2.4 43495 792.27 2.1 0.0 0.0 0.0 2.080 0.0 0.0
84 2.2 43539 792.28 2.1 0.0 0.0 0.0 2.081 0.0 0.0
86 2.0 43558 792.28 2.1 0.0 0.0 0.0 2.082 0.0 0.0
88 1.9 43554 792.28 2.1 0.0 0.0 0.0 2.082 0.0 0.0
90 1.7 43529 792.28 2.1 0.0 0.0 0.0 2.081 0.0 0.0
92 1.6 43485 792.27 2.1 0.0 0.0 0.0 2.080 0.0 0.0
94 1.4 43423 792.27 2.1 0.0 0.0 0.0 2.079 0.0 0.0
96 1.3 43346 792.26 2.1 0.0 0.0 0.0 2.077 0.0 0.0
98 1.2 43254 792.25 2.1 0.0 0.0 0.0 2.075 0.0 0.0
100 1.1 43149 792.24 2.1 0.0 0.0 0.0 2.073 0.0 0.0
102 1.0 43031 792.23 2.1 0.0 0.0 0.0 2.070 0.0 0.0
104 0.9 42903 792.21 2.1 0.0 0.0 0.0 2.068 0.0 0.0
106 0.8 42765 792.20 2.1 0.0 0.0 0.0 2.065 0.0 0.0
108 0.8 42618 792.18 2.1 0.0 0.0 0.0 2.062 0.0 0.0
110 0.7 42462 792.17 2.1 0.0 0.0 0.0 2.058 0.0 0.0
112 0.6 42299 792.15 2.1 0.0 0.0 0.0 2.055 0.0 0.0
114 0.6 42130 792.13 2.1 0.0 0.0 0.0 2.051 0.0 0.0
116 0.5 41954 792.11 2.0 0.0 0.0 0.0 2.047 0.0 0.0
118 0.5 41772 792.10 2.0 0.0 0.0 0.0 2.043 0.0 0.0
120 0.4 41586 792.03 2.0 0.0 0.0 0.0 2.039 0.0 0.0
122 0.4 41395 792.06 2.0 0.0 0.0 0.0 2.035 0.0 0.0
124 0.4 41200 792.04 2.0 0.0 0.0 0.0 2.031 0.0 0.0
126 0.3 41001 792.02 2.0 0.0 0.0 0.0 2.02G 0.0 0.0

Est Wet Pond Drain Pipe
1 2 3 4 5 0 7 8 9.000 10 11
----
f ItdE ------
INFLOW -------
STORAGE --------
STAGE --------
OUTFLOS'J --------
E3ARREL ---------
RISER - -
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN HOLES 2
rain) (cfs) (cu ft) (`t) (cfs) (cls) (WEIR) (ORIFICE) (cts) (c(s) (cfs)
128 0.3 40799 791.99 2.0 0.0 0.0 0.0 2.022 0.0 D.0
130 0.3 40594 791.97 2.0 0.0 0.0 0.0 2.017 0.0 D.0
132 0.3 40387 791.95 2.0 0.0 0.0 0.0 2.013 0.0 0.0
134 0.2 40177 791.93 2.0 0.0 0.0 0.0 2.008 0.0 0.0
136 0.2 39965 791.91 2.0 0.0 0.0 0.0 2.003 0.0 0.0
138 0.2 39750 791.88 2.0 0.0 0.0 0.0 1.998 0.0 0.0
140 0.2 39535 791.86 2.0 0.0 0.0 0.0 1.993 0.0 0.0
142 0.2 39318 791.84 2.0 0.0 0.0 0.0 1.988 0.0 0.0
144 0.2 39099 791.82 2.0 0.0 0.0 0.0 1.983 0.0 0.0
146 0.1 38879 791.79 2.0 0.0 0.0 0.0 1.978 0.0 0.0
148 0.1 38659 791.77 2.0' 0.0 0.0 0.0 1.973 0.0 0.0
150 0.1 38437 791.75 2.0 0.0 0.0 0.0 1.968 0.0 0.0
152 0.1 38215 791.72 2.0 0.0 0.0 0.0 1.963 0.0 0.0
154 0.1 37992 791.70 2.0 0.0 0.0 0.0 1.958 0.0 0.0
156 0.1 37769 791.68 2.0 0.0 0.0 0.0 1.953 0.0 0.0
158 0.1 37546 791.65 1.9 0.0 0.0 0.0 1.948 0.0 0.0
160 0.1 37322 791.63 1.9 0.0 0.0 0.0 1.942 0.0 0.0
162 0.1 37098 791.61 1.9 0.0 0.0 0.0 1.937 0.0 0.0
164 0.1 36873 791.58 1.9 0.0 0.0 0.0 1.932 0.0 0.0
166 0.1 36649 791.56 1.9 0.0 0.0 0.0 1.927 0.0 0.0
168 0.1 36425 791.53 1.9 0.0 0.0 0.0 1.921 0.0 0.0
170 0.0 36201 791.51 1.9 0.0 0.0 0.0 1.916 0.0 0.0
172 0.0 35976 791.49 1.9 0.0 0.0 0.0 1.911 0.0 0.0
174 0.0 35752 791.46 1.9 0.0 0.0 0.0 1.905 0.0 0.0
176 0.0 35529 791.44 1.9 0.0 0.0 0.0 1.900 0.0 0.0
178 0.0 35305 791.42 1.9 0.0 0.0 0.0 1.894 0.0 0.0
180 0.0 35082 791.39 1.9 0.0 0.0 0.0 1.889 0.0 0.0
182 0.0 34859 791.37 1.9 0.0 0.0 0.0 1.884 0.0 0.0
184 0.0 34636 791.34 1.9 0.0 0.0 0.0 1.878 0.0 0.0
186 0.0 34414 791.32 1.9 0.0 0.0 0.0 1.873 0.0 0.0
188 0.0 34192 791.30 1.9 0.0 0.0 0.0 1.E67 0.0 0.0
190 0.0 33970 791.27 1.9 0.0 0.0 0.0 1.862 0.0 0.0
192 0.0 33749 791.25 1.9 0.0 0.0 0.0 1.856 0.0 0.0
194 0.0 33529 791.23 1.9 0.0 0.0 0.0 1.fi51 0.0 0.0
196 0.0 33309 791.20 1.8 0.0 0.0 0.0 1.845 0.0 0.0
198 0.0 33089 791.18 1.8 0.0 0.0 0.0 1.840 0.0 0.0
200 0.0 32870 791.16 1.8 0.0 0.0 0.0 1.834 0.0 0 0
202 0.0 32651 791.13 1.8 0.0 0.0 0.0 1.829 0.0 0.0
204 0.0 32433 791.11 1.8 0.0 0.0 0.0 1.823 0.0 0.0
206 0.0 32216 791.08 1.8 0.0 0.0 0.0 1.818 0.0 0.0
208 0.0 31999 791.06 1.8 0.0 0.0 0.0 1.812 0.0 0.0
210 0.0 31782 791.04 1.8 0.0 0.0 0.0 1.806 0.0 0.0
212 0.0 31566 791.01 1.8 0.0 0.0 0.0 1.801 0.0 0.0
214 0.0 31351 790.99 1.8 0.0 0.0 0.0 1.795 0.0 0.0
216 0.0 31137 790.97 1.8 0.0 0.0 0.0 1.790 0.0 0.0
218 0.0 30923 790.94 1.8 0.0 0.0 0.0 1.784 0.0 0.0
220 0.0 30709 790.92 1.8 0.0 0.0 0.0 1.779 0.0 0.0
222 0.0 30496 790.90 1.8 0.0 0.0 0.0 1.773 0.0 0.0
224 0.0 30284 790.88 1.8 0.0 0.0 0.0 1.767 0.0 0.0
226 0.0 30073 790.85 1.8 0.0 0.0 0.0 1.762 0.0 0.0
228 0.0 29862 790.83 1.8 0.0 0.0 0.0 1.756 0.0 0.0
230 0.0 29651 790.81 1.8 0.0 0.0 0.0 1.750 0.0 0.0
232 0.0 29442 790.78 1.7 0.0 0.0 0.0 1.745 0.0 0.0
234 0.0 29233 790.76 1.7 0.0 0.0 0.0 1.739 0.0 0,0
236 0.0 29024 790.74 1.7 0.0 0.0 0.0 1.733 0.0 0,0
238 0.0 28817 790.71 1.7 0.0 0.0 0.0 1.728 0.0 0.0
240 0.0 28609 790.69 1.7 0.0 0.0 0.0 1.722 0.0 0,0
242 0.0 28403 790.67 1.7 0.0 0.0 0.0 1.716 0.0 0.0
244 0.0 28197 790.65 1.7 0.0 0.0 0.0 1.711 0.0 0.0
246 0.0 27992 790.62 1.7 0.0 0.0 0.0 1.705 0.0 0.0
248 0.0 27788 790.60 1.7 0.0 0.0 0.0 1.699 0.0 0.0
250 0.0 27584 790.58 1.7 0.0 0.0 0.0 1.694 0.0 0.0
252 0.0 27381 790.56 1.7 0.0 0.0 0.0 1.688 0.0 0.0
254 0.0 27179 790.53 1.7 0.0 0 0 0.0 1.632 0.0 0.0

East ~^Jet Porn Drain Pipe
1 2 3 4 5 6 7 8 9.000 10 11
- -----
TIA1E --------- -
INFLOb'J ----------
STORAGE --------
STAGE ---------
OUTFLONJ --------
6ARREL -
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIN FiOLES 2
(min) (cfs) (cufq (ft) (cfs) (cfs) (WEIR) (ORIFICE) (cfs) (c(s) (cfs)
------
256 ------- -
0.0 ---------
26977 -------
790.51 ---------
1.7 ----------
0.0 -------
0.0 --------
0.0 -------------
1.676 -
0.0
0.0
258 0.0 26776 790.49 1.7 0.0 0.0 0.0 1.671 0.0 0.0
260 0.0 26575 790.47 1.7 0.0 0,0 0.0 1.665 0.0 D.0
262 0.0 26376 790.45 1.7 0.0 0.0 0.0 1.659 0.0 0.0
264 0.0 26177 790.42 1.7 0.0 0.0 0.0 1.653 0.0 0.0
266 0.0 25978 790.40 1.6 0.0 0.0 0.0 1.648 0.0 0.0
268 0.0 25781 790.38 1.6 0.0 0.0 0.0 1.642 0.0 D.0
270 0.0 25584 790.36 1.6 0.0 0.0 0.0 1.636 0.0 D.0
272 0.0 25388 790.34 1.6 0.0 0.0 0.0 1.630 0.0 0.0
274 0.0 25192 790.31 1.6 0.0 0.0 0.0 1.625 0.0 0.0
276 0.0 24997 790.29 1.6 0.0 0.0 0.0 1.619 0.0 0.0
278 0.0 24803 790.27 1.6 0.0 0.0 0.0 1.613 0.0 0.0
280 0.0 24609 790.25 1.6 0.0 0.0 0.0 1.607 0.0 0.0
282 0.0 24417 790.23 1.6 0.0 0.0 0.0 1.601 0.0 0.0
284 0.0 24224 790.20 1.6 0.0 0.0 0.0 1.596 0.0 0.0
286 0.0 24033 790.18 1.6 0.0 0.0 0.0 1.590 0.0 D.0
288 0.0 23842 790.16 1.6 0.0 0.0 0.0 1.584 0.0 D.0
290 0.0 23652 790.14 1.6 0.0 0.0 0.0 1.578 0.0 0.0
292 0.0 23463 790.12 1.6 0.0 0.0 0.0 1.572 0.0 0.0
294 0.0 23274 790.10 1.6 0.0 0.0 0.0 1.566 0.0 0.0
296 0.0 23086 790.08 1.6 0.0 0.0 0.0 1.560 0.0 0.0
298 0.0 22899 790.06 1.6 0.0 0.0 0.0 1.555 0.0 0.0
300 0.0 22713 790.03 1.5 0.0 0.0 0.0 1.549 0.0 0.0
302 0.0 22527 790.01 1.5 0.0 0.0 0.0 1.543 0.0 0.0
304 0.0 22342 789.99 1.5 0.0 0.0 0.0 1.537 0.0 0.0
306 0.0 22157 789.97 1.5 0.0 0.0 0.0 1.531 0.0 0.0
308 0.0 21974 789.95 1.5 0.0 0.0 0.0 1.525 0.0 0.0
310 0.0 21791 789.93 1.5 0.0 0.0 0.0 1.519 0.0 D.0
312 0.0 21608 789.91 1.5 0.0 0 0 0.0 1.513 0.0 0.0
314 0.0 21427 789.89 1.5 0.0 0.0 0.0 1.507 0.0 D.0
316 0.0 21246 789.87 1.5 0.0 0.0 0.0 1.501 0.0 0.0
318 0.0 21066 789.85 1.5 0.0 0.0 0.0 1.495 0.0 0.0
320 0.0 20886 789.82 1.5 0.0 0.0 0.0 1.489 0.0 0.0
322 0.0 20708 789.80 1.5 0.0 0.0 0.0 1.483 0.0 0.0
324 0.0 20530 789.78 1.5 0.0 0.0 0.0 1.477 0.0 0.0
326 0.0 20352 789.76 1.5 0.0 0.0 0.0 1.472 0.0 0.0
328 0.0 20176 789.74 1.5 0.0 0.0 0.0 1.466 0.0 0.0
330 0.0 20000 789.72 1.5 0.0 0.0 0.0 1.460 0.0 0.0
332 0.0 19825 789.70 1.5 0.0 0.0 0.0 1.454 0.0 D.0
334 0.0 19650 789.68 1.4 0.0 0.0 0.0 1.448 0.0 0.0
336 0.0 19477 789.66 1.4 0.0 0.0 0.0 1.441 0.0 0.0
338 0.0 19304 789.64 1.4 0.0 0.0 0.0 1.435 0.0 0.0
340 0.0 19131 789.62 1.4 0.0 0.0 0.0 1.429 0.0 0.0
342 0.0 18960 789.60 1.4 0.0 0.0 0.0 1.423 0.0 D.0
344 0.0 18789 789.58 1.4 0.0 0.0 0.0 1.417 0.0 0.0
346 0.0 18619 789.56 1.4 0.0 0.0 0.0 1.411 0.0 0.0
348 0.0 18450 789.54 1.4 0.0 0.0 0.0 1.405 0.0 0.0
350 0.0 18281 789.52 1.4 0.0 0.0 0.0 1.399 0.0 0.0
352 0.0 18113 789.50 1.4 0.0 0.0 0.0 1.393 0.0 0.0
354 0.0 17946 789.48 1.4 0.0 0.0 0.0 1.387 0.0 0.0
356 0.0 17779 789.46 1.4 0.0 0.0 0.0 1.381 0.0 D.0
358 0.0 17614 789.44 1.4 0.0 0.0 0.0 1.375 0.0 0.0
360 0.0 17449 789.42 1.4 0.0 0.0 0.0 1.369 0.0 D.0
362 0.0 17285 789.40 1.4 0.0 0.0 0.0 1.362 0.0 0.0
364 0.0 17121 789.39 1.4 0.0 0.0 0.0 1.356 0.0 D.0
366 0.0 16958 789.37 1.4 0.0 0.0 0.0 1.350 0.0 0.0
368 0.0 16796 789.35 1.3 0.0 0.0 0.0 1.344 0.0 0.0
370 0.0 16635 789.33 1.3 0.0 0.0 0.0 1.338 0.0 D.0
372 0.0 16474 789.31 1.3 0.0 0.0 0.0 1.332 0.0 0.0
374 0.0 16315 789.29 1.3 0.0 0.0 0.0 1.326 0.0 0.0
376 0.0 16156 789.27 1.3 0.0 0.0 0.0 1.319 0.0 0.0
378 0.0 15997 789.25 1.3 0.0 0.0 0.0 1.313 0.0 0.0
380 0.0 15840 789.23 1.3 0.0 0 0 0.0 1.307 0.0 0.0
382 0.0 15683 789.21 1.3 0.0 0.0 0.0 1.301 0.0 0.0

:asl Wet Pond Drain Pipe
1 2 3 4 S 6 7 8 9.000 10 11
----- -
TIh1E ---- -- -
RJFLO`JJ ----------
STORAGE ---------
STAGE - - -
OUTFLOW
OARREL
RISER
RISER
DRAIN HOLES 1
SPILLWAY
DRAIfJ HOLES 2
(min) (cfs) (cu ft) (ft) (c(s) (cfs) (WEIR) (ORIFICE) (cfs) fcfs) (cfs)
384 0.0 15527 789.19 1.3 0.0 0.0 0.0 1.294 0.0 0.0
386 0.0 15371 789.18 1.3 0.0 0.0 0.0 1.288 0.0 0.0
388 0.0 15217 789.16 1.3 0.0 0.0 0.0 1.282 0.0 0.0
390 0.0 15063 789.14 1.3 0.0 0.0 0.0 1.276 0.0 0.0
392 0.0 14910 789.12 1.3 0.0 0.0 0.0 1.269 0.0 0.0
394 0.0 14758 789.10 1.3 0.0 0.0 0.0 1.263 0.0 0.0
396 0.0 14606 789.08 1.3 0.0 0.0 0.0 1.257 0.0 0.0
398 0.0 14455 789.07 1.3 0.0 0.0 0.0 1.251 0.0 0.0
400 0.0 14305 789.05 1.2 0.0 0.0 0.0 1.244 0.0 0.0
402 0.0 14156 789.03 1.2 0.0 0.0 0.0 1.238 0.0 0.0
404 0.0 14007 789.01 1.2 0.0 0.0 0.0 1.232 0.0 0.0
406 0.0 13859 788.99 1.2 0.0 0.0 0.0 1.225 0.0 0.0
408 0.0 1371 Z 788.97 1.2 0.0 0.0 0.0 1.219 0.0 0.0
410 0.0 13566 788.96 1.2 0.0 0.0 0.0 1.213 0.0 0.0
412 0.0 13421 788.94 1.2 0.0 0.0 0.0 1.206 0.0 0.0
414 0.0 13276 788.92 1.2 0.0 0.0 0.0 1.200 0.0 0.0
416 0.0 13132 788.90 1.2 0.0 0.0 0.0 1.193 0.0 0.0
418 0.0 12989 788.89 1.2 0.0 0.0 0.0 1.187 0.0 0.0
420 0.0 12846 788.87 1.2 0.0 0.0 0.0 1.181 0.0 0.0
422 0.0 12705 788.85 1.2 0.0 0.0 0.0 1.174 0.0 0.0
424 0.0 12564 788.83 1.2 0.0 0.0 0.0 1.168 0.0 0.0
426 0.0 12424 788.82 1.2 0.0 0.0 0.0 1.161 0.0 0.0
428 0.0 12284 788.80 1.2 0.0 0.0 0.0 1.155 0.0 0.0
430 0.0 12146 788.78 1.1 0.0 0.0 0.0 1.148 0.0 0.0
432 0.0 12008 788.76 1.1 0.0 0.0 0.0 1.142 0.0 0.0
434 0.0 11871 788.75 1.1 0.0 0.0 0.0 1.136 0.0 0.0
436 0.0 11734 788.73 1.1 0.0 0.0 0.0 1.129 0.0 0.0
438 0.0 11599 788.71 1.1 0.0 0.0 0.0 1.123 0.0 0.0
440 0.0 11464 788.70 1.1 0.0 0.0 0.0 1.116 0.0 0.0
442 0.0 11330 788.68 1.1 0.0 0.0 0.0 1.109 0.0 0.0
444 0.0 11197 788.66 1.1 0.0 0.0 0.0 1.103 0.0 0.0
446 0.0 11065 788.65 1.1 0.0 0.0 0.0 1.096 0.0 0.0
448 0.0 10933 788.63 1.1 0.0 0.0 0.0 1.090 0.0 0.0
450 0.0 10803 788.61 1.1 0.0 0.0 0.0 1.083 0.0 0.0
452 0.0 10673 788.60 1.1 0.0 0.0 0.0 1.077 0.0 0.0
454 0.0 10543 788.58 1.1 0.0 0.0 0.0 1.070 0.0 0.0
456 0.0 10415 788.56 1.1 0.0 0.0 0.0 1.063 0.0 0.0
458 0.0 10287 788.55 1.1 0.0 0.0 0.0 1.057 0.0 0.0
460 0.0 10161 788.53 1.1 0.0 0.0 0.0 1.050 0.0 0.0
462 0.0 10034 788.51 1.0 0.0 0.0 0.0 1.043 0.0 0.0
464 0.0 9909 788.50 1.0 0.0 0.0 0.0 1.037 0.0 0.0
466 0.0 9785 788.48 1.0 0.0 0.0 0.0 1.030 0.0 0.0
468 0.0 9661 788.47 1.0 0.0 0.0 0.0 1.023 0.0 0.0
470 0.0 9538 788.45 1.0 0.0 0.0 0.0 1.017 0.0 0.0
472 0.0 9416 788.43 1.0 0.0 0.0 0.0 1.010 0.0 0.0
474 0.0 9295 788.42 1.0 0.0 0.0 0.0 1.003 0.0 0.0
476 0.0 9175 788.40 1.0 0.0 0.0 0.0 0.997 0.0 0.0
478 0.0 9055 788.39 1.0 0.0 0.0 0.0 0.990 0.0 0.0
480 0.0 8936 788.37 1.0 0.0 0.0 0.0 0.983 0.0 0.0
482 0.0 8818 788.36 1.0 0.0 0.0 0.0 0.976 0.0 0.0
484 0.0 8701 788.34 1.0 0.0 0.0 0.0 0.969 0.0 0.0
486 0.0 8585 788.33 1.0 0.0 0.0 0.0 0.963 0.0 0.0
488 0.0 8469 788.31 1.0 0.0 0.0 0.0 0.956 0.0 0.0
490 0.0 8355 788.30 0.9 0.0 0.0 0.0 0.949 0.0 0.0
492 0.0 8241 788,28 0.9 0.0 0.0 0.0 0.942 0.0 0.0
494 0.0 8128 788.27 0.9 0.0 0.0 0.0 0.935 0.0 0.0
496 0.0 8016 788.25 0.9 0.0 0.0 0.0 0.928 0.0 0.0
498 0.0 7904 788.24 0.9 0.0 0.0 0.0 0.922 0.0 0.0
500 0.0 7794 788.22 0.9 0.0 0.0 0.0 0.915 0.0 0.0
502 0.0 7684 788.21 0.9 0.0 0.0 0.0 0.908 0.0 0.0
504 0.0 7575 78II.19 0.9 0.0 0.0 0.0 0.901 0.0 0.0
50G 0.0 7467 788.18 0.9 0.0 0.0 0.0 0.894 0.0 0.0
508 0.0 7360 788.16 0.9 0.0 0.0 0.0 0.887 0.0 0.0
510 0.0 7253 788.15 0.9 0.0 0.0 0.0 0.880 0.0 0.0

n
Est VJet Pond Drain Pipe
1 2 3 J 5 6 7 £i 9.000 10 11
1'IG1E UJFLOVJ STORAGE STAGE OUTFLOW CIARREL RISER RISER DRAIN HOLES i SPILLWAY DRAItJ HOLES 2
(min) (ds) (cu ft) (ft) (c(s) - (cfs) (WEIR) (ORIFICE) (cfs) (c(s) (cfs)
512 0.0 7148 788.13 0.9 0.0 0.0 0.0 0.873 0.0 0.0
514 0.0 7043 788.12 0.9 0.0 0.0 0.0 0.866 0.0 0.0
516 0.0 6939 788.11 0.9 0.0 0.0 0.0 0.859 0.0 0.0
518 0.0 6836 788.09 0.9 0.0 0.0 0.0 0.852 0.0 0.0
520 0.0 6734 788.08 0.8 0.0 0.0 0.0 0.845 0.0 0.0
522 0.0 6632 788.06 0.8 0.0 0.0 0.0 0.838 0.0 0.0
524 0.0 6532 788.05 0.8 0.0 0.0 0.0 0.830 0.0 0.0
526 0.0 6432 788.04 0.8 0.0 0.0 0.0 0.823 0.0 0.0
528 0.0 6333 788.02 0.8 0.0 0.0 0.0 0.816 0.0 0.0
530 0.0 6235 788.01 0.8 0.0 0.0 0.0 0.809 0.0 0.0
532 0.0 6138 788.00 0.8 0.0 0.0 0.0 0.802 0.0 0.0
534 0.0 6042 787.98 0.8 0.0 0.0 0.0 0.795 0.0 0.0
536 0.0 5947 787.97 0.8 0.0 0,0 0.0 0.788 0.0 0.0
538 0.0 5852 787.96 0.8 0.0 0.0 0.0 0.780 0.0 0.0
540 0.0 5759 787.94 0.8 0.0 0.0 0.0 0.773 0.0 0.0
542 0.0 5666 787.93 0.8 0.0 0.0 0.0 0.766 0.0 0.0
544 0.0 5574 787.92 0.8 0.0 0.0 0.0 0.759 0.0 0.0
546 0.0 5483 787.91 0.8 0.0 0.0 0.0 0.751 0.0 0.0
548 0.0 5393 787.89 0.7 0.0 0.0 0.0 0.744 0.0 0.0
550 0.0 5303 787.88 0.7 0.0 0.0 0.0 0.737 0.0 0.0
552 0.0 5215 787.87 0.7 0.0 0.0 0.0 0.729 0.0 0.0
554 0.0 5128 787.85 0.7 0.0 0.0 0.0 0.722 0.0 0.0
556 0.0 5041 787.84 0.7 0.0 0.0 0.0 0.715 0.0 0.0
558 0.0 4955 787.83 0.7 0.0 0.0 0.0 0.707 0.0 0.0
560 0.0 4870 787.82 0.7 0.0 0.0 0.0 0.700 0.0 0.0
562 0.0 4786 787.81 0.7 0.0 0.0 0.0 0.692 0.0 0.0
564 0.0 4703 787.79 0.7 0.0 0.0 0.0 0.685 0.0 0.0
566 0.0 4621 787.78 0.7 0.0 0.0 0.0 0.677 0.0 0.0
568 0.0 4540 787.77 0.7 0.0 0.0 0.0 0.670 0.0 0.0
570 0.0 4459 787.76 0.7 0.0 0.0 0.0 0.662 0.0 0.0
572 0.0 4380 787.75 0.7 0.0 0.0 0.0 0.655 0.0 0.0
574 0.0 4301 787.74 0.6 0.0 0.0 0.0 0.647 0.0 0.0
576 0.0 4224 787.72 0.6 0.0 0.0 0.0 0.640 0.0 0.0
578 0.0 4147 787.71 0.6 0.0 0.0 0.0 0.632 0.0 0.0
580 0.0 4071 787.70 0.6 0.0 0.0 0.0 0.624 0.0 0.0
582 0.0 3996 787.69 0.6 0.0 0.0 0.0 0.617 0.0 0.0
584 0.0 3922 787.68 0.6 0.0 0.0 0.0 0.609 0.0 0.0
586 0.0 3849 787.67 0.6 0.0 0.0 0.0 0.601 0.0 0.0
588 0.0 3777 787.66 0.6 0.0 0.0 0.0 0.594 0.0 0.0
590 0.0 3706 787.65 0.6 0.0 0.0 0.0 0.586 0.0 0.0
592 0.0 3635 787.64 0.6 0.0 0.0 0.0 0.578 0.0 0.0
594 0.0 3566 787.63 0.6 0.0 0.0 0.0 0.570 0.0 0.0
596 0.0 3497 787.62 0.6 0.0 0.0 0.0 0.563 0.0 0.0
598 0.0 3430 787.61 0.6 0.0 0.0 0.0 0.555 0.0 0.0
600 0.0 3363 787.60 0.5 0.0 0.0 0.0 0.547 0.0 0.0
602 0.0 3298 787.59 0.5 0.0 0.0 0.0 0.539 0.0 0.0
604 0.0 3233 787.58 0.5 0.0 0.0 0.0 0.531 0.0 0.0
606 0.0 3169 787.57 0.5 0.0 0.0 0.0 0.523 0.0 0.0
608 0.0 3107 787.56 0.5 0.0 0.0 0.0 0.515 0.0 0.0
610 0.0 3045 787.55 0.5 0.0 0.0 0.0 0.507 0.0 0.0
612 0.0 2984 787.54 0.5 0.0 0.0 0.0 0.499 0.0 0.0
614 0.0 2924 787.53 0.5 0.0 0.0 0.0 0.491 0.0 0.0
616 0.0 2865 787.52 0.5 0.0 0.0 0.0 0.483 0.0 0.0
618 0.0 2807 787.51 0.5 0.0 0.0 0.0 0.475 0.0 0.0
620 0.0 2750 787.50 0.5 0.0 0.0 0.0 0.467 0.0 0.0

WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The v~•i°t detention basin system is defined as the wet detention basin, pretreatment including forebays.
Maint Enance activities shall be performed as follows:
A.f:er every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
c. Check and clear the trash rack of any obstructions.
IZEpair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 2 feet of the original 9 foot design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wetland extended detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads approximately 3.50 feet in the main pond, the sediment shall be
removed.
When the permanent pool depth reads approximately 2.00 feet in the forebay, the sediment shall be
removed.
DETENTION BASIN DIAGRAM
(fill in the blanks)
~ Permanent Pool Elevation 787.00
Sediment Re oval EI. 785.00
- Sediment Remova_ _) _E_Ievation 783.50 _ _ _ _ _ _
Bottom Elevati n 783
Bottom Elevation 783.00
FOREBAY
MAIN POND
5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
6. All components of the wet detention basin system shall be maintained in good working order.
7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
Pa~~c 1 of ~

r~a~tained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
r•epanted as necessary.
I ackno~~~ledge and agree by my signature below that I am responsible for the performance of the seven
mainter~nce procedures listed above. I agree to notify the City of High Point and DWQ of any problems with
the systm or prior to any changes to the system or responsible party.
Print mane:
Title:
Address
Phone:
Signatu~a:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
perso na:ly appeared before me this day of ,and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
officia I seal,
SEAL
My commission expires
C
Paer ? ~~1'2

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SU~11\iARY Oh' NUTRIENT REMOVAL
"I~lte following is a swnmary of the nutrient loading and removal analysis results presented in
Section 7. "Phis project uses rivo Wet Detention fond / f3MPs to control quantity and quality of
stormwater I-unoff of proposed development and existing development. "1'he entire site is
approximately seventy (70) acres. Of the seventy (70) total acres, approximately eleven (11)
acres will become impervious. Of this new impervious area, approximately five and half (5.5)
acres is in the stream's sub-basin.
"fhe nutrient loading calculations for both phosphorus and total nitrogen use empirical formulas
with a pollution concentration constant. The pollution concentration constants are developed
using national research. 1~he nutrient removal calculations are based on historical data of typical
removal percentages for wet detention ponds using national research.
Another benefit of the wet detention pond is the removal of eighty-five (85) percent of the total
suspended solids (TSS). Once again, the removal percentage is based on historical data for wet
detention ponds. Other benefits are the removal of trash that without a stormwatcr control device
typically is transported into the stream.
The analysis of nutrient loading and removal is run for two scenarios. The rivo scenarios
compare the current design and a theoretical design that does not disturb the stream or buffer at
all. The second scenario's importance is that by not disturbing the stream or buffer, items such as
treating existing dcvclopcd areas and establishing nC1V l7uffeCS, arc no longer required.
The results of the nutrient rc-noval for the current design versus the theoretical design arc at first
surprising. "fhe current design removes much more phosphorus and total nitrogen than the
theoretical design. I-Iowevcr, once a thorough review of the rivo scenarios is completed, the
major factor affecting the removal of nutrients is the existing developed area. The existing
dcvclopcd area is approximately sixteen (16) acres and is thirty-seven (37) percent impervious.
"I'he proposed developed area is approximately eleven (11) acres and fifty-three (53) percent
impervious.
It is the proposed treatment of the existing developed sixteen (16) acres that helps provide better
overall water quality for the Randleman Water Shed Basin. The proposed development in the
eleven (11) acres at fifty-three (53) percent impervious is allowed because the overall pcrccntagc
for the property is a proposed twenty-nine (29) percent impervious.
The results of the analyses are as follows for the two scenarios. The phosphorus loading to the
stream is 19.62 pounds per year for the current configuration. The phosphorus loading for the
thcorctical configuration is 21.S6 pounds per year. The total nitrogen loading to the stream is 2s0
pounds per year for the current coutigurations. "I'hc total nitrogen loading for the thcorctical
configuration is 346 pounds per year. These results arc sununarized on table 1.
Nutrient Loadin to Stream
Current Confiburation
With Disturbed Buffers
(Ibs /year) Theoretical Coiifiburatio~i
With No Distw•bed Buffers
(lbs /year)
Phos horns 19.62 21.86
Total Nih•o;:cu 280 346

PHOSPHOROUS RCMOVAL
THEORY
The following calculations arc based on the Chesapeake Bay Preservation Ordinance for
Chesterfield County, Virginia. The simple method is used to calculate a phosphorus
loading factor. The simple method is empirical and uses the extensive database obtained
in the Washington D.C. area National Urban Runoff Program study. It can also be found
in Appendix A of "Controlling Urban Runoff: A practical Manual for Planning and
Designing Urban BMP's" published by the Metropolitan Washington Council of
Governments".
DEVEI OPED PHOSPHOROUS I Oft DING (CURRENT .SITE PLAN IVITH
DUFFER DISTURBANCE)
The first step is to calculate the phosphorous loading based on the current plan. The
second step is to calculate the phosphorous removal based on the current plan. The
current plan shows two wet ponds or BMP's on-site. The wet ponds are referred to as the
East Wet Pond and West Wet Pond.
Step 1 -Phosphorous Loading
The proposed areas to the West Wct Pond including existing impervious areas to the
South are approximately twenty-one (21) acres. The proposed impervious area is fifty-
four (54) percent. Therefore, its phosphorous loading from the attached table 1 is 1.25
lb/acre/yr or 26.25 lbs of phosphorous per year.
The proposed area to the East Wet Pond is approximately six (6) acres. The proposed
impervious area is fifty-six (56) percent. Therefore, its phosphorous loading from the
attached table 1 is 1.29 Ib/acre/yr or 7.74 lbs of phosphorous per year. Therefore, the
total phosphorous loading is 33.99 Ibs of phosphorous per year for the current layout.
Step 2 -Phosphorous Removal
The proposed wet ponds treat all proposed impervious areas flowing to the North, which
includes the addition to the nursing home and community commons & independent living
building, along with, associated roads and parking lots. The West Wet Pond also treats
existing impervious area from approximately sixteen (16) acres on-site.
The remove percentages of phosphorous for wet ponds arc based on the volume of runoff
compared to tlic pennanciit wet pond volume which includes the extended detention
volume. The equation for determining the volume of runoff is as follows:
Runoff Vol. = 0.5 x [ 0.05 + 0.009 (I)] x A x 3630

Whcrc `A' is the area in acres and `I' is the percent impervious cover as a whole number.
The volume is in cubic feet. The removal efficiency percentages for wet pond BMP's arc
listed in the following table:
Wet Ponds
BMP /Design Ratio Phosphorus Removal Eff.
Design 4 Permanent Vol =Runoff Vol 35%
Design 5 Permanent Vol = 2.5 times Runoff Vol 40%
Design 6 Permanent Vol = 4 times Runoff Vol SO%
The West Wet Pond Volume is 2.5 times larger than the Runoff Volume so a phosphorus
removal efficiency of 40 percent is used. The East Wet Pond Volume is 4 times larger
than the Runoff Volume so a phosphorus removal efficiency of 50 percent is used.
Therefore, the West Wet Pond removes 10.50 lbs of phosphorus per year. The East Wet
Pond removes 3.87 lbs of phosphorus per year. The total phosphorous removed by the
wet ponds is 14.37 lbs of phosphorus per year.
DEVELOPED PIIOSY/IOROU.S !_OADING (~i~ITH BUFFF_R UNDISTURBED)
The next steps calculate the theoretical phosphorus loading and removal if the buffer is
__ not disturbed and the wet ponds only treat proposed impervious areas. Therefore, the
existing impervious area is not routed through either pond as in the current plan. The
third step is to calculate the phosphorous loading of existing impervious areas that under
the current plan arc treated in the West Wet Pond. The forth step is to calculate the
phosphorus removed by just treating the new impervious areas with similar wet ponds.
Step 3 -Calculation of Phosphorous Loadinb with buffer not disturbed and only
proposed impervious areas routed throubh tlic ponds.
The existing impervious area from approximately sixteen (16) acres is thirty-seven (37)
percent impervious. Therefore, its phosphorous loading from the attached table 1 is 0.89
lb/acre/yr or 14.24 lbs of phosphorous per year. This is currently piped to City Lake
without any stormwater treatment.
The proposed area to the West Wet Pond is approximately five (5) acres. The proposed
impervious area for this area is fifty-four (54) percent. Therefore, its phosphorous
loading from the attached table 1 is 1.25 lb/acre/yr or 6.25 lbs of phosphorous per year.
The proposed arc to the East Wet Pond is approximately six (6) acres. The proposed
impervious area for this area is fifty-six (56) percent. Therefore, its phosphorous loaditlg
from the attached table 1 is 1.29 lb/acre/yr or 7.74 lbs of phosphorous per year.
Therefore, the total phosphorous loading is 28.23 lbs of phosphorous per year.

Step -i -Phosphorous Removal of only proposed impervious area by Wet Ponds
For direct comparison purposes, the removal percentages arc the same as in step 2. The
West Wct Pond Volume is 2.5 times larger than the Runoff Volume so a phosphorus
removal efficiency of 40 percent is used. The East VVet Pond Volume is 4 times larger
than the Runoff Volume so a phosphorus removal efficiency of 50 percent is used.
Therefore, the West Wet Pond removes 2.5 lbs of phosphorus per year. The East Wct
Pond removes 3.87 lbs of phosphorus per year. Therefore, the total phosphorous
removed by the wet ponds is 6.37 lbs of phosphorus per year.
SU~LIATA R Y
The first sets of calculations are based on the current site plan. The current site plan
shows two BMP's, which are wet ponds named the West Wet Pond and East Wct Pond.
The West Wct Pond not only treats the proposed impervious area flowing to it but sixteen
(16) acres of existing developed area. These calculations show a proposed phosphorous
loading of 19.62 lbs of phosphorous per year to City Lake after treatment through the wet
ponds.
The next sets of calculations are based on the theory of not disturbing the intermediate
stream, perennial stream or associated buffers. The wet ponds arc assumed to be sized to
get the same phosphorous removal efficiency for only the proposed impervious areas.
These calculations show a proposed phosphorous loading of 21.86 lbs of phosphorous per
year to City Lake after treatment through the wet ponds.
The current site plan has a phosphorous loading of 19.62 lbs of phosphorous per year to
City Lake and the assumed site plan with buffers intact has a phosphorous loading of
21.86 lbs of phosphorous per year to City Lake. Therefore, the current site plan's wet
ponds Ilot only manage and controls the flows of stornwatcr to City Lake but they
decrease the amount of phosphorous loading to City Lake by treating existing developed
areas on-site.

• TABLE 1

PHOSPHORUS
LOADING FACTORS _
FOR NEW SUBURBAN SITES
_ Z ~ F I F
IMPERVIOUS PHOSPHOROUS IMPERVIOUS PIOSPHOROUS
COVER LOADING _ COVER LOADING
(~) (lb/acre/yr) (~) (lb/acre/yr)
0 0.12 50 1.17
1 0.14 51 1.19
2 0.16 52 ~ 1.21
3 0.18 53 1.23
4 0.20 54 1.25
5 0.22 55 1.27
6 0.24 56 1.29
7 0.26 57 1.31
8 0.28 58 1.33
~
9 .0.31 59 1.36
10 0.33 60 1.38
11 0.35 61 1.40
12 0.37 62 1.42
13 0.39 63 1.44
14 0.41 64 1.46
15 0.43 65~ 1.48
16 0.45 66 1.50
17 0.47 67 1.52
18 0.49 68 1.54
19 0.52 69 1.57
20 0.54 70 1.59
~ 21 0.56 71 1.61
22 0.58 72 1.63
23 0.60 73 1.65
24 0.62 ~ 74 1.67
25 0.64 75 1.69
26 0.66 76 1.71
27 0.68 77 1.73
28 .0.70 78 1.75
29 0.73 79 1.78
30 0.75 80 1.80
31 0.77 81 1.82
32 0.79 82 1.84
33 0'. B1 B3 1 . 86
34 0.83 ~ 64 •1.88
35 0.85 ~ 85 1.90
36 O.B7 86 1.92
37 0.89 87 1.94
38 0.91 88 1.97
39 0.94 ~ 89 1.99
• 40 0.96 90 ~ 2.01
41 0.98 91 2.03
42 1.00 92 2.05
43 1.02 93 2.07
44 .1.04 94 2.09
45 1~. 06 95 2 • 11
46 1.08 96 2.13
47
48 1.10
1.12 97
98 2.15
2.1B
49 1.15 99 2.20
X00 2.22
lI

TOTAL NITROGEN REI\1OVAL
TtIEOR Y
The following calculations are based on the "Simple Method by Schueler (Schueler,
1987) for loading and National Pollution Removal Perforn~ance Database for STPS: 2"`'
Edition for removal percentages". The simple method is used to calculate a total nitrogen
loading. The simple method is empirical and uses the extensive database obtained in the
Washington D.C. area National Urban Runoff Program study.
The Simple Method uses three formulas to calculate loading. The first two formulas are
used to calculate the annual runoff in inches as follows:
R=PxPjxRv
Where P is Annual Rainfall in inches (42.62 inches is the average for the Triad Region
tiom the National Weather Service Records), Pj is fraction of annual rainfall events that
produce runoff (usually 0.9) and Rv is the runoff coefficient calculated as follows:
Rv = 0.05 + 0.009(I)
Where I is the impervious percentage as a whole number.
The formula used to calculate loading in pounds per year is as follows:
L=0.226xRxCxA
Where R is the annual runoff, and C is the pollution concentration in mg/I and A is the
area in acres. The Pollution Concentration "C" is obtained from Table 4 "Urban "C"
Values for Use With the Simple Method (mg/1)", where a "C" of 3.31 pounds per year is
used in all calculations, which is attached a Appendix 1. The National NURP Study
Average is used in deternining loading for these calculations.
DEVEI OPED TOTAL NITROGEN I OADING (CURRENT .SITE PI AN WITH
I3UFFF_R DI.STURBr1NCE)
The first step is to calculate the total nitrogen loading based on the current plan. The
second step is to calculate the total nitrogen removal based on the current plan. The
current plan shows two wet ponds or BMP's on-site. The wet ponds are referred to as the
East Wet Pond and West Wet Pond.
Step 1 -Total Nitroben Loading
The proposed areas to the West Wct Pond, which include existing impervious areas to the
South, are approximately twenty-one (21) acres. The proposed impervious area is filty-
n

four (54) percent. Therefore, its Annual runoff "R" is twenty point fifty-six (20.56)
inches. The total nitrogen loading is three hundred twenty three (323) pounds per year.
The proposed area to the East Wet Pond is approximately six (6) acres. The proposed
impervious area is fifty-six (56) percent. Therefore, its Annual rwioff "R" is twenty one
point twenty-five (21.25) inches. The total nitrogen loading is ninety-five (95) pounds
per year.
Step 2 -Total Nitrogen Removal
The proposed wet ponds treat all proposed impervious areas flowing to the North, which
includes the addition to the nursing home and community commons & independent living
building, along with, associated roads and parking lots. The West Wet Pond also treats
existing impervious area from approximately sixteen (16) acres on-site.
The removal percentages arc based on national averages in Table 1 located in Appendix
2. We used a thirty three (33) percent removal percentage for Total Nitrogen in a
Stonnwater Wet Pond.
Therefore, the West Wet Pond removes approximately one hundred seven (107) pounds
of total nitrogen per year. The East Wet Pond removes approximately thirty-one (31)
pounds of total nitrogen per year. The total nitrogen removed by the wet ponds is
approximately one hundred thirty-eight (138) pounds of nitrogen per year.
DEVEI OPED TOT~I L NITROGEN LOADING (-VITH BUFFER UNDISTURBED)
The next steps calculate the theoretical total nitrogen loading and removal if the buffer is
not disturbed and the wet ponds only treat proposed impervious areas. Therefore, the
existing impervious area is not routed through the either pond as in the current plan. The
third step is to calculate the total nitrogen loading of existing impervious areas that under
the current plan arc treated in the West Wet Pond. The forth step is to calculate the total
nitrogen removed by just treating the new impervious areas with similar wet ponds.
Step 3 -Calculation of Total Nitrogen Loadinb with buffer not disturbed and only
proposed impervious areas routed tbroubli the ponds.
The existing impervious area froth approximately sixteen (16) acres is thirty-seven (37)
percent impervious. Therefore, its Annual runoff "R" is fourteen point fifty-eight (14.58)
inches. The total nitrogen loading is approximately one hundred seventy-four (174)
pounds per year.
The proposed area to the West Wet Pond is approximately five (5) acres. The proposed
impervious area for this area is fifty-four (54) percent. Therefore, its Annual runoff "R"
is twenty point fifty-six (20.56) inches. The total nitrogen loading is approximately
seventy-six (76) pounds per year.

The proposed area to the East Wet Pond is approximately six (6) acres. The proposed
_ impervious area for this area is fifty-six (56) percent. Therefore, its Annual runoff "R" is
twenty one point twenty-five (21.25) inches. The total nitrogen loading is ninety-five
(95) pounds per year.
Step ~ -Total Nitro;cn Removal of only proposed impervious area by Wet Ponds
For direct comparison purposes, the removal percentages arc the same as in step 2.
Therefore, the West Wet Pond removes approximately twenty-five (25) pounds of total
nitrogen per year. The East Wet Pond removes thirty-one (31) pounds of total nitrogen
per year. Therefore, the total nitrogen removed by the wet ponds is approximately (tifty-
six (56) pounds of total nitrogen per year.
SD<<I~lTt1 RY
The first sets of calculations are based on the current site plan. The current site plan
shows two BMP's, which arc wet ponds named the West Wet Pond and East Wct Pond.
The West Wet Pond not only treats the proposed impervious area flowing to it but sixteen
(16) acres of existing developed area. These calculations show a proposed total nitrogen
loading of two hundred eighty (280) pounds per year to City Lake after treatment through
the wet ponds.
The next sets of calculations are based on the theory of not disturbing the intermediate
stream, perennial stream or associated buffers. The wet ponds are assumed to be sized to
get the same total nitrogen removal efficiency for only the proposed impervious areas.
These calculations show a proposed total nitrogen loading of three hundred forty-six
(346) pounds per year to City Lake after treatment through the wet ponds.
The current site plan has a total nitrogen loading of two hundred eighty (280) pounds per
year to City Lake and the assumed site plan with buffers intact has a total nitrogen
loading of three hundred forty-six (346) pounds per year to City Lake. Therefore, the
current site plan's wet ponds not only manage and controls the flows of storniwater to
City Lake but they decrease the amount of total nitrogen loading to City Lake by treating
existing developed areas on-site.

~
.._ ':~._..

~._
-. _..
TSS TP Sol P TN NOx Cu Zn
Stormwater Dry 47 19 -6.0 25 4.0 26 26
Ponds
Stormwater 80 (67) 51 (48) 66 (52) 33 (31) 43 (24) 57 (57) 66 (51)
Wet Ponds
Stormwater 76 (78) 49 (51) 35 (39) 30 (21) 67 (67) 40 (39) 44 (54)
Wetlands

Filtering U J J (- J' - - J J
Practices2
Infiltration 70 85 51 82 N/A 99
Practices
Water Quality J 31 51 (51) 71 (71)
Swales
1. Data based on fewer than five da ta points
2. Excludes vertical sand filters and filter strips
3. Refers to open channel practices designed for water quality
NOTES:
- Data in parentheses represent values from the First Edition (Schueler, 1997; Appendix D).
- Shaded regions indicate a difference of at least ± 5% from the First Edition.
- N/A indicates that the data are not available.
- TSS =Total Suspended Solids; TP =Total Phosphorus; Sol P= Soluble Phosphorus;
TN = Tntal Nitrogen: NOx =Nitrate and Nitrite Nitrogen; Cu =Copper; Zn =Zinc
I"he statistical reanalysis ofthe First Ldition revealed some changes in the pollutant removal efficiencies of S7'Ps
('fable 1). These changes can be attributed to the addition of new studies and revisions to the older studies. Most of
the shaded regions represent a pollutant removal increase of at Icast 5'%. Three exceptions arc nitrogen removal for
littering practices, which decreased by 16"'0; and zinc and soluble phosphorus removal of stornuvatcr wetlands,
which decreased by 18'% and 10°'b respectively. The S'fP group with the greatest change over original data is
filtering practices. "I~his result is not surprising, since a significant number of changes were made to this group (five
studios were added to the original l~i). In particular, the negative soluble phusphorus in the original was caused by a
few values from organic litters, and from one perimeter litter that had become submerged, releasing soluble
phosphorus.

Table 4. Urban "C" Values for Use With the Simple Method (mg/I)

Pollutant New Suburban NURP
Sites
(Wash., DC) Older Urban
Areas
(Baltimore) Central Business
District
(Wash., DC) National
NURP
Study
Average Hardwood
Forest
(N. Virginia) National
Urban
Highway

Runoff
Phosphorus
Total 0.26 1.08 - 0.46 0.15
Ortho 0.12 0.26 1.01 - 0.02
Soluble 0.16 - - 0.16 0.04 0.59
Organic 0.10 0.82 - 0.13 0.11
Nitrogen
Total 2.00 13.6 2.17 3.31 0.78
Nitrate 0.48 8.9 0.84 0.96 0.17
Ammonia 0.26 1.1 - - 0.07
Organic 1.25 - - - 0.54
TKN 1.51 ~ 7.2 1.49 2.35 0.61 2.72
COD 35.6 ~ 163.0 - 90.8 >40.0 124.0
BOD (5 day) 5.1 - 36.0 11.9 -
Metals
Zinc 0.037 0.397 0.250 0.176 - 0.380
Lead 0.018 0.389 0.370 -~ 0.180 - 0.350
Copper - 0.105 - 0.047 -

~~~ ~ ~~
Variance Request for Disturbing a Stream: Buffer in the
Ra~rdlenta~: Lake Watershed
Supplemental a~e~~~9s

Proiect Overview
A. History
Maryfield Nursing Home was founded by The Poor Servants of the Mother of
God, a Catholic congregation of Sisters in 1947. Maryfield has grown into a continuing
care retirement community on a 70 acre campus in east High Point. Approximately 37%
of Maryfield's 125 residents are indigent.
The project expansion is planned for the only space available to Maryfield for
growth.
B. Proiect
The project represents Maryfield's need to fully utilize its available land area so
that it can remain competitive and financially viable. It includes:
0 130 apartments
u New Community Center to house staff and support areas, dining venues,
multi-purpose and activity space, a chapel and wellness center
u 20 independent living cottage homes
o State-of--the-art assisted living and memory support building which will be
added to the existing health center. It will include 24 social model
assisted living units and 24 units in two households of 12 each to provide
a supportive environment for residents with memory loss and impairment.
C. Revised Site Plan
Please refer to the tab labeled "Revised Site Plans" which show all existing
structures, wet detention ponds, new buffer areas, and drainage areas.
D. Local Approval
Please see Minutes attached at the tab labeled "Local Approval."
E. Avoidance and Minimization
Please refer to the tab labeled "Avoidance and Minimization" for a bullet point
summary of site constraints and drawings showing the stream impact using other feasible
layouts.
m

® F. Mitigation
Please refer to the tab labeled "Impervious Surface Table." Mitigation includes 1)
treating 16 acres of currently untreated built-upon area through wet detention, 2)
dedicating 4.5 acres between the project and the West Fork of the Deep River as
unfertilized vegetation (instead of building up to the 50 foot buffer), and 3) paying into
the NC EEP Fund at an already approved ratio of 1.5:1.
G. Nutrient Removal
Please refer to the tab labeled "Nutrient Loading and Removal." Nutrient
removal is clearly greater with the proposed project than with a project that avoided the
stream, but only met minimum standards for other water quality measures. In other
words, rather than build up to its maximum footprint outside this stream buffer, and 1)
tot treating existing impervious surfaces, 2) ~:ot dedicating extra land between the project
and the West Fork, and 3) riot paying into the NC EEP Fund, Maryfield is able to effect
greater overall nutrient removal with the proposed design that disturbs a stream buffer.
H. Financial Constraints
Please refer to the tab labeled "Financial Constraints."
® Reducing the building footprint or number of units is not possible. The project
density is the minimum required to achieve financial ratios needed to secure long-term
financing. It is also the minimum needed to achieve financial efficiencies and economies
of scale required to support the health care infrastructure.
I. Variance Standards
1) Practical difficulties or unnecessary hardships prevent compliance
with the strict letter of the riparian buffer protection requirements
(15A NCAC 2B.0233(9)(a)(i).
Please refer to the tab labeled "Avoidance and Minimization" for a bullet point
summary showing site constraints and limitations.
Maryfield has owned this campus since 1947. It has no room for expansion other
than on the land it owns. Smaller scale expansions do not provide sufficient financial
cash flow to cover expansion costs. (See tab labeled "Financial Constraints.") Therefore,
if "break even" expansion is not allowed, little or no use can be made of these many
acres.
Maryfield has always been in the business of managing a nursing home for
elderly patients. There is no use for this site other than Maryfield's own expansion.

Grccnsboro 738549.1 I 2

2) The variance is in harmony with the general purpose and intent of the
state's riparian buffer protection requirements and preserves its spirit
(15A NCAC 2B.0233(9)(a)(ii).
The state riparian buffer requirements were adopted to protect water quality,
especially water quality in the state's water supply watersheds. The buffer variance is
harmonious with the purpose and spirit of the requirements primarily because it more
than replaces the stream buffer along this stream with additional, not required, riparian
buffers between the project and the West Fork of the Deep River.
Additionally, by constructing water quality ponds that capture and treat
impervious surface areas that previously were untreated, Maryfield is able to provide
better overall water quality than if it built the maximum footprint possible outside of the
stream buffer, yet built up to the 50 foot buffer along the West Fork of the Deep River,
and chose not to treat grandfathered impervious surfaces.
See tab labeled "Impervious Surface Table."
3) In granting the variance, the public's safety and welfare have been
assured, water quality has been protected, and substantial justice leas
been done. (15A NCAC 2B.0233(9)(a)(iii).
~~ The best yardstick for public safety and welfare under these rules is the level of
protection of water quality which has been addressed in the previous sections of this
application. Issues regarding wildlife habitat and h~stonc property protection have been
addressed in the Permit to the Army Corps of Engineers under Tab 3 in the originally
submitted materials.
The "substantial justice" issue provides an opportunity to look at the larger social
costs or public losses in the context of what is gained by protection of this section of
stream buffers. As has previously been described, this is an unusually small drainage
basin (18.5 acres) of which only 6 acres passes through the stream buffers. The filtration
of these 6 acres is more than replicated with water quality ponds and the additional
buffers created between the West Fork of the Deep River and the project.
Maryfield has a strong and unblemished record of caring for the elderly in this
community, including many who are indigent. Its mission should continue and expand,
benefiting hundreds more older men and women each year. Therefore, in the balancing
of the social and environmental benefits and losses, the issue of "social justice" can be
easily answered. If Maryfield is allowed to disturb stream buffers for this project, water
quality will be enhanced and it can provide expanded and greater service to older
citizens. Disallowing the buffer disturbance means, in total, a lower level of water
protection and a great loss of elder care to this community.
,c
Greensboro 738549.1 3

History
Maryfield Nursing Home was founded by the Poor Servants of the Mother of
God, a Catholic Congregation of Sisters, in 1947. The Order itself was founded in 1869
by Frances Taylor, a nurse who served with Florence Nightingale in the Crimean war.
Maryfield has grown into a continuing care retirement community on its 65 acre
campus in east High Point. Approximately 37% of Maryfield's 125 residents are
indigent. It is surrounded by residential development to the east and west and has no
place to expand except northward towards the West Fork of the Deep River, which
supplies the High Point City Lake.
C

Greensboro 738810.1

Project
The proposed expansion includes 130 new Independent apartments, a new
Community Center which houses staff and support areas, dining venues, multi-purpose
and activity space and other amenities to support an active and safe environment for our
new residents. A chapel and wellness center are also part of the Community Center. The
proposed 130 new apartments flank the new community center to the east and to the west
in two attached buildings. In addition, the proposed project adds up to 20 new
independent living cottage homes on two cul-de-sacs to supplement the existing cottage
housing component on the campus. Future expansion of up to 40 Independent Living
units is also anticipated in the overall masterplan.
As an addition to the existing Healthcenter, a new state of the art Assisted Living
and Memory Support building will include 24 social model assisted living units and 24
units in two households of 12 each designed to provide a supportive environment for our
residents with memory loss and impairment. This building adds a level of care to the
Pennybyrn campus that currently does not exist. With the new Independent Living
component, new Assisted Living, and a renovated Healthcenter, Pennybyrn will be able
to offer services to seniors with a wide range of needs and abilities.
Major renovations and improvements to the existing healthcenter will also be a
part of this project. Pennybyrn at Maryfield is an innovative model for elderly care
patterned after a similar facility in Kansas. The new paradigm eliminates the institutional
feel of a nursing home where all programs and functions are centralized and residents
have little control over their daily routines. In its place, Pennybyrn will use a different
architectural concept that de-institutionalizes the facility to create "households" instead of
"wards" or "wings."
Each household will accommodate 18 to 23 residents with private spaces and
home-style furnishings that recreate home life among a smaller and more intimate group
of residents. Traditional centralized services (dining, housekeeping, laundry, etc.) will be
de-centralized. Each household will have its own fully equipped kitchen, various private
spaces, and self-led service teams.
This model also requires a common community center that links the different
households and which is easily accessible by residents in the de-centralized areas.
Tangible results experienced by other facilities moving to this model clearly demonstrate
superior care for elderly residents. Measurable results include substantial decreases in
weight loss, decreases in restraint usage, and decreases in prescribed medications.
Intangible results include observable increased levels of satisfaction and happiness and
decreased frustrations and anxieties among residents.

Grccnsboro 738813.1

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~~ PENNYBYRN AT MARYFIELD Architacturs
Engln••rln9 ,/~~ A F I DESIGNED: REVISIONS:
S ~ c slP1annlna \ MJM / ELG - 8/17/05 PER C O.H P T.R.C.
~ d ~ ~ Interior KOONTZ-BRYANT, P. C. COMMENTS
~ ~~ ~ ~ z CITY OF HIGH POINT GUILFORD COUNTY NORTH CAROLINA SFCS Inc:• 305 South Jefferson Street m s•ryh cron c°n•unln9 Flrm DRAwN:
\ ROOnOke, Virginia 24011.2003 8908 INTERNATIONAL DRIVE, SUITE 100 JBH/MJM i~
BASIN AND PROPOSED LAYOUT 540.344.6664 • Fax [phone] GREENSBORO, NORTH CAROLINA 27408 ~
(338) 885A200 FAX [phone] CHECKED:
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Z q to O ~ T /~ ~y wrehtt•elur• DESIGNED: REVISIONS:
~ ~~ PENNYBYRN AT MARYFIELD \/~,_/~ -,`\J` P~~;~;;r'°° ~~~ KOONTZ-BRYANT, P,C MJM/ELG -8/17/O6PERC.O.H.P.T.R.C.
/ ~ •. ~~~~ 9 COMMENTS Ii~
N ~ ~ A Full Service CNII Conaukin Flrm DRAWN: ii
m CITY OF HIGH POINT GUILFORD COUNTY NORTH CAROLINA SFCS Inc! SOS South Jefferson Street JBH /MJM
p 69091NTERNATIONAL DRIVE, SUITE 100
~ Roanoke, irglniD 24011.2003 GREENSBORO, NORTH CAROLINA 27409
~ PROPOSED TREATMENT AREA 540.344.6 64 • Fox 540.343.6925 [phone] FAX [phone] CHECKED:
kbpc®ktwnhbryantcom MJM I ELf~
WWW. SfCS.C !r1
I I

NORTN CAROLINA') INTERNATIONAL CITI''
STATE OF NORTH CAROLINA
GUILFORD COUNTY
CERTIFICATION
I, [.ISA B. VIF,RLING, Clerk of the City of High Point, North Carolina, do hereby certify that
the foregoing draft of the minutes of a meeting held by the High Point City Council on Monday, August
15, 2005 at 4:45 p.m. is a true and accurate of the action taken at this meeting regarding a Minor and
Major Watershed Variance as requested by Maryfield, Inc. The minutes will not be considered as
"Official" minutes until such time they are approved by the High Point City Council. Approval is
anticipated by High Point City Council around September 6`s.
WITNESS my hand and the Corporate Seal of the City of High Point, the 18`h day of August, 2005.
I, Dawn J. Davis, a Notary Public of said County and State, do hereby certify that
LISA B. VIERLING is known to me as City Clerk of the City of High Point; that she personally
appeared before me this date; and, upon authority duly given and as an act of said City, issued and
executed the foregoing Certification.
WITNESS my hand and official Notarial Seal, this 18`h day of August, 2005.
• .. Notary Public
..: ~ r pr
.~ ..
_1
Commission Expires: 08/19108

Draft- not yet approved by Council. Will be submitted for approval on 9l6/O5.
® HIGH POINT CITY COUNCIL A'IUNICII'AL OFFICE BUILDING
MEETING MINUTES
August 15 2005 4:45/5:30 P.AI.
ROLL CALL, PRAYER, PLEDGF, OF ALLEGIANCE
Upon call of the roll, ; hfayor Rebecca R. Smothers, Mayor Pro Tetn Latimer B. Alexander,
!V and Council Members iVrlliam S. Bencini, Jr.; John Faircloth; Bernita Sims, d1
Christopher Whitley and Ronald B. {f'ilkins x~ere present
Council hfemberJohn T. Linton was absent.
Note: {Nord 6 rs vacant due to the resignation of Owen Strickland effective 8/1/05.
Note: Council Member Ron IVilkins ti~~as not present for all matters on the Agenda. Proper
notation tivill be recorded under the specific matters.
Ala}~or Pro Tem Alexander offered the in-•ocation; the Pledge of Allegiance followed.
PRESF,NTAT(ON OF ITEMS
FINAL, ACTION TAKF,N ON THF. PRECEDING A[ATTF,RS AT THIS_niF,F.TING
At the conclusion of the Committee of the {i7iole Session, with all items placed on Thursday's
Agenda tivith a favorable recommendation, a motion was made by Council Member Bill Bencini,
seconded by Council ifember Chris Whitley to suspend the rule relative to placing all items on
Thursday's Agenda, to take official action at this meeting. The motion carried unanimously. (7-0
vote) Council btember Linton was absent and vacancy in Nard 6.
Afotion was then made by Council 1ltember Bernita Sims, seconded by Iliayor Pro Tem Alexander
that all Committee recommendations made at this meeting stand as official action, and the regular
meeting scheduled forThursday morning be cancelled. The motion carried unanimously. (7-0 vote).
Council 1ltember Linton was absent and vacancy in Ward 6.
FINANCE COMMITTEE -Council Member ~'Vhitley, Chair
(All members tit~ere present except Linton)
050226 Resolution -Bid No. 03 -Truck Crane for Electric Department
Council is requested to adopt a resolution awarding contract for Brd No. 03 to purchase a
truck crane to be used by the Electric Department to set transformers and underground
electric work. Purchasing and Fleet Services recommends that contract be awarded to
Piedmont Ford Truck in the amount of $20,667.00 which is the lowest responsible and
responsive bidder mechng specifications.
Thrs vehrcle rs to be used by the Electric Departmen! for setting transformers and
wtderground electrc rti~ork and rs a replacement, upgrade. The truck being replaced is too
srnall and unsafe.

High Point Gry Council Meeting Minutes August I5, 2005
® A motion was made by Council Member Faircloth, seconded b}' Council Member Sims, that this
matter be adopted. The molion carried by the following 6-0 vote:
Votes: Aye: ;lfayor Smothers, Council 1lember Alexander, Council illember Faircloth, Council Afember
Sims, Council Member Bencini and Council Member Whitley
Absent: Council llfember Wilkins and Council Niembcr Linton
Resolution No.1014/15-76 Introduced 08115105
Adopted 08/15/05
Resolution Book Volume XIV, Page 186
Exhibit Book Volume VI, Page 32
PLANNING & DEVELOPMENT COMMETTEE -Council Member Bencini, Chair
(All members were present)
050232 Resolution of intent -Annexation - Hicksw'ood Road- LonQaker
Approval of a Resolution of Intent that establishes a public hearing date of September G,
2005 to consider a voluntary contiguous annexation of approximately 3.34 acres located on
the west side of Hickswood Road approximately 600 feet south of Willard Road, pursuant to
petttion submitted by John E{. Longaker.
The Committee recommended this matter be placed on Thursday's Agenda with a favorable
® recommendation for adoption.
A motion xas made by Council 1lfember Bencini, seconded by Council Member Sims, that this
matter be adopted. The motion carried by the following 6-0 vote:
Voles: Aye: 1lfayor Smothers, Council Member Alexander, Council Member Faircloth, Council Member
Sims, Council 1liember Bencini and Council 1lfember Whitley
Absent: Council Member 1Vilkins and Council Member Linton
Resolution No.1015/OS-77 Introduced 08115/05
Adopted OS/IS/OS
Resolution Book Volume XIV, Page 187
050233 1liinor and Aiaior Watershed Variance- ]liarvfield, inc.
Consider a request from 1.4aryfield, Inc. for minor and major watershed variances. A minor
watershed variance is being requested for proposed disturbance of existing steep slopes
(slopes of 15% and greater). A major watershed variance is being requested for proposed
disturbance of an existing intermittent and perennial stream buffer as classified by the
Department of Natural Resources, Division of Water Quality. The site is located at the
northwest comer of Greensboro Road and Penny Road and contains approximately 70.19
acres.
C7

High Point Gty Council Mecung Minutes Ausust I5, 2005

Illark Schroeder ojPlunning & De-~elopment ga~•e an o~~enzew of the staff repor! as jollox~s.
CITY OF HIGH POINT
DEPARTAfENT OF PLANNING AND DEVELOP,l1ENT
STAFF REPORT (Case t{ ~VSVOS-05)
MINOR & DIAJOR WATF.RSHF,D VARiAN'CF,
August 10, 2005

Applicant: Owner:
Pennybyrn at 1`'taryGeld b4aryfield,lncorporated
Request: Develop a new community commons and wellness center on the Pennybyrn at
1,laryfield campus within Tier 3 of the City hollow Lake Watershed Critical Area
(WCA).
Alinor Watershed Variance - A minor watershed variance -s being requested for
proposed disturbance of existing steep slopes (slopes of 15% and greater). Protection of
steep slopes within a watershed cntical area (WCA) is a local requirement; therefore, the
vanance request is classified as a minor (not requiring Environmental Management
Commission a royal).
itilajor Watershed Variance - A mayor watershed variance is being requested for
proposed disturbance of an existing intem~ittent and perennial stream buffer as classified
by the Department of Natural Resources Division of Water Quality. The buffer
disturbance exceeds 5% of the stream; therefore, local and state (Environmental
Mann ement Commission) review is re uued.
Location 1315 Greensboro Road (Northwest comer of
Greensboro Road and Penny Road). Guilford
County Tax Parcel 61-1-3, et al
Site Acreage Approximately 70.19 acres
Current Land Use Nursing Home and Congregate Care
Land Use Plan Designation Institutional and Low Density Residential
Overlay Districts High Point City Lake Watershed Critical Area
(WCA) -Tiers 3 & 4
•+• •~

Strcct Name
Classification 4
A roximate Fronta e
Greensboro Road Major Thoroughfare 275 ft.
Penny Road Major Thoroughfare 1,105 ft.
C]

High Point City Council Atceung Minutes August li, 2005
INTRODUCTION AND BACKGROl1ND
Pennybyrn at h9aryfield has operated as a senior care facility on the property since 1947. Several
structures on the property arc protected historic structures, which adds to the character and charm of th
retirement community. Since 2001 the property owners have pursued an ambitious expansion plan to
meet the needs of the region's growing elderly population.
The site is currently developed with a nursing home, congregate care facility, and single-family units
(cottages). The development is clustered to the southern and western portions of the site. The
topography of the site falls generally in a south to north direction towards the West Fork of the Deep
River. The nortltem half of the property is heavily wooded and contains the steep slopes and classified
stream that are the subject of these variances.
e
MINOR 1VATERSHED VARIANCE
Section 9-7-4(e) of High Point's Watershed Protection Overlay Districts protects steep slopes (slopes
equal to or greater than 1 S%) within a watershed critical area (WCA). As illustrated on Figure 4, the
applicant is proposing to disturb 3 separate areas containing existing slopes equal to or greater than 15%.
On of these areas is located along the classified stream that is the subject of the major watershed
variance request. Approval of the minor variance for this area would be a prerequisite for approval of
the major variance.
Required Findings of Fact
To approve disturbance of these slopes a minor variance to the standards and restrictions of Chapter 7,
Article A (Watershed Protection Overlay Districts) of the City Development Ordinance is required. City
Council is required to make the following findings of fact: 1) There are practical difficulties or
unnecessary hardships that would result from carrying out the strict letter of the Ordinance; 2) The spirit
of the Ordinance is preserved; 3) Public safety and welfare is assured and does substantial justice.
To address these requirements the applicant's submittal states the following conclusions. 1) The
proposed location of water quality pond maximizes the water quality protection for the site while
allowing existing development to remain undisturbed (see Attachment I -Section B.l) of the applicant's
response). 2) Water quality is not degraded down stream as a result of the steep slope disturbance
because impervious surface area runoff is not currently directed through the steep slope areas. (See
Attachment I -Section B.2)). 3) Public safety and welfare is assured and substantial justice is
accomplished by the achieving greater water quality protection.
Analysis
Based on the existing services offered on the campus, the desire to offer a more comprehensive senior
care facility, and the existing site layout, it appears to staff that there are no practical alternatives to the
proposed expansion to accommodate approximately 47 single family units, 133 independent living
apartments, 83 units of assisted living, a community commons and wellness center, and other supportive
uses. In an effort to mitigate and assure improved water quality as a result of the proposed expansion a
wet retention pond is proposed in the westernmost steep slope area. The proposed pond location is at
the discharge location of existing storm drainage pipes. The location also enables the size of the pond to
be designed to capture and treat the first inch of stormAVater runoff instead of the required first half inch.
The spirit and intent of the Environmental Regulations outlined in Chapter 7, Article A of the High Point
Development Ordinance is to protect water quality. The applicant cites the lack of water quality
treatment provided by the steep slopes by demonstration that very little impervious surface area runoff

Hash Point Gty Council Mectirg Minutes August I5, Z005
travels through the steep slope areas and provides additional treatment of impervious surface area that
® would not otherwise require treatment. This is illustrated in Figure 3. In effect, the proposal is treating
155,361 square feet of impervious surface area above what is required by the ordinance and treating the
first 1-inch of runoff instead of the required first half inch (See Attachment I -Section A.2) & 3) from
the applicant's request).
Sce the Watershed Review Committee recommendation at the end of the staff report.
i1iAJOR WATERSHED VARIANCE
Maryfield, Incorporated is requesting a rnajor watershed variance for elimination of an intermittent and
perennial stream buffer. As illustrated on Figure 1 (sec attached) approximately SOO linear feet of
classified stream and associated buffer would be disturbed. Although approximately 300 feet of the
stream is classified as intermittent, with the remaining 200 feet being perennial, the required stream
buffer width for both segments is 50 feet since the proposed development is classified as "low density"
(less than 24% built upon area).
The proposed expansion of the Pennybyrn at Maryfield campus includes the addition of independent
living apartments, community commons, and wellness center. The proposed expansion and associated
parking results in the disturbance of 63,049 square feet of intermittent and perennial stream buffer area
along 500 linear feet of classified stream. In order to construct the proposed expansion, the applicant
proposes to remove the stream and eliminate the buffer. The contributrng runoff and existing springs at
the headwaters of the stream are proposed to be piped and released in a drainage channel to the east of
the proposed construction. Removal of the 50-foot wide (established from top of bank) undisturbed
riparian stream buffer requires the approval by the High Point City Council and the Water Quality
Committee of the Environmental Management Commission (EMC).
The stream proposed for disturbance has a drainage basin of 18.50 acres, of which, approximately 17.25
acres is on the development site. Of this area, approximately 2.3 acres is impervious. None of the
stormwater runoff from the impervious surface area (ISA) passes through the stream buffers because the
runoff is already concentrated within drainage channels when it reaches the stream buffer (See Figure 2).
Another significant contributor to the classified stream is the existence of two springs identified as the
beginning of the classified stream. The stream then continues north approximately 500 feet and crosses
a recently constructed sanitary sewer outfall (this resulted in the disturbance of approximately 30 linear
feet of stream. The stream then immediately discharges into a protected wetland (identified as waters of
the State) on the southern bank of the West Fork of the Deep River (a perennial stream), which, along
with the East Fork of the Deep River, feeds the City Lake water supply.
The applicant is proposing to restrict disturbance and limit the impervious surface area north of a
pedestrian walkway between the proposed facility and the West Fork of the Deep River. The vegetated
area, of which greater than 50% will be undisturbed, will contain approximately 82,000 square feet in
area between the existing sanitary sewer outfall easement and the proposed facility (See Figure I ). This
area exceeds the approximately 63,000 square feet of riparian buffer disturbance.
Required Findings of Fact
To approve a major or minor variance to the standards and restrictions of Chapter 7, Article A
(Watershed Protection Overlay Districts) of the City Development Ordinance, City Council is required
to make the following findings of fact: l) There are practical difficulties or unnecessary hardships that
would result from carrying out the strict letter of the Ordinance; 2) The spirit of the Ordinance is
preserved; 3) Public safety and welfare is assured and does substantial justice.

High Point Gty Council Mccung 6tmutes August I5, 2005
To address these requirements the applicant's submittal states the following conclusions. 1) The
proposed expansion location is the most feasible location based on the existing campus layout and the
desire to expand the senior care facilities on their existing property (see Figure 3). 11'Iaryfield, Inc. has
owned the property since 1947 and has been pursuing expansion since the summer of 2001 (see
Attachment I -Section A.1) of the applicant's report). 2) ~'Vater quality is not degraded down stream as
a result of the stream disturbance. (See Attachment I -Section A.2)). 3) Public safety and welfare is
assured and substantial justice is accomplished by the applicant's mitigation measures.
Analysis
Based on the existing services offered on the campus, the desire to offer a more comprehensive senior
care facility, and the existing site layout, it appears to staff that there are no practical alternatives to the
proposed expansion to accommodate approximately 47 single family units,133 independent living
apartments, 83 units of assisted living, a community commons and wellness center, and other supportive
uses. The design and location of the large community commons and wellness center leaves little
flexibility in its placement resulting in the stream buffer disturbance. In addition, the razing of other
st~.lctures, particularly those with historic value, to acconunodate a relocation of the community
commons and wellness center, is neither feasible nor desirable. Relocating the facility to another site
altogether or limiting the amount of services provided on this site would be not be practical and would
not provide a marketable level of senior care service. To accommodate the desired future services
expansion to the north is the only feasible location.

As with the minor variance, the spirit and intent of the Environmental Regulations outlined in Chapter 7,
Article A of the High Point Development Ordinance is to protect water quality. The applicant cites the
lack of water quality treatment the stream buffer provides by demonstrating that no existing impervious
surface area runoff passes through the stream buffer. As with the minor variance, the applicant also
proposes providing additional treatment of impervious surface area that would not otherwise require
treatment. This is illustrated in Figure 3. ]n effect, tl~e proposal is treating 155,361 square feet of
impervious surface area above what is required by t}~e ordinance and treating the first 1-inch of runoff
instead of the required first half inch (See Attachment I - Section A.2) & 3) from the applicant's
request).
WATERSHED REVIEW COD1AlITTEE REC011D1ENDATION
The City's Watershed Review Committee (VVRC) has reviewed the proposal. The WRC supports the
arguments and evidence presented by the applicant to allow the removal of the stream buffers for a
length of 500 feet to the existing sanitary sewer outfall easement. In addition, the WRC supports the
similar and related arguments to disturb some steep slope areas.

Staffs findings are based on the belief that by providing water quality treatment in excess of what is
required by providing: 1) A wet retention pond design that treats the first inch of stormwater runoff (an
additional half-inch above what is required) from existing and proposed impervious surface areas; and 2)
Approximately 155,000 additional square feet of impervious surface area runoff is proposed to be
treated that would, under the current ordinance, not be required for treatment. Staff also finds that the
applicant has sufficiently demonstrated the limited water quality treatment that the existing steep slopes
and stream buffer provides. That through quality design and mitigation, the water quality leaving the
site would be improved by allowing the proposed development.
Staff approval is subject to the following conditions:
]0

Ihgh Point Gty Counal htre~ing Minutes August I5, ?005
1. Approval contingent upon the issuance of the applicable 404/401 permits.
2. Staff must approve a planting plan for the proposed buffer area and the additional stream buffer
restrictions must be approved and recorded in the Guilford County Register of Deeds Off ce.
3. Revise the watershed development plan prior to construction.
Follotiring the presentation of the staff report by Afr. Schroeder, Sister Lucy Hennessy, Chref
Executive Officer of Pennybyrn at dfa}fteld x~as recognrzed to address Cowrcil regarding
these matters. Sister Lucy spoke in favor of the reguert and made the following statement:
"For many}'ears Afaryf eld, Inc. has existed as Afaryfreld Nursing Ifome with a reputaUar
for excellence in care in the High Point eontmunity and throughout the state. If'e began
serving the Nigh Point community in 1947 as a nursing home. Over the years we continued
to expand and have alx•a}~s been blessed by a close relationship }vrth the community and with
the Cit}• of High Point. In 1979, bfan f eld became a continuing care retirement community
(CCRC) and constructed 19 independent living cottages.
Lt December oJ?001, after much analysis, pra}•er, and planning, we requested and the Nigh
Pains Ciry Council approved a request to rezone our property to a conditional use planned
unit development. {Ve bare been working since that time to make the vision for our
retirement community a reality and have invested se-~era! million dollars in the project at this
ttme.
Afaryf eld is currently in the final stages of securing approvals for expansion of its existing
operations on its current campus, to include approximately 131 additional independent living
apartments, eighteen (18) independent hying cottages and the conversion of the sales and
marketing cottage and existing club house into nti•o (1) additional independent living
cottages, nti•enry four (14) assisted liti•ing units, and nvent}~ four (14) assisted living memory
support beds.
The Project includes a major reeonfrguration and renovation of the Health Center which will
eoinplete a sh f jrotn a traditional centralized, institutional model of care to a decentralized
home based tnodel of care. The current four residers! wings, x~ith centralized kitchen, dining
and activities space, will be transforrned into six households with 18 to 12 residents each.
The households x•ill hati~e a kitchen, lrti~ing room, timing room and outdoor patio and have
easy access to a torn square x~hich rill offer a beauty shop, an exercise room, a therapy
roam, a small cafe', a pla}~ area for children, a private dining room and other amenities.
Thts decentralized, home-based model will give the residents greater control over them byes,
foster a deeper level of community, arrd provide staff and families many more opportunities
for nreaningrul interaction with restdents.
{G'e are now ready after the many years of planning and marketing to move jonvard with the
conslniclron and f nancing. IVe are planning to seek approval to move fonvrd with vur tar
exempt bard issue at the October Local Government Commission meeting.
Upan completion of this project, Pennybyrn at Afar}freld will be a continuing care retirement
conununrry recognized for quality sen~ices on the full continuum in the aging process. IVe
x•ill continue !o achieve the highest level of care and excellence as a nursing home and -ve
are excited about the significant undertaking that rs included in the project to create
households and home within Afar} f eld Nursing Nome.

High Pomt Gty Council htcehng hUnutes August I5, 2005
The canpletion of the CCRC repositioning provides the necessary degree of financial
stability and securit}'that is needed to sustain the ntissiat ojAlar}field and to see it grow.
Pennyb}•rn at ~l1ar}f eId is excised about continuing to sen~e the Nigh Point communit}~
seniors and those throughout the Triad of North Carolina.
On behalf of our Board and the Sisters x~e thank you for all }'our support over the }'ears and
die support of the City of Nigh Point staff Thank you. "
For die record, Alonte J. Aloresehi with Koontz-Br)~anl, P.C., 'vas present to answer any
concerns.
The following action was taken:
Approved the Minor {Yatershed Yariance for proposed disturbance of existing steep slopes
(slopes of IS°o and greater). Protection of steep slopes within a watershed critical area
(WCA) is a local requirement; therefore, the varimue request is classified as a minor
variance which does not require Environmental Alanagement Commission approval.
Approval of the dt'iiior {Yatershed Variance is a prerequisite for approval of the
acconrpan}~uig Afajor {Yatershed Variance.
Approved the Mayor Watershed Yariance for proposed disturbance ojan e?risting intermittent
and perennial stream buffer as classified by the Department oJNatural Resources Division of
{Pater Qualit}~. The buffer disturbance exceeds 5% of the stream; therefore, local and state
(Environmental Afanagement Commission) review is required.
Upon motion by Council Afember Bencini, second by Council Member Whitley, bath the 1linor
R'atershed Variance and the Major Watershed Variance were unanimously approved based on the
Findings of Fact as outlined in the staff report with the understanding that appro~•al of the major
R'atershed Variance is also contingent upon reti•ierv and proper permits obtained from DENR. The
motion carried by the following 6-0 rote:
A tnotion was made by Council 1lember Bencini, seconded by Council 1lember 11'hitley, that this
matter be appro~•ed. The motion carried by the following (r0 vote:
Votes: Aye: 1tayor Smothers, Council Diembcr Alexander, Council Aiember Faircloth, Council Diember
Sims, Council ,liember Bencini and Council Piember 1Vhitley
AbsenL• Council Member R'ilkins and Council Aiember Linton
Exhibit Book Volume VI, Page 33
Pendint; Items
050210 Ordinance -Annexation -Paul Pone Rnad - Peebles ~ StaleV
Consideration of a voluntary non-contiguous annexation of approximately 97.30 acres lying
at the tern~inus of Paul Pope Road, southeast of the Burton Avenue and toe Moore Road
intersection, pursuant to petition submitted by Peebles & Staley.

12

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Avoidance and Minimization
Determining Factors
Pennybyrn at Maryfield
High Point, NC
October 18, 2005
The following points illustrate and highlight determining factors that drive the layout and
building configurations proposed for the new expansion at the Pennybyrn campus. Each
point below is reinforced in this section by the attached drawings. Attached drawings, all
dated October 18, 2005:
Buildable Land Study
Design as Submitted
Alternate One
Alternate Two
Determining Factors
1. Location and size of the proposed Assisted Living/Dementia addition is set by
connection points to the existing Healthcenter. Staffing and services to
residents in this building come from the existing Healthcenter. Also, this
building needs a dedicated entrance, thus setting location of entrance
roadway as it branches to the Assisted Living building
2. Roadway connection to existing cottages and serving the new Assisted Living
building and finally to our new loading dock sets roadway location. This
layout is determined by existing parking, existing cottages, and topography.
3. Existing utility easement set by City of High Point and setbacks along City
Lake/Vllest Fork of the Deep River.
4. Steep topography leading to City Lake and need to maintain natural
vegetation buffer to lake.
5. Note no drive lane on north side of our proposed buildings. Although City of
High Point emergency departments would like drive lane access, we have
negotiated alternate access to minimize disturbance between proposed
construction and City Lake. Any alternate plan would probably require
access road, and therefore would disturb more land and vegetation along City
Lake.
6. Zoning and existing residential neighborhood limits our building height to two
stories on the front/south face. Building footprints are set in size by the
height limitations. We were successful in making the north side three stories,
taking advantage of existing topography, to help mitigate an even larger
building footprint.
Avoidance and Minimization
Pennybyrn at Maryfield
High Point, NC

® October 18, 2005
Page 2
Also, the project size (and therefore sizes of building footprints) is determined
by the financial feasibility. Please refer to letters from Ziegler Financial Group
and CRSA regarding minimum project size.
7. Zoning ordinances and building codes set the parking space requirements,
thus dictating number of spaces required. Proximity of proposed parking to
our new apartment locations is a key factor in the proposed layout, as we are
serving elderly residents.
8. The City of High Point boundary with the Town of Jamestown limits our
capability to push the development further toward Penny Road. Note the line
delineating the City of High Point limits. This is a limiting factor on our site
planning as all but minor surface parking must be within City of High Point.
9. After all variables are considered, available land for the proposed Community
Center and Independent Living apartments and associated parking is slightly
less than 15 acres.
10. With known subsurface rock and a desire to balance the cut and III on the
site, care has been taken in setting finished floor elevations and exterior
® grading to minimize rock excavation and to take greatest advantage of
existing topography (such as stepping buildings from two to three stories).
11. Any alternate layout that meets all of our zoning, parking, project scope, and
other restrictions delineated above, will have similar or more impact to the
existing stream and buffers as demonstrated by the Alternate One and
Alternate Two graphics included herein.

Avoidance and Minimization
Alternate Design and Layout Studies
Pennybyrn at Maryfield
High Point, NC
October 18, 2005
The following narrative outlines results of studies by the design team to determine if
alternate design or layout of the proposed Pennybyrn at Mary~eld expansion could
further reduce impact to the existing stream and buffers. Each point is reinforced in this
section by the attached drawings. Attached drawings, all dated October 18, 2005:
Buildable Land Study
Design as Submitted
Alternate One
Alternate Two
Alternate Design and Layout Studies
1. During preliminary design phases, SFCS and Timmons Group, along with the
development team, tested multiple options for our new buildings. Each option
looked at alternate layouts and building position within the available land.
2. As can be seen from the attached Buildable Land study, the buildable land is
restricted to less than 15 acres. Layouts for all alternatives studied impact
the existing stream to a greater extent when required parking is placed on the
north side (toward the lake) to accommodate spaces lost when buildings are
moved to the south to avoid the stream.
3. Alternate One: Alternate One takes the East wing of the proposed
Independent Living Building and slides it to the south (away from the lake).
This necessitates putting required parking on the north side of the building,
disturbing more land and disturbing more of the stream and buffers in
question. Construction of retaining walls will be required as shown, further
disturbing vegetation along the utility easement and lake edge.
4. Alternate Two: Alternate Two takes the Eastern and Southern wings of the
proposed Independent Living Building and rearranges them as shown.
Again, with this alternative, more stream and buffer is impacted and more
grading, cut and fill are required adjacent to the lake. Construction of
retaining walls will be required as shown, further disturbing vegetation along
the utility easement and lake edge.
Avoidance and Minimization
Alternate Design and Layout Studies

® Pennybyrn at Maryfield
High Point, NC
October 18, 2005
Page 2
5. It is the opinion of the design team that the proposed design and layout has
the minimum impact on the stream and that each
alternative layout requires more grading closer to the lake and/or the
construction of retaining walls adjacent to the existing utility easement.
6. Minimization of on-site cut and fill along with minimization of massive rock
removal has been met by the proposed design.
7. Minimization of disturbance to vegetation and minimization of grading
adjacent to the City Lake/West Fork of the Deep River, have been achieved
by the proposed design.
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,~ SUMMARY OF NUTRIENT REMOVAL
The following is a summary of the nutrient loading and removal analysis results presented in
Section 7. This project uses two Wet Detention Pond / BMPs to control quantity and quality of
stormwater runoff of proposed development and existing development. The entire site is
approximately seventy (70) acres. Of tlic seventy (70) total acres, approximately eleven (11)
acres will become impervious. Of this new impervious area, approximately five and half (5.5)
acres is in the strea-n's sub-basin.
The nutrient loading calculations for both phosphorus and total nitrogen use empirical formulas
with a pollution concentration constant. The pollution concentration constants are developed
using national research. The nutrient removal calculations are based on historical data of typical
removal percentages for wet detention ponds using national research.
Another benefit of the wet detention pond is the removal of eighty-five (85) percent of the total
suspended solids (TSS). Once again, the removal percentage is based on historical data for wet
detention ponds. Other benefits are the removal of trash that without a stormwater control device
typically is transported into the stream.
The analysis of nutrient loading and removal is run for t~vo scenarios. The two scenarios
compare the current design and a theoretical design that does not disturb the stream or buffer at
all. The second scenario's importance is that by not disturbing the stream or buffer, items such as
treating existing developed areas and establishing new buffers, are no longer required.
'~ The results of the nutrient removal for the current design versus the theoretical design are at first
surprising. The current design removes much more phosphorus and total nitrogen than the
theoretical design. However, once a thorough review of the two scenarios is completed, the
major factor affecting the removal of nutrients is the existing developed area. The existing
developed area is approximately sixteen (16) acres and is thirty-seven (37) percent impervious.
The proposed developed area is approximately eleven (11) acres and fifty-three (53) percent
impervious.
It is the proposed treatment of the existing developed sixteen (16) acres that helps provide better
overall water quality for the Randleman Water Shed Basin. The proposed development in the
eleven (11) acres at fifty-tlu-ee (53) percent impervious is allowed because the overall percentage
for the property is a proposed twenty-nine (29) percent impervious.
The results of the analyses are as follows for the two scenarios. The phosphorus loading to the
stream is 19.62 pounds per year for the current configuration. The phosphorus loading for the
theoretical configuration is 21.86 pounds per year. The total nitrogen loading to the stream is 280
pounds per year for the current configurations. The total nitrogen loading for the theoretical
configuration is 346 pounds per year. These results are summarized on table 1.
~:
Nutrient Loadin to Stream
Current Configuration
With Disturbed Buffers
(lbs / vear) Theoretical Configuration
With No Disturbed Buffers
(Ibs /year)
Phos horus 19.62 21.86
Total Nitrogen 280 346

~~~
® Zie ler
CAPITAL
MARKETS
GROUP
MICI L4EL D. KELLY
DIRECTOR
SLK(OR LrvwG Fw.wCE
October 17, 2005
Mr. Boyd W. DeVane
NC Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Re: Pennybyrn at Maryfield, High Point, North Carolina
Dear Mr. DeVane:
Ziegler Capital Markets Group has been engaged to assist Pennybyrn at Maryfield in structuring and
underwriting the tax-exempt revenue bonds to finance the planned expansion of its continuing care
retirement community ("CCRC") campus in High Point, North Carolina (the "Project"). As the
Ziegler banker directly responsible for the Project, I would simply echo the observations made by
Bruce Cannon of CRSA in his letter of October 14, 2005, namely, that the proposed unit
configuration of the Project represents the minimum density required to achieve acceptable financial
ratios needed to secure long-term financing. In point of fact, the addition of approximately 150
independent living units to the existing campus, together with related common areas and amenities, is
perhaps the minimum size necessary to achieve the efficiencies and economies of scale required to
support the health care infrastructure and programs of a community such as that Pennybyrn at
Maryfield aspires to be.
It is a standard expectation of the capital markets that a new or significant expansion of a CCRC must
demonstrate (at stabilized occupancy) a "debt service coverage ratio" of 1.35x and a "cash-to-debt
ratio" of 0.35x. I understand that Mr. Cannon has provided you a draft feasibility study for the
Project financing, and you will note that the forecast ratios for the Project are right "on top of" these
levels. Based on these ratios, we are confident that financing for the Project will be secured on a
cost-effective basis.

Should you have any questions or require additional information, please do not hesitate to contact me
at 904/387-9903 or by e-mail to mkell~(c~zie~ler.com.
Sincerely,
Michael D. Kelly
Director
cc: Mr. Bruce Cannon

e~~~
October 14, 2005
Mr. Boyd W. DeVane
NC Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Dear Mr. DeVane:
I am forwarding this correspondence to confirm that the current unit configuration proposed
for the Pennybyrn at Maryfield project represents the minimum unit density needed in order
to maintain the long-term financial feasibility of the project. In this regard, we have
attached the most recent draft of the feasibility study for the Pennybyrn at Maryfield project
as prepared by the independent accounting firm of Dixon Hughes. This feasibility study
reflects the minimum financial ratios and cash flow trends needed in order to obtain long
term financing for the project as well as meet the minimum long-term financial feasibility
requirements for the project. In addition, we have attached correspondence from
Pennybyrn at Maryfield's investment banking firm, Ziegler Capital Markets Group,
confirming that the financial feasibility of the proposed unit count for the project results in
the minimum financial ratios and trends needed to establish the long term liability of the
project. Ziegler is the leader in financing retirement community projects throughout the
senior living industry.
In summary, based on the above information and attached feasibility study, we believe that
the unit configuration of the Pennybyrn at Maryfield project results in the minimum unit
density needed in order for this project to become along-term financially viable retirement
community. If you have any questions regarding this information, please do not hesitate to
contact me directly. Thanks in advance for your assistance with this project.
Sincerely,
Bruce Cannon
Executive Vice President and
Chief Financial Officer
3350 Players Club Parkway • Suite 300 • Alemphis, Tennessee 38125 • Telephone [phone] • Fax [phone]