20070647 Ver 1_More Info Received_20080411

Stocks Engineering, P. A.
nesCgw~v~,g the 1=uture, Today.
Thursday, April 3, 2008
Mrs. Cyndi Karoly
North Carolina Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
APP 1 ~ 2008
DENR - WA7~.R t1UkiJ~Y
y~npNDS AND S70Rp~A1•ER BW
~_-~-,_ Q ~ '-
1 ~ a ~$
Re: Response to Additional Conditions from Major Variance Authorization for
Town of Nashville Drainage Improvements
Covert Meyer Property
Dear Mrs. Karoly:
This package has been sent to you, as you requested in your memorandum dated March
20, 2008, to validate the "Authorization of Tar-Pamilico River Riparian Buffer Rules Major
Variance [15A NCAC 2B.0259(9)(c)]" generated by your office by addressing the "Additional
Conditions" that were associated therewith. These conditions are listed below as they
appear in the Authorization Letter and the accompanying responses are listed in bold
directly beneath each one.
1. Additional Permits
Please be reminded that you must apply for the appropriate 404 permit from the
Corps of Engineers and a 401 permit from DWQ for the stream impacts at the site
prior to any impacts to the stream or buffers at the subject site.
Per instructions from your memorandum and from a conversation with
Thomas Brown of the USACE Raleigh Regulatory ice, the PCN has been
updated and seven (7) copies (with supporting fee and documentation) have
been resubmitted herewith to you.
2. Mitigation
Mitigation is not being required at this site due to the fact that Mr. Meyer has owned
the property for several years prior to the effective date of the Neuse Buffer Rule
(15A NCAC 26.0233) and he is receiving a large amount of stormwater into his
stream feature on his property from upstream development that is not being
managed properly.
So noted.
3. Hydraulic Study
Prior to piping this perennial stream, you are required to submit to DWQ for approval,
a hydraulic study to prove that piping the stream will not cause damage downstream
J. Michael Stocks, PE
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
252.459.8196 (voice)
252.459.8197 (fax)
252.903.6891 (mobile)
mstocksCcDstockseng ineering. com
Paul D. Smith, PE
3344 Hillsborough Street
Suite 250
Raleigh, NC 27607
919.821.2440 (voice)
919.821.2210 (fax)
919.880.5886 (mobile)
psm ithCcDstocksengineering.com

Town of Nashville Drainage Improvements -Major Variance Comments Response
April 3, 2008
2
of the subject site once the piped stream outlets into the impoundment on Birchwood
Drive.
Attached, you will find, are two reports that model the pre-pipe installation
basin conditions and the post-pipe installation basin conditions. These
reports are highlighted and annotated to show that adding the proposed pipe
does not substantially increase the flow volume, the flow velocity or the peak
flow elevation downstream of the subject site once the piped stream outlets
into the impoundment on Birchwood Drive. The attached reports are not an
exhaustive hydraulic study of this watershed area since no new impervious
area or development will be added to it on account of this pipe installation;
but, instead, they are a model of how the pipe installation will affect the flow
rate, storage capacity, peak flow elevation, etc. of land on the north and south
sides of Birchwood Drive. If a more detailed study is required, please let us
know.
4. stormwater
On March 12, 2008, it was decided by the Water Quality Committee that no new
stormwater can be discharged into the drainage system that ultimately discharges
onto the subject property.
So noted. No new stormwater will be discharged into Phis drainage system on
account of these remediation measures.
5. Certificate of Completion
Upon completion of all work approved within this Buffer Authorization, the applicant
is required to return the attached certificate of completion to the 401 Oversight/
Express Review Permitting Unit, North Carolina Division of Water Quality, 1650 Mail
Service Center, Raleigh, NC 27699-1650.
So noted.
Please contact me if you have any questions regarding this re-submittal package. Thank
you for your assistance.
Sincerely,
Stocks Engineering, PA
. Kevin Yarnell
JMS/Projects/2004/2004-028/Birchwood/LettertoNCDWQ2.doc

Office Use Only: Form Version March OS
USACE Action ID No. DWQ No. D `~ - O ~v ~} '"(
(lf any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project:
^ Section 404 Permit ® Riparian or Watershed Buffer Rules
^ Section 10 Permit ^ Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ^ Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: (Exempt from Sections 10
& 404 Permits under NWP 18 criteria)
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ^
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ^
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ^ a~~ ~~
II. Applicant Information ®~
1. Owner/Applicant Information
~\ APR 11 2008
Name: Preston Mitchell .wPT~R,a~~Re~cK
Mailing Address: Town of Nashville ~T~,NOS aN
P.O. Drawer 987
Nashville NC 27856
Telephone Number: 252-459-4511 Fax Number:
E-mail Address:_preston.mitchell(a~ncmail.net
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: J. Kevin Yarnell
Company Affiliation: Stocks En ineering, PA
Mailing Address: P.O. Box 1108
Nashville, NC 27856-1108
Telephone Number:252-459-8196 Fax Number:252-459-8197
E-mail Address: kvarnellnastocksen ineerin~.com
Updated 11/1/2005
Page 5 of 13

III. Project Information
t~`tt~lula~vi~inity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Town of Nashville Drainage Improvements
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 3800-0898-2386
4. Location
County: Nash Nearest Town: Nashville
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers/names, landmarks, etc.): From Raleigh, take US 64
to NC 58 exit in Nashville; turn right onto NC 58 (W. Washington Street). Stay on W.
Washington Street through downtown Nashville to E. Washington Street. Continue on E.
Washington to stoplight at LBJ Chevrolet dealership (1.45 mi from US 64 exit). Turn right
onto Oak Level Road. Go 0.25 mi to ri>;ht turn at L&L Gas Station. Turn right onto Club
Drive. Go over RR tracks and keep right onto Birchwood Drive. Site is located 0.25 mi
down on left in curve of Birchwood Drive.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.96727 °N 77.95484 °W
6. Property size (acres
7. Name of nearest receiving body of water: Stony Creek
8. River Basin: Tar-Pamlico River Basin
(Note -this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
Updated 11/1/2005
Page 6 of 13

9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is a residential lot developed +/- 20 ey ars ago.
Water drains from 60+ acres through a network of ponds and pipes onto the property and has
consistently eroded ditch banks and flooded propert~pstream development has
continued. The site is surrounded by residential lots and a coon club/golf clubhouse.
10. Describe the overall project in detail, including the type of equipment to be used: Project
proposes to install +/- 1301f of 24" HDPE into existing ditches to protect owner's home and
property from future flooding and erosion. Pipe outlets will be stabilized to prevent scouring
and to dissipate energy before drainage ties back into existing 30-inch RCP's. A yard inlet
will be installed to tie the proposed twin HDPE to the existing twin 18-inch HDPE and to
collect any lawn drainage that mawgather behind the downstream pipe outlet.
11. Explain the purpose of the proposed work: Work is proposed in this area to remediate an
inadequate and potentially dangerous drainage situation.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. Not applicable.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Not applicable.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands. and waters, and all streams (intermittent and perennial)
Updated 11/1/2005
Page 7 of 13

should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
Provide a written description of the proposed impacts: This project proposes to wipe
approximately 130 if of an existing stream from two sources (twin 18-inch HDPE from the
southwest and a 24-inch HDPE from the southeast) to a common point within +/- 10 feet of 4
x 30-inch culverts on the south side of Birchwood Drive. The existing 24-inch HDPE will be
adjusted for positive drainage, if needed.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact
Site Number

(indicate on map)
T e of lm act
yp p Type of Wetland

(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
es/no) Distance to
Nearest
Stream
(linear feet) Area of
Impact
(acres)
N/A

Total Wetland Impact (acres) 0.00
3. List the total acreage (estimated) of all existing wetlands on the property: Not applicable.
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multi ly length X width, then divide b 43,560.
Stream Impact
Number

(indicate on ma)
Stream Name
Type of Impact
Perennial or
Intermittent? Average
Stream Width

Before Im act Impact
Length

(linear feet) Area of
Impact

(acres)
1 UT to Stony Creek Piping Perennial 3 50 .003
2 UT to Stony Creek Piping Perennial 3 85 .006
3 UT to Stony Creek Rip-Rap Perennial 25 10 .006

Total Stream Impact (by length and acreage) 145 .015
Updated 11/1/2005
Page 8 of 13

5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact

Site Number
(indicate on ma)
Name of Waterbody
(if applicable)

Type of Impact Type of Waterbody

(lake, pond, estuary, sound, bay,
ocean, etc.) Area of

Impact
(acres)
N/A

Total Open Water Impact (acres) 0.00
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): .015
Wetland Impact (acres): 0.00
Open Water Impact (acres): 0.00
Total Impact to Waters of the U.S. (acres) .015
Total Stream Impact (linear feet): 145
7. Isolated Waters
Do any isolated waters exist on the property? ^ Yes ®No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ^ uplands ^ stream ^ wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area:
Updated 11/1/2005
Page9of13

VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. This is not a new
development; therefore, no new drainage is being routed to this area All proposed impacts are
for stabilization purposes. Drainage alternatives aze constrained by existing homes roadway
and utilities. If existing stream banks were laid back to decrease erosion (instead of being_piped
as proposed), significant storm events would encroach further toward existing house foundations
Sedimentation and pollution will be kept to a minimum.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina (see DWQ website for most current
version.).
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
Updated 11/1/2005
Page 10 of 13

description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Not applicable.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are willing to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://www.nceep.net/pages/inlieureplace.htm. If use of the NCEEP is proposed,
please check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount ofNon-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (requiredby DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ® No ^
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ^ No
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ^ No ^
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Updated 11/1/2005
Page 11 of 13

1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ® No ^
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* Impact Multiplier Required
(s uare feet) Miti ation
1 13,398 3 (2 for Catawba) -
2 6,093 1.5 -
Total 19,491 - -
*Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel;
Zone 2 extends an additional 20 feet from the edge of Zone I.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration /Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. This is not a new site development; it is an
existing development that we are seeking to remediate and stabilize. There is no increase in
impervious area on-site.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Existing sewer system treats this site. Again, this is a 20-yr old development. No new
development is being added in association with this project.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Updated 11/1/2005
Page 12 of 13

Is this anafter-the-fact permit application? Yes ^ No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ^ No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description: This
project proposes remediation of an existin drainage problem No additional development in the
area is contin>?ent upon or would be encouraged by this project
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

_ -l-Dp
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Updated 11/1/2005
Page 13 of 13

,~ p ~ -.. sv_., tF
~~J
`,, \ E ' ,1 - -_ `` '~~i ~ ~ • Pit: ;+.~~
f' ~ r .Jr ~ 'L 'i~' - "-.. 4 T i I
T
- -~ ~ ~~ ~ T ~-~ ~ . - - 4' -~o ;,IVa~s~h~_ille [~rai~a~ge lmp.r~v~~ner~#s.
• ~ -
„~ ,
_.___
_.~_
! --.__ - _ _ ~ ~.rc ~ d rid `. _
1 \ l I
~K
f-''•=-- ` 1 ' '_~` ~1 ~ "` ~~ as ~~~ ~ I!7
~/ • \
• .
_ ~Q
~,` a ~ . ~L \ + 1433` ` fih~n«r~rlt I . `~ ~ , b
T r r ,'(' L` L J ~ L '~ Ck °~ .m! „_- ~ ma=y
\\ .t \1~ ~ ~---.~ l: ". -~" ~ ~,t 1 't \ !Il~ y ~ 1 ~ 1 X11 !
.4 • ry ~ \,,5~~. -- ~ ~~ ~,. i ~ ~:, Al \. ~\• f'ti..+yj~ !! f~ ~~. ~ ~ , ~ 1' /'
u BM 179 ~ r L. ~ 'i _ ~ .. ~/
_ i ~_ . J I` (( ~ 14351 ..-•`---'`~ ' ~ i ~ ~
~.y
- o ` '
i
1 .,~{a -~ r Bk Rtsy ~'~ 4 ilJr \~ i1f i, r /
Stony - > `''~.-. ~~ if `-~ ~..~=c~'~ ~ -- ~l ~,; - ~ _: -
--- ~ % - ~ _
I t~ r/, y i~''~ ..\ i. `~ y ~~ 1 ~`/~~•~~ISf7~SB~ ~ V t1l N
~.. Y`U' ° ` ' : M n~~~` (((..• C ~'' .NNV ~ ,\L \ / _ 1 i i i ~ ~LJ L
_\ _ ~ h "~.~ j,,.-. St~~ ~ ^i'w* T ~m3a r ~ r r 7 ~4 • sy '~ !.. '49 l~ I -t ~ c5 \ ~!r ~ t` , I I ~.`
~, '
% . i - II + . 1 r ' y v ~• ,~-"~a ri; r „~ ~i ... _,F^~"~ ~' ..... • •...~rl•T~ ~ t, j ~ /
~ •~,D f
-~ ; a ! t,V ` ! ~ . rr ~~` : ~irr 1 ~I ~, CiO~t~• ~ '~ • G /~ yl ~ ~ ~
!' ^ ~ i
-°-~``~ flea ,t ~ ~ ~ ,~ ; .~ ' 1 .j ~ _.
J ~~ ` ~v n ` ~ ; u 1~. ~ `}'t ~~ F~ _'iu"/ ~ ~ f ~ ~~1, ~ i^``~~~Z `l `L t ` -.-
! ~~ -~ ,~ ~ ~t 'r •~ ~ It !t'. ~ -- - rc!nual /f l 1 \\ _, , .
~ ` ' `~. L"
~~~~ ~ L~Q?tie~-!~ •,~I ~ 1 i ~• ~ ~\1 `~`f may,' ~ ~ ~ ~~. i I \\ i' ~II~~ f/~1~~~
C._, ( L ~
IK1T/`~~ . r`ixta},-~ ~~~ NL•~c~ =__- • 20U' \~.. \\t``'t ~.' -.. J ~/ ~~~y ~ ,; ~ .x,/96
~~~ X11 x+ ~ ~_' q~ , • R -_-mcl • y j ~'.,. `1
A ~. ti b , /
~` ~,1 / ~ ~ !~. f I • Ir'd~al: ~ 14 c Cetn 1 ~r 11
11 / / f ~./ ~!
I ~ ~ lilt ~. 1't j r'1 _.• • . `• %.~ a-, fG.-v :` ,, ~ t I ~ .,.. ky
1 '~y i t _ y yl 1 ` t0 1 S!
y_ ~,~ ~ f 'i I .ter-- - J( .'~ n f
~,•,,,,~~_~ !,~ ~6/ _ ~ a f 4 1 I \,\ ~~ ~ r tit ~ ; --- -- i f ~ ._~~ -"''---ti' " 1 \;~ ~~. -"'~ ~1~.~ (r{
y ~l i Jy '`~.~~ l~il ~-\.
~L /'mil I ~ L ~ i ~ ~'~- ~+-y :a0 ~. i ; ~ `~\

AG1~,ICULTURE TOWN-fly NpSN~I-t.tE 'DRA-rVACYE ~MPRW'EMEt3Ts
-N SERVICE (3tRGHtN~I~Ot~ pr2.1V6 SATE
il_.__ _L __~

w p~1- o ~ ~'1
Watershed Model Schematic
1
Hydraflow Hydrographs by Intelisolve v9.22
1 -Pre Inflow from Golf Course
3 -Outflow Golf Course
2 -Pre Inflow From West
DENR - wank uuAi.irY
VYETIANDS AND STORAgWATER BRANCtI
.~
6 -Outflow from Joyners
Project: Pre Basin Model.gpw
5 -Combine Inflow to Joyners Pond
AF'h' ~ .~ 2i)f)8 -.
f...,..`_._._.._..
i.~
c:~ t
~_
~ ~ ~~ ~
O ~ ' ,_1
I.rrl
=1
!~
p,~L~..`... _ f
1dt d--~ ~_... , ,
Thursday, Apr 3, 2008
4 _ _.~~__ ~--- ,.,__.

r
t
,.
..
;,

Hydrograph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
N Hydrograph Inflow Peak Outflow (cfs) Hydrograph
o. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- ------- ------- ------- ------- ------- 24.06 ------- ------- Pre Inflow from Golf Course
2 SCS Runoff ------- ------- ------- ------- ------- ------- 22.06 ------- ------- Pre Inflow From West
3 Reservoir 1 ------- ------- ------- ------- ------- 24.04 ------- ------- Outflow Golf Course
4 Reservoir 2 ------- ------- ------- ------ ------- 21,gg _______ _______ Outflow from West
5 Combine 3, 4 ------- ------- ------- ------- ------- 46.02 ------- ------- Combine Inflow to Joyners Pond
6 Reservoir 5 ------- ------- ------- ------ ------- 37.91 ------- ------- Outflow from Joyners
Proj. file: Pre Basin Model.gpw Thursday, Apr 3, 2008

Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(tuft) Hydrograph
description
1 SCS Runoff 24.06 2 730 156,720 ---- ------ ------ Pre Inflow from Golf Course
2 SCS Runoff 22.06 2 730 139,752 ---- ------ ------ Pre Inflow From West
3 Reservoir 24.04 2 732 156,719 1 93.08 734 Outflow Golf Course
4 Reservoir 21.98 2 730 139,751 2 92.95 394 Outflow from West
5 Combine 46.02 2 732 296,470 3, 4 ------ ------ Combine Inflow to Joyners Pond
6 Reservoir 37.91 2 742 1,253,130 5 91.80 17,178 Outflow from Joyners
Pre Basin Model.gpw Return Period: 25 Year Thursday, Apr 3, 2008

t r
Hydrograph Report
4
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 1
Pre Inflow from Golf Course
Hydrograph type = SCS Runoff Peak discharge = 24.06 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 156,720 cult
Drainage area = 60.000 ac Curve number = 40.8
Basin Slope = 1.0 % Hydraulic length = 3000 ft
Tc method = KIRPICH Time of conc. (Tc) = 21.85 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
28.00
Pre Inflow from Golf Course
Hyd. No. 1 -- 25 Year
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
-~-~-- Hyd No. 1 Time (min)

r
5
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 2
Pre Inflow From West
Hydrograph type = SCS Runoff Peak discharge = 22.06 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 139,752 cult
Drainage area = 52.000 ac Curve number = 41.1
Basin Slope = 1.0 % Hydraulic length = 3000 ft
Tc method = KIRPICH Time of conc. (Tc) = 21.85 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Inflow From West
Q (cfs) Q (cfs)
Hyd. No. 2 -- 25 Year
24.00
20.00
16.00
12.00
8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
6
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 3
Outflow Golf Course
Hydrograph type = Reservoir Peak discharge = 24.04 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 156,719 cult
Inflow hyd. No. = 1 -Pre Inflow from Golf Course Max. Elevation = 93.08 ft
Reservoir name = Existing Ditch from Golf Course Max. Storage = 734 cult
Storage Indication method used.
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Outflow Golf Course
Hyd. No. 3 -- 25 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 1 ' "Total storage used = 734 cult

r
Pond Report
Hydraflow Hydrographs by Intelisolve v9.22
Pond No. 1 -Existing Ditch from Golf Course
Pond Data
Trapezoid - Bottom L x W = 85.0 x 3.0 ft, Side slope = 1.00:1, Bottom elev. = 91.30 ft , Depth = 2.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 91.30 255 0 0
0.20 91.50 290 55 55
0.40 91.70 326 62 116
0.60 91.90 362 69 185
0.80 92.10 398 76 261
1.00 92.30 435 83 344
1.20 92.50 472 91 435
1.40 92.70 509 98 533
1.60 92.90 547 106 639
1.80 93.10 585 113 752
2.00 93.30 623 121 873
7
Thursday, Apr 3, 2008
Culvert /Orifice Structures Weir Structures
IAl IBl [C] [PrfRsrl [Al [Bl [C] [Dl
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 30.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 2 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 91.30 0.00 0.00 0.00 Weir Type =
Length (ft) = 64.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (b y Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0 00
Stage I Discharge
Elev (ft)
93.30
93.10
92.90
92.70
92.50
92.30
92.10
91.90
91.70
91.50
91 30
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00
Total Q Discharge (cfs)

+ r
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 4
Outflow from West
Hydrograph type = Reservoir Peak discharge = 21.98 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 139,751 cult
Inflow hyd. No. = 2 -Pre Inflow From West Max. Elevation = 92.95 ft
Reservoir name = Ex. Ditch from West Max. Storage = 394 cult
Storage Indication method used.
Outflow from West
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 2 , ; , !1 Total storage used = 394 cult

Pond Report s
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Pond No. 2 - Ex. Ditch from West
Pond Data
Trapezoid - Bottom L x W = 50.0 x 3.0 ft, Side slope = 1.00:1, Bottom elev. = 91.30 ft, Depth = 2.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 91.30 150 0 0
0.20 91.50 171 32 32
0.40 91.70 193 36 69
0.60 91.90 215 41 109
0.80 92.10 237 45 155
1.00 92.30 260 50 204
1.20 92.50 283 54 259
1.40 92.70 306 59 318
1.60 92.90 330 64 381
1.80 93.10 354 68 449
2.00 93.30 378 73 523
Culvert /Orifice Structures Weir Structu res
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 30.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 2 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 91.30 0.00 0.00 0.00 Weir Type =
Length (ft) = 64.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Cceff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0 00
Stage /Discharge
Elev (ft)
93.30
93.10
92.90
92.70
92.50
92.30
92.10
91.90
91.70
91.50
91 30
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00
Total Q Discharge (cfs)

-~ f
10
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 5
Combine Inflow to Joyners Pond
Hydrograph type =Combine Peak discharge = 46.02 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 296,470 cult
Inflow hyds. = 3, 4 Contrib. drain. area= 0.000 ac
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
Combine Inflow to Joyners Pond
Hyd. No. 5 -- 25 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph Report
11
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 6
Outflow from Joyners
Hydrograph type = Reservoir Peak discharge = 37.91 cfs
Storm frequency = 25 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 1,253,130 cult
Inflow hyd. No. = 5 -Combine Inflow to Joyners Pond Max. Elevation = 91.80 ft
Reservoir name = Joyners Pond Max. Storage = 17,178 cult
Storage Indication method used
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
Outflow from Joyners
Hyd. No. 6 -- 25 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
--- Hyd No. 6 Hyd No. 5 _;';' Total storage used = 17,178 cult

i ~ f
Pond Report
Stage /Discharge
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Pond No. 3 - Joyners Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 90.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 90.00 6,630 0 0
1.00 91.00 7,000 6,813 6,813
2.00 92.00 20,000 12,943 19,756
Culvert /Orifice Structures Weir Structures
G°-l LBl [Cl [PrfRsrl IAl [g1 [C] IDl
Rise (in) = 42.00 42.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 42.00 42.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 89.34 91.93 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 80.00 80.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 1.00 2.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (b y Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
0.80
0.60
0.40
0.20
0.00 '
0.00 4.00
Total Q
Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
8.00
12
Elev (ft)
92.00
91.80
91.60
91.40
91.20
91.00
90.80
90.60
90.40
90.20
' 90.00
12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Discharge (cfs)

t ~
Watershed Model Schematic
Hydraflow Hydrographs by Intelisolve vg.22
1 -Post Inflow from Golf Course
3 -Outflow Golf Course
2 -Post Inflow From West
5 - Comined Into Joyners Pond
6 -Outflow From Joyners
Project: Post Basin Model.gpw
Thursday, Apr 3, 2008

l ~
Hydrog raph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.22
Hyd. Hydrograph Inflow Peak OutFlow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- ------- ------ ------ ------- ------- 24.06 ------- ------- Post Inflow from Golf Course
2 SCS Runoff ------- ------- ------- ------- ------- ------- 22.06 ------- ------- Post Inflow From West
3 Reservoir 1 ------- ------- ------- ------- ------- 24.05 ------- ------- Outflow Golf Course
4 Reservoir 2 ------- ------- ------- ------- ------- 22.05 ------- ------- Outflow from West
5 Combine 3, 4 ------- ------- ------- ------- ------- 46.10 ------- ------- Comined Into Joyners Pond
6 Reservoir 5 ------- ------- ------- ------- ------- 37.89 ------- ------- Outflow From Joyners
Proj. file: Post Basin Model.gpw Thursday, Apr 3, 2008

l ~
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(tuft) Hydrograph
description
1 SCS Runoff 24.06 2 730 156,720 ---- ------ ------ Post Inflow from Golf Course
2 SCS Runoff 22.06 2 730 139,752 ---- ------ ------ Post Inflow From West
3 Reservoir 24.05 2 730 156,720 1 93.07 221 Outflow Golf Course
4 Reservoir 22.05 2 730 139,752 2 92.94 255 Outflow from West
5 Combine 46.10 2 730 296,472 3, 4 ------ ------ Comined Into Joyners Pond
6 Reservoir 37.89 2 742 1,253,164 5 91.80 17,160 Outflow From Joyners
Post Basin Model.gpw Return Period: 25 Year Thursday, Apr 3, 2008

~ i
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 1
Post Inflow from Golf Course
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 60.000 ac
Basin Slope = 1.0
Tc method = KIRPICH
Total precip. = 6.48 in
Storm duration = 24 hrs
4
Thursday, Apr 3, 2008
Peak discharge = 24.06 cfs
Time to peak = 12.17 hrs
Hyd. volume = 156,720 cult
Curve number = 40.8
Hydraulic length = 3000 ft
Time of conc. (Tc) = 21.85 min
Distribution = Type II
Shape factor = 484
Q (cfs)
28.00
24.00
20.00
Post Inflow from Golf Course
Hyd. No. 1 -- 25 Year
16.00
12.00
8.00
4.00
0 00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)

i i
5
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 2
Post Inflow From West
Hydrograph type = SCS Runoff Peak discharge = 22.06 cfs
Storm frequency = 25 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 139,752 cult
Drainage area = 52.000 ac Curve number = 41.1
Basin Slope = 1.0 % Hydraulic length = 3000 ft
Tc method = KIRPICH Time of conc. (Tc) = 21.85 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
Post Inflow From West
Hyd. No. 2 -- 25 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

Hydrograph Report
6
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 3
Outflow Golf Course
Hydrograph type = Reservoir Peak discharge = 24.05 cfs
Storm frequency = 25 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 156,720 cult
Inflow hyd. No. = 1 -Post Inflow from Golf Course Max. Elevation = 93.07 ft
Reservoir name = Pipe from Golf Course Max. Storage = 221 cult
Storage Indication method used.
Outflow Golf Course
Q (cfs) Hyd. No. 3 -- 25 Year
28.00
24.00
20.00
16.00
12.00
8.00
4.00
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
0.00 ~ ~ I .. ~ J~.~.N _. !i i i ~ ~ ~ ~ ~ 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 3 Hyd No. 1 _ Total storage used = 221 cult

~ ~' t
Pond Report 7
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Pond No. 1 -Pipe from Gotf Course
Pond Data
UG Chambers -Invert elev. = 91.30 ft, Rise xSpan = 2.00 x 2.00 ft, Barrel Len = 85. 00 ft, No. Barrels = 1, Slope = 0.50%, Headers = No
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 91.30 n/a 0 0
0.24 91.54 n/a 4 4
0.49 91.79 n/a 20 23
0.73 92.03 n/a 32 55
0.97 92.27 n/a 38 93
1.21 92.51 n/a 41 134
1.46 92.76 n/a 41 174
1.70 93.00 n/a 38 212
1.94 93.24 n/a 32 244
2.18 93.48 n/a 20 263
2.43 93.73 n/a 4 267
Culvert /Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 30.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 2 0 0 0 Weir Cceff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 91.30 0.00 0.00 0.00 Weir Type =
Length (ft) = 64.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
3.00
Stage /Discharge
2.00
1.00
Elev (ft)
94.30
93.30
92.30
0 00 • ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 91 30
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge (cfs)

1 s,
Hydrograph Report
8
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Hyd. No. 4
Outflow from West
Hydrograph type = Reservoir Peak discharge = 22.05 cfs
Storm frequency = 25 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 139,752 cult
Inflow hyd. No. = 2 -Post Inflow From West Max. Elevation = 92.94 ft
Reservoir name = Pipe from West Max. Storage = 255 cult
Storage Indication method used
Outflow from West

~ ~~ ~
Pond Report 9
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Pond No. 2 -Pipe from West
Pond Data
UG Chambers -Invert elev. = 91.30 ft, Rise xSpan = 2.00 x 2.00 ft, Barrel Len = 50.00 ft, No. Barrels = 2, Slope = 0.50%, Headers = No
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 91.30 n/a 0 0
0.23 91.53 n/a 7 7
0.45 91.75 n/a 27 34
0.68 91.98 n/a 37 71
0.90 92.20 n/a 42 113
1.13 92.43 n/a 45 157
1.35 92.65 n/a 45 202
1.58 92.88 n/a 42 244
1.80 93.10 n/a 37 281
2.03 93.33 n/a 27 307
2.25 93.55 n!a 7 314
Culvert /Orifice Structures Weir Structures
[A] [B] [C] [PrtRsr] [A] [B] [C] [D]
Rise (in) = 30.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 30.00 0.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 2 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 91.30 0.00 0.00 0.00 Weir Type =
Length (ft) = 64.00 0.00 0.00 0.00 Multistage = No No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (b y Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note' CulverUOr ifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir rise rs checked for orifice conditions (ic) and submergence (s).
Stage (ft) Stage /Discharge Elev (ft)
3.00
2.00
1.00
94.30
93.30
92.30
0 00 91 30
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge (cfs)

~~
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22
Hyd. No. 5
Comined Into Joyners Pond
Hydrograph type = Combine
Storm frequency = 25 yrs
Time interval = 2 min
Inflow hyds. = 3, 4
10
Thursday, Apr 3, 2008
Peak discharge = 46.10 cfs
Time to peak = 12.17 hrs
Hyd. volume = 296,472 cult
Contrib. drain. area= 0.000 ac
Q (cfs)
50.00
Comined Into Joyners Pond
Hyd. No. 5 -- 25 Year
40.00
30.00
20.00
10.00
0 00
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 5 Hyd No. 3 Hyd No. 4

~ " r
Hydrograph Report
11
Hydraflow Hydrographs by Intelisolve vg.22 Thursday, Apr 3, 2008
Hyd. Wo. s
Outflow From Joyners
Hydrograph type =Reservoir Peak discharge = 37.89 cfs
Storm frequency = 25 yrs Time to peak = 12.37 hrs
Time interval = 2 min Hyd. volume = 1,253,164 cult
Inflow hyd. No. = 5 - Comined Into Joyners Pond Max. Elevation = 91.80 ft
Reservoir name =Joyners Pond Max. Storage = 17,160 cult
Storage Indication method used.
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 10
Hyd No. 6
OutF1ow From Joyners
Hyd. No. 6 -- 25 Year
20 30 40
Hyd No. 5
50 60 70 80 90
Total storage used = 17,160 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
-L- 0.00
100
Time (hrs)

v
Pond Report 12
Hydraflow Hydrographs by Intelisolve v9.22 Thursday, Apr 3, 2008
Pond No. 3 - Joyners Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 90.00 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 90.00 6,630 0 0
1.00 91.00 7,000 6,813 6,813
2.00 92.00 20,000 12,943 19,756
Culvert /Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 42.00 42.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 42.00 42.00 0.00 0.00 Crest EI. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert EI. (ft) = 89.34 91.93 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 80.00 80.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 1.00 2.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note- CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
Stage /Discharge
0.40
0.20
0.00 '
0.00 4.00
Total Q
8.00
Elev (ft)
92.00
91.80
91.60
91.40
91.20
91.00
90.80
90.60
90.40
90.20
' 90.00
12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00
Discharge (cfs)

~~ am~~~=~~-X ~
8

r~
I ~ „,~
I ~ '~
1 ~ ,
~ i
1 ,I
I ~~~ I
II ~ -^~-
r
- ,_ ~ ~ ~;~
... ^ ' ~ ~ YeS ... \ ~
~,f~ , _, _ _- --_------ _ ~ ~`_
/ ~~ - _ - _
t p I / - ~ i o
~~ ,/~ ~~ ~ ~~'~ I
..._;_ s__ ____-_yil<~j~ % % ~ .._..=~y/'~~ Dort s.ol. •am.+.sro~ ~~rzs
"_ ~~ '~ ~` - ~ ~ = ~1 i / ! /1 _~~ /v~~~W~^' w I i ~, w.:o~.a I .i oro". iw oar wcu
- vI M/ ~ ~ p'! IY1Tf II
HYc~o6rR~PN 5
1
~e~mb+.k I•rp~w ~
Fd+ i I/~1
~ h,, i /r ,
~l ~ ~ of OKJ'~TAf'1 ~L~T ! _ _
of / ~ ~ i i ~ w.: J t
"f ~ ~ V ~ o... _ t
i t
r ~ ~'1 71 ~ _~
_ ~I rt ~ I' ~ I - . _ _ _ fiJYNUK iY_ ~~
_ ~ ~ 1 _
/ '
I
~ ! 1 ! ~ I
' ~ ' HYD 3
~ ~ i A /'!
1 ~ 1 tJNT~~ ~.7f0 ~~
11 I
If /
Tam
4'' 4
w
0
~~
*R~
HY~ROG~pH 1
inflow-F•e~+~ Gds C.~~sc.
1
Re~t2-~'C map~'+t Wa1~rsTe~lVlodel Scheua+KS-Gvir~Irleye~Aapuiv_