20080399 Ver 2_More Info Received_20090330

Beaverdam Land Conservancy, LLC
D8-03At9 V2
P.O. Box 2486
Peachtree City, GA 30269
March 13, 2009
SENT VIA HAND DELIVERY
Mr. Kevin Barnett
NC DENR-DWQ - Surface Water Protection Section
2090 US HWY 70
Swannanoa, NC 28778
Subject: Bartram's Walk
Beaverdam Land Conservancy, LLC and MTF, LLC
NCG 010000
Buncombe County
Dear Mr. Barnett:
Q?c??oe?p
MAR 3 0 2009
DM • WAMR OlN1M
WETVM AND SMRMWAMR VA M
Enclosed with this letter are the responses to your review letter dated February 11"', 2009.
As we spoke on Today, all of our storm water and BMP facilities have been installed per
our permit with Buncombe County, North Carolina. We used the 2 year storm versus the
1 year storm as required by DWQ. Also, some of the slopes located in the ponds are
greater than 3:1 as required by the state but all have been stabilized and are holding with
permanent vegetation. The county also required a 48 hour minimum on the drawdown
portion of our water quality portion and therefore the ponds were designed to that
requirement.
With regards to our corporate contact info, we are having that updated to match our new
address in Asheville. The new address and contact information will be the following:
Brian Gulden, Esq.
Patla, Straus, Robinson & Moore, P.A.
29 North Market Street, Suite 300
Asheville, NC 28801
Mr. Zyboyovski will no longer be the contact of this project. We apologize for this
confusion. Number 2 has been revised per our site meeting and has been reviewed and
approved by Ms. Beckwith at this point.
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I have included our approved storm water plans and calculation along with your
supplements as requested. We have sent the deed restrictions to our attorney for their
review and addition to the ones we are imputing per the USCOE. I have also included
the original Operation and Maintenance Agreement that we signed with Buncombe
County for your review. The remaining items you have requested are included for your
review and comments.
If you have any questions or require any additional information, please do not hesitate to
call at your convenience. Please use the address included on this letter and I would like
to request that you email or call me with any questions so I can respond to you as quickly
as possible.
Sincerely,
Tom Daniel
Managing Member for Beaverdam and MTF

Office Use Only:
USACE Action ID No. 200800794
(If any particular item is not
Processing
DWQ No. 08-0399 Y '4.
e to this project, please enter "Not Applicable" or "N/A
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 (NWP), Regional or General Permit Number(s) Requested: NWP 29
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 Vlll, 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: ?
Applicant Information
1. Owner/Applicant Information
Name: Thomas W. Daniel. Beaverdam Land Conservancy LLC
Mailing Address: P.O. Box 2486. Peachtree Citv Georgia 30269
Telephone Number: 850-294-2501
Fax Number: 770-486-8398
E-mail Address: tdanielna.omnicons.com
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: R. Darrell Smith Ph.D.. PWS
Company Affiliation: Register Nelson. Inc.
Mailing Address: 3949 Jodeco Road McDonough GA 30253
Telephone Number: 678-432-2636
Fax Number: 678-432-2464
E-mail Address: dsmith ar' -registernelson.com
Project Information
Attach a vicinity map clearly showing the location of the property with respect to local landmarks
such as towns, rivers, and roads. Also provide a detailed site plan showing property boundaries
and development plans in relation to surrounding properties. Both the vicinity map and site plan
must include a scale and north arrow. The specific footprints of all buildings, impervious
surfaces, or other facilities must be included. If possible, the maps and plans should include the
appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property boundaries
outlined. Plan drawings, or other maps may be included at the applicant's discretion, so long as
the property is clearly defined. For administrative and distribution purposes, the USACE requires
information to be submitted on sheets no larger than 11 by 17-inch format; however, DWQ may
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22, 2009
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: Bartram's Walk
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 9750-17-21-1473 9750-14-42-1932 9750-17-21-2767
9750-18-32-7198 9750-17-21-4664 9750-14-33-0850 9750-18-22-8212
4. Location
County: Buncombe
Nearest Town: Asheville
Subdivision name (include phasellot number): Bartram's Walk
Directions to site (include road numbers/names, landmarks, etc.): From Asheville, take exit 5 on
1-240 (Merrimon Ave./ Hwy 25). Go north on Merrimon Ave for 2 miles. Turn right at Beaverdam
Road (SR 2053) and continue for 3.5 miles. Turn right on Wolf Cove Road (SR 2061) for 0.5 mile
until it intersects with Bassett Road. This is the northern extent of the site.
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): 35.632064°N 82.525045°W
6. Property size (acres): 156.47 acres
7. Name of nearest receiving body of water: Beaverdam Creek
8. River Basin: French Broad River Basin. HUC 06010105. Sub-Basin 04-03-02
(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/mal)s/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application:
Currently, the project site is lightly forested and was formerly a single family residence. In general,
the surrounding area is a mixture of residential houses and undevelopedlforested parcels.
A field investigation of this site was conducted in February 2008, to determine the limits of USACE
jurisdictional wetlands and waters of the US located within the project area. Subsequent
investigations occurred in July and October 2008. During these inspections of the site, we followed
the decisions of the Rapanos and Carabe/l court cases for the determination of traditional navigable
waters (TNW), relatively permanent waters (RPW), and adjacent/abutting wetlands. The three-
parameter approach outlined in the 1987 Corps' Wetlands Delineation Manual was used for the
determination of wetland/upland interfaces. Also, "waters of the United States" were identified in
accordance with the defining criteria set forth in Part 328 of Title 33 Code of Federal Regulation, the
definitions found within paragraph E of the current Nationwide Permits, and Regulatory Guidance
Letter No. 05-05. Three perennial streams, one intermittent stream, and one wetland swale are
present within the project area, as indicated on the enclosed Limits of USACE JurisdictionlExisting
Conditions map. Detailed descriptions of these features are found below.
Page 2of12
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22. 2009
Streams/Wetlands
Stream 1 is a southeast to northwest flowing perennial tributary of Beaverdam Creek. This stream is
2-6 feet wide at the ordinary high water mark (OHWM), 3-8 feet wide at top of bank JOB), and
incised 2-4 feet. Stream 1 has a substrate comprised of silt, sand, cobble, and bedrock.
Stream 2 is a southeast to northwest flowing perennial tributary of Stream 1. This stream is 2-4 feet
wide at the OHWM, 2-5 feet wide at top of bank JOB), and incised 1-2 feet. Stream 2 has a
substrate comprised of silt, sand, cobble, and bedrock.
Stream 3 is a south to north flowing intermittent tributary of Stream 1. This stream is 2-4 feet wide at
the OHWM, 2-5 feet wide at top of bank JOB), and incised 1-2 feet. Stream 3 has a substrate
comprised of silt, sand, gravel, cobble, and bedrock.
Stream 4 is a south to north flowing perennial tributary of Stream 1. This stream loses its OHWM
immediately downslope of the existing road crossing and flows underground to Stream 1. The
undisturbed portion of Stream 4 is 1-2 feet wide at the OHWM, 2-3 feet wide at top of bank JOB),
incised approximately one foot, and has a substrate comprised of loam, sand, and cobble. Upslope
of this stream is a wetland swale.
10. Describe the overall project in detail, including the type of equipment to be used:
The cumulative work in United States Army Corps of Engineers (USACE) jurisdiction, involving road
access improvements and stormwater management infrastructure, is essential and necessary to
support the proposed residential subdivision. The pre-existing gravel access roads on the property
were modified and expanded to a Right-of-Way (ROW) width of 45-feet (see attached Proposed
Conditions map), as a means of updating the proposed development's road system to current
Buncombe County standards. Approximately 12,000-feet of two-lane roadways have been or will be
constructed/updated to allow for 13.5-foot paved lanes.
A 0.54-acre stormwater management pond (Area C) was constructed in intermittent Stream 3 to
satisfy local storage capacity requirements for the proposed project. No in-stream water quality
treatments would occur as a result of the storm water management design. All treatments would be
located in upland locations through the use of forebays and appropriate best management practice
(BMP) applications. According to Section 4.9.1 of the 2007 Wilmington District Regional Conditions,
in-stream stormwater management facilities constructed under the auspices of Nationwide Permit
(NWP) 29 are only prohibited in streams exhibiting perennial flow regimes. Therefore, the stormwater
pond constructed on intermittent Stream 3 is permissible under current USACE- Wilmington District
rules and guidelines. Please refer to the Impact Justification section of this document for detailed
avoidance/minimization measures employed during the planning stages of the stormwater
management plan.
The previously mentioned work was done primarily with mechanical equipment, utilizing manual labor
where necessary. Erosionlsedimentation control devices and techniques have been and will continue
to be used in accordance with local rules and regulations, in an effort to minimize ancillary
disturbance to downslope USACE jurisdictional areas. The site has been divided into 112 lots with a
common area acreage totaling 3.73-acres.
Explain the purpose of the proposed work:
The existing road improvements and storm water management infrastructure are necessary to
support the operation of the proposed single-family residential development, which would satisfy the
growing demand/need for affordable housing in suburban Asheville.
Page 3 of 12
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22, 2009
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.
USACE Action ID: 200800794
DWQ Project # 08-0399
The original joint application, dated February 27, 2008, was officially returned to the applicant by the
DWQ on April 4, 2008. Subsequent to this action, a Cease and Desist Order (Order), dated May 22,
2008, was delivered to the applicant.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to Indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts:
The site plan includes eight areas within USACE jurisdiction (see attached Proposed Conditions map)
that have been (or are proposed to be) spanned, crossed, or encroached upon to maximize upland
utilization of the property. Due to avoidance/minimization efforts employed by the project sponsor,
only five of the eight areas (Areas A, C, D, E, and F) require USACE/DWQ coordination, and the
details of these areas are provided in the paragraphs below. Please note that rip-rap armoring was
previously placed in the proximity of the impact areas, specifically in Areas A, C, D, E, F, and G. All
of the rip-rap armoring will be removed by hand to help prevent additional disturbance to the streams
and to decrease overall aquatic impacts associated with the project.
Area A (pipe A) consists of a pre-existing 37.12 foot (36-inch diameter) culvert pipe/road crossing on
Stream 1. As a practicable means of widening the ROW at this location, the culvert was retrofitted
with concrete headwall structures on both ends to minimize unnecessary disturbance to Stream 1.
As a result, a total of 2.4 feet of headwall impact to Stream 1 is calculated at this crossing.
Page 4 of 12
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22. 2009
Approximately 25-feet of rip-rap bank armoring was placed along the side slopes of the crossing and
in the streambed near the headwalls. The rip-rap will be removed by hand.
Area B (pipe B) consists of a pre-existing 16.16 foot culvert pipe/road crossing on Stream 1. No
additional impacts are calculated at this crossing.
Area C (pipe C) previously contained a 50.20 foot culvert pipe/road crossing on Stream 3.
Cumulative impacts in this area include a man-made stormwater detention pond with an associated
outlet control structure (OCS) and pipe. An embankment was constructed across the channel that
has filled/impounded 92.2 feet of the stream and the OCS/pipe outfall accounts for 41.2 additional
feet of impact. In an effort to reduce the impoundment impacts, the existing 32 linear feet of rip-rap
in Stream 3 (immediately upslope of the pond) will be removed by hand and 20 linear feet of the
previously excavated stream would be restored and shifted forward (downslope) through the
replacement of fill. Following this, 32-feet of rip-rap would be placed inside the pond (downslope of
the restored area) for stabilization and erosion protection. As a result of the proposed restoration
activities, 72.2-feet of impoundment impacts are now calculated.
Area D (pipe D) consists of a pre-existing 32.35 foot (36-inch diameter) culvert pipe/road crossing on
Stream 1. Similar to Area A, this road crossing was retrofitted with concrete headwall structures on
both ends. As a result, a total of 3.2-feet of headwall impact to Stream 1 is calculated at this
crossing. A total of approximately 18-feet of rip-rap bank was placed on both sides
(upstream/downstream) of the culvert. This rip-rap will be removed by hand.
Area E (pipe E) contains a 61.9 foot culvert pipe/road crossing (including concrete headwalls) on
Stream 3. A total of 61.9-feet of impact is calculated. Approximately 55 feet of rip-rap was placed on
both sides (upstream/downstream) of the culvert, which will be removed by hand.
Area F (pipe F) consists of a 107 foot culvert pipe/road crossing on Stream 4. A total of
approximately 20-feet of rip-rap was placed on both sides (upslope/downslope) of the culvert, which
will be removed by hand.
In summary, after restoration is performed, the impacts to USACE jurisdiction associated with this
project will occur at Areas A, C, D, E, and F and will involve disturbance to 113 linear feet of perennial
stream and 175 linear feet of intermittent stream. All of the subject culverts were constructed
according to Wilmington District Regional Condition 3.6 guidelines, which state that "culverts 48
inches in diameter or less shall be buried or placed on the stream bed as practicable and appropriate
to maintain aquatic passage, and every effort shall be made to maintain the existing channel slope."
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)

ype of Impact

Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.)
Located within
100-year

F(yes/no)
(yes/no) Distance

to Nearest
Stream
(linear feet
Area of
Impact
(acres)
i

Page 5 of 12
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22. 2009
Total Wetland Impact (acres) 0
3. List the total acreage (estimated) of all existing wetlands on the property: 0.02
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, multiply length X width, then divide by 43,560.
Stream Average
Impact
Area
Impact Perennial or Stream Length of
Number Stream Name Type of Impact Intermittent? Width (linear Impact
(indicate Before feet) (acres)
on maps Im acct

Stream 1, an
Area A unnamed tributary Fill, concrete Perennial 3-6 feet 2
4 0
0002
of Beaverdam headwalls . .
Creek
Stream 3, an
Area C unnamed tributary Impound Intermittent 2-4 feet 72.2 0.006
of Stream 1
Stream 3, an Outlet control
Area C unnamed tributary structure/pipe Intermittent 2-4 feet 41.2 0.003
of Stream 1
Stream 1, an
Area D unnamed tributary Fill, concrete Perennial 3-6 feet 3
2 0
0003
of Beaverdam headwalls . .
Creek
Stream 3, an Road crossing
Area E unnamed tributary including concrete Intermittent 2-4 feet 61.9 0.004
of Stream 1 headwalls
Stream 4, an Road
Area F unnamed tributary crossing/culvert
pipe with concrete Perennial 2-4 feet 107 0.007
of Stream 1
headwalls
Tota l Stream Impact (by length and acreage) 288 0.02
Page 6 of 12
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22, 2009
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
Area
Impact Name of Waterbody Type of Waterbody of
Site Number (if applicable) Type of Impact (lake, pond, estuary, sound, Impact
(indicate on bay, ocean, etc.)
(acres)
ma

Total Open Water Impact (acres) 0
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.02
Wetland Impact (acres): 0
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.02
Total Stream Impact (linear feet): 288
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.
N/A
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.): Embankment, installation of outlet control structure and Dipe outfall.
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Attenuation of storm flows to satisfy local stormwater
requirements.
Current land use in the vicinity of the pond: Residential
Size of watershed draining to pond: +/- 25 acres
Expected pond surface area: 0.5 acres
Page 7 of 12
Pre-Construction Notification, NWP 29
Bartram"s Walk. USACE Action 10 200800794
Buncombe County, North Carolina
January 22, 2009
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.
As previously discussed, the demand for residential housing (such as the proposed) is high in Buncombe
County, and the project team's plan would meet this demand. During the initial planning stages of the
project, the applicant sought first to update the site to Buncombe County road standards and DWQ
stormwater management standards through complete avoidance of all USACE jurisdictional areas.
However, the site is bisected by a perennial stream and associated tributaries, which effectively isolates
one side of the property from the other. Due to the location of these features in relation to the overall
project layout and the inherent need to access otherwise landlocked portions of the property, the project
team made a commitment to achieving the project goals in such a way that would minimize total aquatic
disturbances to the extent practicable. As a result of these efforts, a plan was devised that would utilize
bridge structures to avoid stream impacts at two locations and promote/expand the existing road system
to maximize upland utilization of the property (all the while minimizing the amount of stream/wetland
impacts). Through this utilitarian approach, primary and ancillary aquatic impacts are cumulatively
reduced.
Given the need for adequate storm water management (storage capacity), the project team considered
several options/alternatives in order to achieve the most practicable solution in light of environmental
concerns, cost, logistics, and existing technology. Several layouts were considered that would place all
four of the anticipated stormwater ponds in upland areas. However, due to the topography of the site
(average slope of 36.5%), the limited availability of land, and impervious surface stipulations associated
with the preferred layout, it was necessary to utilize the natural lay of the land to construct stormwater
Pond #1A in Area C. The implementation of this stormwater facility in the uplands to the west of Stream 3
would have resulted in the loss of a residential lot, thus rendering this alternative not practicable in terms
of cost. Placing the pond to the east of Stream 3 would have resulted in additional excavation and
earthwork disturbance to bottomland floodplain. The construction of the pond in Stream 3 required a
simple embankment that impacted a relatively small amount of intermittent stream that was already in a
somewhat degraded condition. Furthermore, no in-stream water quality treatments would occur in this
pond. All treatments would be located outside of USACE jurisdiction through the use of appropriate best
management practice (BMP) applications.
Site plans with alternative lot and infrastructure alignments were considered, but discarded due primarily
to equal or greater environmental impacts, undesirable roadway line of sight, and/or geotechnical
constraints. The replacement of pre-existing culverts with bridges/Con-spans was also considered,
however, the extensive costs associated with these structures could not be absorbed by the project.
Thus, this alternative was deemed not economically feasible and was rejected. Through exhaustive
planning efforts, the project team devised a plan which most practicably balances minimization of
environmental impacts with economic viability. The current layout is the most suitable alternative when
considering costs, logistics, and existing technology in light of the overall project purpose.
Access to the project site is accomplished from Bassett Road (via Beaverdam Road) to the North and
Town Mountain Road to the south. Utilities would be placed along road corridors as much as possible to
avoid future linear impacts and the stormwater management component of the project would entail
compliance with local water quality and quantity standards.
Page 8 of 12
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County. North Carolina
January 22, 2009
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.).
1. Provide a brief description of the proposed mitigation plan. The description should provide as
much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please
attach a separate sheet if more space is needed.
The applicant proposes to compensate the loss of 113 linear feet of perennial stream through
payment to the NCEEP and on-site stream and riparian buffer preservation. According to the
Wilmington District Stream Mitigation Guidelines, impacts to "good quality" perennial streams require
a 2:1 ratio for mitigation credit calculation. Stream preservation (at a factor of 5 times the 113 foot
impact length) is suitable to generate up to half of the required compensatory mitigation. Therefore,
the applicant proposes to preserve 565 linear feet of perennial Stream 1 (with associated 30 foot
buffers) and purchase 113 stream credits from the NCEEP.
Please see the attached Compensatory Mitigation Plan map for location of the proposed preservation
activities.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating that
they are will to accept payment for the mitigation must be attached to this form. For additional
information regarding the application process for the NCEEP, check the NCEEP website at
http:/Awww.nceep.net/panes/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): 113
Amount of buffer mitigation requested (square feet): 0
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): N/A
Page 9 of 12
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22, 2009
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federallstate/local) funds or the use of
public (federal/state) land? Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse?
If so, please attach a copy of the NEPA or SEPA final approval letter. Yes ? No
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 213.0233 (Neese),
15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC 26 .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
(square feet Multiplier Required
Mitigation
1
2
Total
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel;
Zone 2 extends an additional 20 feet from the edge of Zone 1.
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.
Page 10 of 12
Pre-Construction Notification, NWP 29
Bertram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22, 2009
The site is 156.47-acres in size and the preferred site layout would result in approximately 16.98-acres
(10.8% of total area) of impervious surface. The stormwater management plan includes four detention
ponds within the site limits that would attenuate storm flows such that the post-developed peak rate of
runoff would not exceed the pre-developed peak rate of runoff for all storm events from the two-year, 24-
hour event up to and including the 50-year, 24-hour storm event. The stormwater management plan
utilizes outfall structures and does not contain piping systems, therefore Buncombe County does not
require stormwater pond profiles to be submitted.
The project engineer is coordinating with Buncombe County for approval on a water quality management
plan for this project. Water quality features required by the County and North Carolina will be
accomplished with four (4) forebays. The forebays would treat the first 1.5-inches of rainfall by containing
the water for up to 72-hours to allow for the settlement of turbid water. Each of the forebays would be
placed at the natural release point of stormwater from conveyance systems.
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.
This project would connect to the local public sewer system.
X111. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ®No ?
Is this an after-the-fact permit application? Yes ® No ?
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
htto://h2o.enr.state.nc.us/ncwetlands.
If no, please provide a short narrative description:
A series of forebays have been created to prevent downstream water quality impacts from occurring.
Additionally, other sediment arresting devices will be utilized during construction such as silt screen, hay
bales, seed impregnated jute fabric, construction mats, etc.
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).
An in-office review of the U.S. Fish and Wildlife Service (USFWS) list of federally protected species
that may occur in Buncombe County was initially performed to determine the possibility of federally
protected species occurring on this site. Federally listed threatened and endangered animal and
plant species that were documented as potentially occurring in Buncombe County include:
Page I I of 12
Pre-Construction Notification, NWP 29
Bartram's Walk, USACE Action ID 200800794
Buncombe County, North Carolina
January 22, 2009
Carolina northern flying squirrel (Glaucomys sabrinus coloratus): Typical habitat is the ecotone
between coniferous and mature northern hardwood forests with widely spaced, mature trees at
elevations above 4,000-feet. While habitat onsite consists of mature undeveloped forest, the site's
elevation ranges between 2,500-feet and 3,100-feet. Because the elevation of the project does not
exceed 4,000-feet, the proposed project is not likely to have an impact on this species.
Gray bat (Myotis grisescens): Typical habitat is caves. Winter hibernation caves are typically vertical
caves with cool, stable temperatures. Summer caves are warmer with domed ceilings. Neither
appropriate habitat nor specimens were observed onsite or within the surrounding area during a site
reconnaissance. Due to lack of habitat, the proposed project would have no impact on this species.
Spreading avens (Geum radiatum): Typical habitat is high-elevation cliffs, outcrops, grassy balds, and
steep slopes in full sun. Adjacent forests are mostly red spruce and Fraser fir. Substrate is shallow,
acidic soil in cracks and crevices of igneous, metamorphic and metasedimentary rocks. Neither
appropriate habitat nor specimens were observed onsite during the project reconnaissance. Due to
lack of habitat, the proposed project would have no impact on this species.
Rock gnome lichen (Gymnoderma lineare): Typical habitat is areas of high humidity, either at high
elevations or in deep river gorges at lower elevation. It is primarily limited to vertical rock faces where
seepage water from soils above the cliffs flows at very wet times. Most populations occur above an
elevation of 5,000-feet. The site's elevation ranges from 2,500-feet to 3,100-feet and neither
appropriate habitat nor specimens were observed onsite during a site reconnaissance. Due to lack of
habitat, the proposed project would have no impact on this species.
Also, the Buncombe County listings in the National Register of Historic Places (updated October 5,
2007) were reviewed to ascertain the presence of historic properties within the project area. Of the
104 historic features located within Buncombe County, none are located inside the project area or
within one mile of the project area. Therefore, no impacts to any listed historic sites would occur.
Should cultural resources be discovered during construction of this project, the USACE would be
contacted, as required for compliance with Condition 18 of the NWP.
' Applicant/Age
(Agent's signature is valid on
Signature Date
an authorization letter from the applicant is provided.)
Page 12 of 12
Base Map: Provided by Vaughn & Melton
Prepared: Limits of USACE Jurisdiction N
December 8, 2008 Existina Conditions
BY: W E
Bartram's Walk
REGISTER- NELSON Buncombe County, North Carolina 500 S
Environmental Consultants for
Beaverdam Land Conservancy, LLC Feet
3949 Jadeco Road, McDonough, GA 30253
Office: 678-432-2636 Fax: [phone] X lOmniGunsukwVManmrFfaWakIPCN1RewsoolMapsUJSACE m0
Pond #4,
Pond #4, inlet .1
Area A: pre-existing
Pipe A (37.12-feet) and
added headwalisr(2.4-fee
total 2.4-feet of impact t
Stream 1, 25-feet of rip-r
to be removed.
Area B: pre!existir
Pipe B, no additioi
Ingress/egress
off of
Beaverdam Road
impact to Stream 3.-
j `'
Area C: stormwater detention
pond (#1A), pre-existing Pipe
C (50.2-feet), remove 32.4-feet-
of rip-rap and restore 20-feet _
of channel, total 72.2-feet of
impoundment impact to Stream
3 (reduced from 92.2-feet) ?
Pond #1A?inlet
Area E: Pipe E and headwalls
for road crossing, total 61.94et
of impact to Stream 3, 55-feet of
rip-rap to be removed.
Area F: Pipe F for road crossing,
107-feet of impact to Stream 4,'
20-feet of rip-rap to be removed.
Ingress/egress off of
Town Mountain Road
Legend
C3 Site Boundary
Detention Ponds
- --- Perennial Stream
- • • - Intermittent Stream
Wetland Swale
Pond #1A; outfall Proposed Lot Lines 8 Road Corridors

and #1E inlets
' Area D: pre-existing Pipe
D (32.35-feet) and added
Pond #1E, outfall headwalls (3.2-feet), total

...? -?
? 3.2-feet of impact to
? I Stream 1.
rea G: bridge,no impact
Stream 1,rip-rap to be
removed from stream.
Pond #ICI inlet
Pond #11C, outfall
Area H: proposed bridge,
no impact to Stream 1.
*Please note that no disturbance to
Mountain streams/wetlands would occur inside
4,0 Joao' the proposed residential lots.
Base Map: Provided by Vaughn & Melton
Prepared: Proposed Conditions N
December 8, 2008
By: W E
Bartram's Walk
REGISTER NELSON Buncombe County, North Carolina 510 S
Environmental Consultants for
3949 Jodeco Road, McDonough, GA 30253 Beaverdam Land Conservancy, LLC Feet
Office: 678-432-2636 Fax: [phone] x?on,r.consun.Vka?d.maw?ikwcNkRa,.tw?Mal??
W,cpo6 d Condt*ns "d
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Prepared: Proposed Mitioation Plan
January 14, 2009
By:
REGISTER ,,i? NELSON_
Environmental Consultants
3949 Jodeco Road, McDonough, GA 30253
Office: 678-432-2636 Fax: [phone]
Bartram's Walk
Buncombe County, North Carolina 530
for I--1
Beaverdam Land Conservancy, LLC Feet
N
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Pmpoead Whgalan Plan mxd
Base Map: Provided by Vaughn & Melton
APPROVED JURISDICTIONAL DETERMINATION FORM
U.S. Army Corps of Engineers
This form should be completed by following the instructions provided in Section 1V of the JD Form Instructional Guidebook.
SECTION I: BACKGROUND INFORMATION
A. REPORT COMPLETION DATE FOR APPROVED JURISDICTIONAL DETERMINATION (JD):
B. DISTRICT OFFICE, FILE NAME, AND NUMBER: Wimington District, Bartram's Walk, Stream 4
C. PROJECT LOCATION AND BACKGROUND INFORMATION: Bartram's Walk
State:North Carolina County/parish/borough: Buncombe County City: Asheville
Center coordinates of site (]at/long in degree decimal format): La, t. 35.631916° N, Long. 82.525004° (W.
Universal Transverse Mercator: 362039.14 N, 3944035.38 W, UTM Zone 17
Name of nearest waterbody: Stream 1, a tributary of Beaverdam Creek
Name of nearest Traditional Navigable Water (TNW) into which the aquatic resource flows: French Broad River
Name of watershed or Hydrologic Unit Code (HUC): 06010105
Check if map/diagram of review area and/or potential jurisdictional areas is/are available upon request.
Check if other sites (e.g., offsite mitigation sites. disposal sites. etc...) are associated with this action and are recorded on a
different JD form.
D. REVIEW PERFORMED FOR SITE EVALUATION (CHECK ALL THAT APPLY):
Office (Desk) Determination. Date:
10 Field Determination. Date(s): April, July, & Oct. 'O8
SECTION II: SUMMARY OF FINDINGS
A. RNA SECTION 10 DETERMINATION OF JURISDICTION.
There Km no "navigable waters of the U.S." within Rivers and Harbors Act (RHA) jurisdiction (as defined by 33 CFR part 329) in the
review area. [Required]
Waters subject to the ebb and flow of the tide.
Waters are presently used, or have been used in the past, or may be susceptible for use to transport interstate or foreign commerce.
Explain:
B. CWA SECTION 404 DETERMINATION OF JURISDICTION.
There Kiv "waters of the U.S." within Clean Water Act (CWA) jurisdiction (as defined by 33 CFR part 328) in the review area. [Required)
1. Waters of the U.S.
a. Indicate presence of waters of U.S. in review area (check all that apply):'
TNWs, including territorial seas
Wetlands adjacent to TNWs
Relatively permanent waters2 (RPWs) that flow directly or indirectly into TNWs
Non-RPWs that flow directly or indirectly into TNWs
Wetlands directly abutting RPWs that flow directly or indirectly into TNWs
Wetlands adjacent to but not directly abutting RPWs that flow directly or indirectly into TNWs
Wetlands adjacent to non-RPWs that flow directly or indirectly into TNWs
impoundments of jurisdictional waters
Isolated (interstate or intrastate) waters, including isolated wetlands
b. identify (estimate) size of waters of the U.S. In the review area:
Non-wetland waters: 150 linear feet: range from 2-3 width (ft) and/or 0.001 acres.
Wetlands: 0.02 acres.
c. Limits (boundaries) of jurisdiction based on: ?9$7 Delineation Manual
Elevation of established OHWM (if known):
2. Non-regulated waters/wetlands (check if applicable) :3
[] Potentially jurisdictional waters and/or wetlands were assessed within the review area and determined to be not jurisdictional.
Explain:
Boxes checked below shall be supported by completing the appropriate sections in Section 111 below.
' For purposes of this Porn, an RPW is defined as a tributary that is not a TNW and that typically flows _year-round or has continuous Ilo+N' at least "seasonally"
(e.g., typically 3 months).
' Supporting documentation is presented in Section 111. F.
SECTION III: CWA ANALYSIS
A. TNWs AND WETLANDS ADJACENT TO TNWs
The agencies will assert jurisdiction over TNWs and wetlands adjacent to TNWs. If the aquatic resource is a TNW, complete
Section IIl.A.1 and Section III.D.1. only; if the aquatic resource is a wetland adjacent to a TNW, complete Sections III.A.1 and
and Section II1.D.1.; otherwise, see Section IILB below.
1. TNW
Identify TNW:
Summarize rationale supporting determination:
Wetland adjacent to TNW
Summarize rationale supporting conclusion that wetland is "adjacent":
B. CHARACTERISTICS OF TRIBUTARY (THAT IS NOT A TNW) AND ITS ADJACENT WETLANDS (IF ANY):
This section summarizes information regarding characteristics of the tributary and its adjacent wetlands, if any, and it helps
determine whether or not the standards for jurisdiction established under Rapanos have been met.
The agencies will assert jurisdiction over non-navigable tributaries of TNWs where the tributaries are "relatively permanent
waters" (RPWs), i.e. tributaries that typically flow year-round or have continuous now at least seasonally (e.g., typically 3
months). A wetland that directly abuts an RPW is also jurisdictional. If the aquatic resource is not a TNW, but has year-round
(perennial) flow, skip to Section III.D.2. If the aquatic resource is a wetland directly abutting a tributary with perennial flow,
skip to Section III.D.4.
A wetland that is adjacent to but that does not directly abut an RPW requires a significant nexus evaluation. Corps districts and
EPA regions will include in the record any available information that documents the existence of a significant nexus between a
relatively permanent tributary that is not perennial (and its adjacent wetlands if any) and a traditional navigable water, even
though a significant nexus finding is not required as a matter of law.
If the waterbody° is not an RPW, or a wetland directly abutting an RPW, a JD will require additional data to determine if the
waterbody has a significant nexus with a TNW. If the tributary has adjacent wetlands, the significant nexus evaluation must
consider the tributary in combination with all of its adjacent wetlands. This significant nexus evaluation that combines, for
analytical purposes, the tributary and all of its adjacent wetlands is used whether the review area identified in the JD request Is
the tributary, or its adjacent wetlands, or both. If the JD covers a tributary with adjacent wetlands, complete Section Il1.B.1 for
the tributary, Section Il1,B.2 for any onsite wetlands, and Section III.B.3 for all wetlands adjacent to that tributary, both onsite
and offsite. The determination whether a significant nexus exists is determined in Section III.C below.
1. Characteristics of non-TNWs that flow directly or indirectly into TNW
(i) General Area Conditions:
Watershed size: ht wtfst
Drainage area Vick List
Average annual rainfall: inches
Average annual snowfall: inches
(ii) Physical Characteristics:
(a) Relationship with TNW:
? Tributary flows directly into TNW.
? Tributary flows through Plot-, . tributaries before entering TNW.
Project waters are ck 40 river miles from TNW.
Project waters are IekList river miles from RPW.
Project waters are Iclt List aerial (straight) miles from TNW.
Project waters are 0"IList aerial (.straight) miles from RPW.
Proiect waters cross or serve as state boundaries. Explain: NIA.
Identify flow route to TNW`:
Tributary stream order, if known:
Note that the Instructional Guidebook contains additional information regarding swales, ditches, washes, and erosional features generally and in the and
West.
5 Flow route can be described by identifying, e.g., tributary a, which flows through the review area, to flow into tributary b. which then flows into TNW.
(b) General Tributary Characteristics (check all that apply):
Tributary is: ? Natural
? Artificial (man-made). Explain:
? Manipulated (man-altered). Explain: impoundment has been built into the stream.
Tributary properties with respect to top of bank (estimate):
Average width: feet
Average depth: feet
Average side slopes: Pick List.
Primary tributary substrate composition (check all that apply):
? Silts ? Sands ? Concrete
? Cobbles ? Gravel ? Muck
? Bedrock ? Vegetation. Type/% cover:
? Other. Explain:
Tributary condition/stability (e.g., highly eroding, sloughing banks]. Explain:
Presence of run/riffle/pool complexes. Explain:
Tributary geometry: OWL*
Tributary gradient (approximate average slope): S %
(c) Elow:
Tributary provides for: Pick List
Estimate average number of flow events in review arealyear: pick List
Describe flow regime:
Other information on duration and volume:
Surface flow is: Pick LW. Characteristics:
Subsurface flow: PickList. Explain findings:
? Dye (or other) test performed:
Tributary has (check all that apply):
? Bed and banks
? OHWM6 (check all indicators that apply):
? clear, natural line impressed on the bank ?
? changes in the character of soil ?
? shelving ?
? vegetation matted down, bent, or absent ?
? leaf litter disturbed or washed away ?
? sediment deposition ?
? water staining ?
? other (list):
the presence of litter and debris
destruction of terrestrial vegetation
the presence of wrack line
sediment sorting
scour
multiple observed or predicted flow events
abrupt change in plant community
? Discontinuous OH WM.' Explain:
If factors other than the OHWM were used to detenn
[] High Tide Line indicated by: []
? oil or scum line along shore objects
? fine shell or debris deposits (Foreshore)
? physical markings/characteristics
? tidal gauges
? other (list):
ine lateral extent of CWA jurisdiction (check all that apply):
Mean High Water Mark indicated by:
? survey to available datum;
? physical markings;
? vegetation lines/changes in vegetation types.
(iii) Chemical Characteristics:
Characterize tributary (e.g., water color is clear, discolored, oily film; water quality; general watershed ebaracteristics, etc.).
Explain:
Identify specific pollutants, if known:
6A natural or man-made discontinuity in the OHWM does not necessarily sever jurisdiction (e.g., where the stream temporarily flows underground, or where
the OHWM has been removed by development or agricultural practices). Where there is a break in the OIIWM that is unrelated to the waterbodv's flow
regime (e.g., flow over a rock outcrop or through a culvert), the agencies will look for indicators of flow above and below the break.
'Ibid.
(iv) Biological Characteristics. Channel supports (check all that apply):
? Riparian corridor. Characteristics (type, average width):
? Wetland fringe. Characteristics:
? Habitat for:
? Federally Listed species. Explain findings:
? Fish/spawn areas. Explain findings:
? Other environmentally-sensitive species. Explain findings: non-tolorent aquatic indicators.
? Aquatic/wildlife diversity. Explain findings:
2. Characteristics of wetlands adjacent to non-TNW that flow directly or indirectly into TNW
(i) Physical Characteristics:
(a) General Wetland Characteristics:
Properties:
Wetland size: acres
Wetland type. Explain:
Wetland quality. Explain:
Project wetlands cross or serve as state boundaries. Explain:
(b) General Flow Relationship with Non-TNW:
Flow is: )Pick List. Explain:
Surface flow is: kidt'Lut
Characteristics:
Subsurface flow: Pick Ust. Explain findings:
? Dye (or other) test performed:
(c) Wetland Adjacency Determination with Non-TNW:
? Directly abutting
? Not directly abutting
? Discrete wetland hydrologic connection. Explain:
? Ecological connection. Explain:
? Separated by berm/barrier. Explain:
(d) Proximity (Relationship) to TNW
Project wetlands are PIcl< gist river miles from TNW.
Project waters are kick List aerial (straight) miles from TNW.
Flow is from: Fick] st.
Estimate approximate location of wetland as within the kick List floodplain.
(ii) Chemical Characteristics:
Characterize wetland system (e.g., water color is clear, brown, oil film on surface; water quality; general watershed
characteristics, etc.). Explain:
Identify specific pollutants, if known:
(iii) Biological Characteristics. Wetland supports (check all that apply):
? Riparian buffer. Characteristics (type, average width):
? Vegetation type/percent cover. Explain:
? Habitat for:
? Federally Listed species. Explain findings:
? Fish/spawn areas. Explain findings:
? Other environmentally-sensitive species. Explain findings:
? Aquatic/wildlife diversity. Explain findings:
3. Characteristics of all wetlands adjacent to the tributary (if any)
All wetland(s) being considered in the cumulative analysis: dick List
Approximately ( ) acres in total are being considered in the cumulative analysis.
For each wetland, specify the following:
Directly abuts? (Y/N1 1) Size (in acres) Directly abuts? (Y/N) Size (in acres)
Summarize overall biological, chemical and physical functions being- performed:
C. SIGNIFICANT NEXUS DETERMINATION
A significant nexus analysis will assess the flow characteristics and functions of the tributary itself and the functions performed
by any wetlands adjacent to the tributary to determine if they significantly affect the chemical, physical, and biological integrity
of a TNW. For each of the following situations, a significant nexus exists if the tributary, in combination with all of its adjacent
wetlands, has more than a speculative or insubstantial effect on the chemical, physical and/or biological integrity of a TNW.
Considerations when evaluating significant nexus include, but are not limited to the volume, duration, and frequency of the flow
of water in the tributary and its proximity to a TNW, and the functions performed by the tributary and all its adjacent
wetlands. It is not appropriate to determine significant nexus based solely on any specific threshold of distance (e.g. between a
tributary and its adjacent wetland or between a tributary and the TNW). Similarly, the fact an adjacent wetland lies within or
outside of a noodplain is not solely determinative of significant nexus.
Draw connections between the features documented and the effects on the TNW, as identified in the Rapanos Guidance and
discussed in the Instructional Guidebook. Factors to consider include, for example:
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to carry pollutants or flood waters to
TNWs, or to reduce the amount of pollutants or flood waters reaching a TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), provide habitat and lifecycle support functions for fish and
other species, such as feeding, nesting, spawning, or rearing young for species that are present in the TNW?
• Does the tributary, in combination with its adjacent wetlands (if any), have the capacity to transfer nutrients and organic carbon that
support downstream foodwebs?
• Does the tributary, in combination with its adjacent wetlands (if any), have other relationships to the physical, chemical, or
biological integrity of the TNW?
Note: the above list of considerations is not inclusive and other functions observed or known to occur should be documented
below:
1. Significant nexus findings for non-RPW that has no adjacent wetlands and flows directly or indirectly into TNWs. Explain
findings of presence or absence of significant nexus below, based on the tributary itself, then go to Section III.D:
2. Significant nexus findings for non-RPW and its adjacent wetlands, where the non-RPW flows directly or indirectly into
TNWs. Explain findings of presence or absence of significant nexus below, based on the tributary in combination with all of its
adjacent wetlands, then go to Section 111.13:
3. Significant nexus findings for wetlands adjacent to an RPW but that do not directly abut the RPW. Explain findings of
presence or absence of significant nexus below, based on the tributary in combination with all of its adjacent wetlands, then go to
Section 111.1):
D. DETERMINATIONS OF JURISDICTIONAL FINDINGS. THE SUBJECT WATERS/WETLANDS ARE (CHECK ALL
THAT APPLY):
1. TNWs and Adjacent Wetlands. Check all that apply and provide size estimates in review area:
TNWs: linear feet width (ft), Or, acres.
Wetlands adjacent to TNWs: acres.
2. RPWs that flow directly or indirectly into TNWs.
1Z Tributaries of TNWs where tributaries typically flow year-round are jurisdictional. Provide data and rationale indicating that
tributary is perennial: Pemnial determination is based on field observations of flow in a dry year.
Tributaries of TNW where tributaries have continuous flow "seasonally" (e.g.. typically three months each year) are
jurisdictional. Data supporting this conclusion is provided at Section 111.8. Provide rationale indicating that tributary flows
seasonally:
Provide estimates for jurisdictional waters in the review area (check all that apply):
Tributary waters: linear feet width (ft).
B Other non-wetland waters: acres.
Identify type(s) of waters:
Non-RPWss that now directly or indirectly into TNWs.
? Waterbody that is not a TNW or an RPW, but flows directly or indirectly into a TNW, and it has a significant nexus with a
TNW is jurisdictional. Data supporting this conclusion is provided at Section III.C.
Provide estimates for jurisdictional waters within the review area (check all that apply):
? Tributary waters: linear feet width (ft).
? Other non-wetland waters: acres.
Identify type(s) of waters:
Wetlands directly abutting an RPW that flow directly or indirectly into TNWs.
® Wetlands directly abut RPW and thus are jurisdictional as adjacent wetlands.
? Wetlands directly abutting an RPW where tributaries typically flow year-round. Provide data and rationale
indicating that tributary is perennial in Section III.D.2, above. Provide rationale indicating that wetland is
directly abutting an RPW: Immediately upslope with a surface connection.
Wetlands directly abutting an RPW where tributaries typically flow "seasonally." Provide data indicating that tributary is
seasonal in Section III.B and rationale in Section I I I.D.2, above. Provide rationale indicating that wetland is directly
abutting an RPW:
Provide acreage estimates for jurisdictional wetlands in the review area: acres.
Wetlands adjacent to but not directly abutting an RPW that now directly or indirectly into TNWs.
Wetlands that do not directly abut an RPW, but when considered in combination with the tributary to which they are adjacent
and with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisidictional. Data supporting this
conclusion is provided at Section III.C.
Provide acreage estimates for jurisdictional wetlands in the review area: acres.
Wetlands adjacent to non-RPWs that now directly or indirectly into TNWs.
? Wetlands adjacent to such waters, and have when considered in combination with the tributary to which they are adjacent and
with similarly situated adjacent wetlands, have a significant nexus with a TNW are jurisdictional. Data supporting this
conclusion is provided at Section III.C.
Provide estimates for jurisdictional wetlands in the review area: acres.
Impoundments of jurisdictional waters.9
As a general rule, the impoundment of a jurisdictional tributary remains jurisdictional.
Demonstrate that impoundment was created from "waters of the U.S.." or
Demonstrate that water meets the criteria for one of the categories presented above (1-6), or
Demonstrate that water is isolated with a nexus to commerce (see E below).
E. ISOLATED [INTERSTATE OR INTRA-STATE1 WATERS, INCLUDING ISOLATED WETLANDS, THE USE,
DEGRADATION OR DESTRUCTION OF WHICH COULD AFFECT INTERSTATE COMMERCE, INCLUDING ANY
SUCH WATERS (CHECK ALL THAT APPLY):"
which are or could be used by interstate or foreign travelers for recreational or other purposes.
from which fish or shellfish are or could be taken and sold in interstate or foreign commerce.
which are or could be used for industrial purposes by industries in interstate commerce.
Interstate isolated waters. Explain:
Other factors. Explain:
Identify water body and summarize rationale supporting determination:
sSee Footnote 4 3.
9 To complete the analysis refer to the key in Section 111.13.6 of the Instructional Guidebook.
10 Prior to asserting or declining CWA jurisdiction based solely on this category, Corps Districts will elevate the action to Corps and EPA HQ for
review consistent with the process described in the Corps/EPA Memorandum Regarding CWA Act Jurisdiction Fallowing Rapanos.
Provide estimates for jurisdictional waters in the review area (check all that apply):
? Tributary waters: linear feet width (ft).
? Other non-wetland waters: acme.
Identify type(s) of waters:
? Wetlands: acres.
F. NON-JURISDICTIONAL WATERS, INCLUDING WETLANDS (CHECK ALL THAT APPLY):
? If potential wetlands were assessed within the review area, these areas did not meet the criteria in the 1987 Corps of Engineers
Wetland Delineation Manual and/or appropriate Regional Supplements.
? Review area included isolated waters with no substantial nexus to interstate (or foreign) commerce.
? Prior to the Jan 2001 Supreme Court decision in "SIVANCC," the review area would have been regulated based solely on the
"Migratory Bird Rule" (MBR).
? Waters do not meet the "Significant Nexus standard, where such a finding is required for jurisdiction. Explain:
? Other: (explain, if not covered above):
Provide acreage estimates for non jurisdictional waters in the review area, where the sole potential basis of jurisdiction is the MBR
factors (i.e., presence of migratory birds, presence of endangered species, use of water for irrigated agriculture), using best professional
judgment (check all that apply):
? Non-wetland waters (i.e., rivers, streams): linear feet width (ft).
Lakes/ponds: acres.
?? Other non-wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
Provide acreage estimates for non-jurisdictional waters in the review area that do not meet the "Significant Nexus" standard, where such
a finding is required for jurisdiction (check all that apply):
Non-wetland waters (i.e., rivers, streams): linear feet, width (ft).
Lakes/ponds: acres.
Other non-wetland waters: acres. List type of aquatic resource:
Wetlands: acres.
SECTION IV: DATA SOURCES.
A. SUPPORTING DATA. Data reviewed for JD (check all that apply - checked items shall be included in case file and, where checked
and requested, appropriately reference sources below):
Maps, plans, plots or plat submitted by or on behalf of the applicant/consultant: .
Data sheets prepared/submitted by or on behalf of the applicant/consultant.
? Office concurs with data sheets/delineation report.
? Office does not concur with data sheets/delineation report.
Data sheets prepared by the Corps:
M Corps navigable waters' study:
? U.S. Geological Survey Hydrologic Atlas:
? USGS NHD data.
? USGS 8 and 12 digit HUC maps.
U.S. Geological Survey map(s). Cite scale & quad name: (Weaverville & Asheville) 7.5 Quadrangle, 1:24,000 scale.
USDA Natural Resources Conservation Service Soil Survey. Citation: .
National wetlands inventory map(s). Cite name: (Wcaver0le & Asheville).
State/Local wetland inventory map(s):
FEMA/FIRM maps:
100-year Floodplain Elevation is: (National Geodectic Vertical Datum of 1929)
Photographs: ? Aerial (Name & Date):
or ? Other (Name & Date):
Previous detennination(s). File no. and date of response letter:
Applicable/supporting case law:
Applicable/supporting scientific literature:
Other information (please specify): COE field determination.
B. ADDITIONAL COMMENTS TO SUPPORT JD:
{
Permit No,
(ro be provkhd by DWQ)
Df WA7F9
P-1A QG
AS D STORMWATER MANAGEMENT PERMIT APPLICATION FORM
O ~
401 CERTIFICATION APPLICATION FORM T
DRY EXTENDED DETENTION BASIN SUPPLEMENT
. This TOtm must be Md oW, P?+W and submfted,
The Required Items Checldfst (Part III) must be printed, tided out and submkfed along with a# the requbed hrformWon.
5Re characteristics
Drainage area
Impervious area
% Impervious
Design rainfafl depth
Peak Flow CW ulatdons
1-yr, 24-hr rainfall depth
Rational C, pre- development
Rational C, post-development
Rainfall Intensk. 1-n 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pmftt 1-yr, 24-hr peak control
Morage Vohane: Non-SA Waters
Minimum required volume
Provided volume
Sediment storage volume provided
Stange volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff volume
Post-development 1-yr, 24-hr runoff volume
Minimum required volume
Provided volume
Sediment storage volume provided
Basin Design Parameters
Drawdown time
SHWT elevation
Basin bottom elevation
Storage elevation
Basin side slopes
Tap elevation
freeboard provided
Basin Bottom Dimensions
Basin length
Basin width
Length to width ratio
3,195,126A0 . fig
527,512`00! {(?
0.17
3_ Z5 in
325 ° In
55A0 (unwess)
62.00. (unjilim)
„0.14 infir
-13,43 ft'Isec
2045 fe/sec
_ 7.0? ft lsec
8411059`00 - fe
187,274.04 f
46,819!00 {e
400' ; ft
000 fe
no ` - fte
^-?--000 f
0.00 ` ft
0.00 . ft
< 3;00 , `days
-' 2_349.00_ :dmsl
}:00 fmsl
2356.59 fmsl
3.0..
` 2364.00_ fmsl
2:38 ft
.172.00 ft
-135
.00
ft
OK
OK
OK
OK
OK
OK
OK
Too deep, maximum depth of 10-feet allowed
OK
Increase length to width ratio to at least 1.5:1
Form SW401-Dry Extended Detantkm Basin4tev.3
Parts 1.6 It. Design Summery, Page 1 of 2
Additional Information
Total runoff volume captured by basin
Forebay Provided
Is basin in a recorded drainage easement?
Does basin capture all runoff at ultimate build-out?
Is a sediment depth indicator included?
Does the basin include a drain?

Farm SW401-Dry Ezrended Detention Basin-Rev.s
Permit No.
(to be provrHad by DWO)
73 35 actin Forebay is required
n (Y or N) Need to a recorded drainage easement
y (Y or N) OK
Y (Y or N) OK
y (Y or N) OK
., f
!n?
Parts t. & II. Design Summery, Page 2 or 2
Permit No.
(to be provided by DWO)
?pp WATFA `
.w STORMWATER MANAGEMENT PERMIT APPLICATION FORM
?? O T
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be god out printed and strbmllted.
The Required Hems Checklist (Part Ht) must be printed, Mod out and &&? *W along wHh aN the required informift.
Project name tr;i'welt
Collect person Tan parlttard<
Phone number 1W88.7370/850.294-2501
Date
3/1312009
Drainage area number Sui 1C

Site Characteristics x,
Drainage area 692;604.00; ! f?
Impervious area 120;226.00 f¢
% tmper i ous 0.17
Design rainfall depth 3.25 , in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
125 in
Rational C, pre-development 55.00 „(units)
Rational C, post-development 6200 : (unieess)
Rainfall intensity. 1 -yr, 24-hr storm - < 0.14, : iNhr
Pre-development 1-yr. 24-hr peals flow -13.43 felsec
Post-development 1-yr, 24-hr peak flow 6.25 f lsec
PnOlost 1-yr, 24-hr peak control -7.18 ftshoc
Storage Volume: Non-SA Waters
Minimum required volume h,
1-1j06&00

Provided volume ,
`15;09700 - f? OK
Sediment storage volume provided 3,775.00 fns OK
Storage Volume: SA Waters
1,5' runoff volume - o te
Pre-development 1-yr, 24-hr runoff volume 0 00 le
Post-development 1-yr, 24-hr runoff volume -0.00 fns
Minimum required volume , - -G,00
Provided volume 0.00 fns OK
Sediment storage volume provided 0.00 Its OK
Basin Design Parameters
Drawdown time 0.00 days OK
SHWT elevation -2448'00 f nal
Basin bottom elevation 2450.00 fmsl OK
Storage elevation 2457.53 fmsi
Basin side slopes 10' :1 OK
Top elevation 2459:00 WI OK
Freeboard provided 1:47 it OK
Basin. Bottom Dimensions
Basin length 73.00 ` $
Basin width 30.00 fl
Length to width ratio
2;40 a OK
Fort SW401-Dry Extended Detention Besln-Rev.3
Parts 1.6 II. Design Summary, Pape 1 of 2
Additional Information
Total runoff volume captured by basin
Forebay provided
Is basin in a recorded drainage easement?
Does basin capture all runoff at ultimate build-out?
Is a sediment depth indicator included?
Does the basin include a drain?
l
Form SW401-Dry Extended Detention Bas"ev.3
15,90 ao-In
n (Y or N)
n (Y or N)
Y (Y or N)
Y (Y or N)
Y (Y or N)

Permft No.
go be Provided by DWG)
Forebay is required
Need to a recorded drainage easement
OK
OK
OK
Parts 1. & II. Design Summary. Pape 2 oil

Permit No.
(to be pnoWded by DINO)
?pF WALeg
STORMWATER MANAGEMENT PERMIT APPLICATION FORM > i
WDM 401 CERTIFICATION APPLICATION FORM p Y
DRY EXTENDED DETENTION BASIN SUPPLEMENT
, This form must be Idled out, priMMed and mbmffted.
The Requhed Items Checkdst (Part 111) must be Prirded, frilled ouf and submdted along wkh a8 the required kiformatIon.
Project name Bar6ahis`Walc- -?
Contact person FomDar?ellAtan; Newrnar
Phone number 77140.79701850-294-2501
........ , .
Date 311rA9
Drainage area number Ban.1E

Site Characile West
Drainage area q *;DO f1
Impervious area 150,718:00 ff
% Impervious 0.20
Design rainfall depth 3.25 ' in
Peak Flow Calculations
1-yr, 24-hr rainfall depth in
Rational C, pre-development 55:00 (unltless)
Rational C, post-development 64.00
Rainfall intens* l-yr, 244ir storm 0.14 in/hr
Pre-development 1 yr, 2444 peak flow 4W felsec
Post-development 1-yr, 24-hr peak flow 10.89 'f&80
Pre/Post 1-yr, 24-hr peak control -2.44 felsec
Storage Volume: Non-SA Waters
Mmimum required volume 048.00
Provided volume 133,076.00 le OK
Sediment storage volume provided 33;269.00 fe OK
Storage Vohime: SA Waters
1.5' runoff volume _0:00 fe
Pre-development 1-yr, 24-hr runoff volume "?00 fta
Post-development 1-yr, 24-hr runoff volume O;pO ft1
Wmimum required volume -----0.00 fe
Provided volume 0:00 {e OK
Sediment storage volume provided 0:00 fts OK
Basin Design Parameters
Drawdown lime 4.00 days OK
SHWT elevation 2351;00 hsl
Basin bottom elevation 2353.00 tmsl OK
Storage elevation 2356.69 frrisi
Basin side slopes 3.0 ` ? OK
Top elevation
.Freeboard provided 2364.00 `fmsl Too deep, maximum depth of 10-feet allowed
7.31 ft OK
Basin Bottom Dimensions
Basin length 78;00 ft
Basin width 55.00 ft
Length to width ratio 1:38 :1 Increase length to width ratio to at least 1.5:1
Form SW401-Dry Extended Detention Sasin-Rev.3 Pegs i. d II. Design Summery, Page 1 or2
Additional Informatlon
Total runoff volume captured by basin
Forebay provided
Is basin in a recorded drainage easement?
Does basin capture al runoff at ultimate build-out?
Is a sediment depth indicator induded?
Does the basin include a drain?

Form SW401-Dry Extended Detention Bash-Rev.3
17M ao-In
n (Y or N)
n (Y or N)
Y (Y or N)
y (Y or N)
y (Y or N)
r

Permit No.
fro be provkbd by OWQ)
Forebay Is required
Need to a recorded drainage easement
OK
OK
OK
Parts 1.8 II. Design Summary, Page 2 of 2
NcDENa
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
. This form must be Mod out, printed and submitted,
The Required Items Check tst (Part 111) must be printed, titled out and submitted along with as the required htirmadon.
Project name Bartrem's Wink
Contact person Tam.Newrnan -
Phone number 7704*737OMSO-2W2501 .
Date 3i13I1p0g
Drainage area number Btisin 3

Site Characteristics
Drainage area 175.5471)0
Impervious area 35,284.00
% Impervious 0.20
Design rainfall depth 3:25- in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 3.25, in
Rational C, pre-development _ 55.00 (unitises)
Rational C, post development 84000 (unMess)
Rainfall inlens4: l-yr, 24-hr storm 0.14 knihr
Pwdevelopment 1-yr, 24-hr peak flow 0.87 fe/sec
Post-development 1-yr, 24-hr peak flow 3;21.
PrelPost 1-yr, 24-hr peak control Z34
Storage Volume: Non-SA Waters
Minimum required volume ' 6,512:00 ft'
Provided volume 10 078DI) ft' OK
Sediment storage volume provided 5000.00_ f? OK
Storage Volume: SA Waters
1.5' runoff volume f
Pre-development 1-yr, 24-hr runoff volume 'x:00' fig
Post-development 1-yr, 24-hr runoff volume -777?007 ! le
Minimum required volume -0.00 f
Provided volume 0.00 fe OK
Sediment storage volume provided 0:00 fl3 OK
Basin Design Parameters
Drawdown time 0 days OK
SHWT elevation 2503:00 find
Basin bottom elevation 2505-00- L ` hal OK
Storage elevation 2507:62 fmsl
Basin side slopes 3.0 :1 OK
Top elevation 2510.00 final OK
Freeboard provided 138 A OK
Basin Bottom Dimensions
Basin length 986:00, ft
Basin width 27.00 it
Length to width ratio 1:4:30 :1 OK
Penult No.
00 be provided by DINO)
119E W AT?q G
0
Q -C
Form SW401-Dry Extended Detention easm-Rev.3 Paris I.3 II. Deoipn Summary. Pepe 1 of 2
Additional krbnnatlon
Total runoff volume captured by basin
Forebay provided
Is basin in a recorded drainage easement?
Does basin capture all runoff at ultimate bu4d•out?
Is a sediment depth indicator included?
Does the basin include a drain?
1
Form SW401-Dry Extended Detention Beain-Rev,3
*,.OS sic-In
(Y or N)
n (Y or N)
Y (Y or N)
n (Y or N)
Y (Y or N)

Permit No.
fro be provided by DWO)
Forebay Is not required
Need to a recorded drainage easement
OK
A segment depth indicator must be included
OK
Parts I. & II, Deargn Summary, Page 2 of 2
Permit No.
(to be Pmvlrrsd by DWO)
?pF WAlEA G
AV 3- WA
W-DEHR STORMWATER MANAGEMENT PERMIT APPLICATION FORM ?
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
. This form must be tii/ed out, printed and subm4ted.
The Requfnsd Items Checklist (Part /it) must be printed, ad out and submfft W abV with aN the required NiformaBon.
Project name
Contact parsers
Phone number
Date
Dr
7Oh Dhniiiftrc Nauman
P "Q6-7370,00-2M-2501,
-
3l13)2009
Dings area number Basin 4
Site Characteristics
I
Bi
ll,
Drainage area
412;513;00
fe
Impervious area :82;328;00 i
% Impervious 0.20
Design rainfall depth =8.25' - in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 3:25 in
Rational C, pre-development 55A0 (unldess)
Rational C, post-development 64.00 (units)
Rainfall intensity: l-yr, 24-hr si rm r 0.14. - , irAr
Pre-devekipment 1-yr, 24-hr peek flow .
152 i fe/sec
Post-devekipment 1-yr, 24-hr peak flow 6;01,
Pre/Post 1-yr, 24-hr peak control 4.49 fl
Storage Volume: Non-SA Waters
Minimum required volume 15,188:00, ff'
Provided volume 24,431`.00` fe OK
Sediment storage volume provided 8;1109.00 f? OK
Storage Volume: SA Waters
1.5" runoff volume 0.00-
Pre-development 1-r, 24-hr runoff volume p0 f?
Post-development 1-yr, 24-hr runoff volume 0.00 ft"
Minimum required volum e fe
Provided volume OOQ OK
Sediment storage volume provided 0;00 (? OK
Basin Design Parameters
Drewdown 6me 3,0& days OK
SHWT elevation 2277.50 _ fmsl
Basin bottom elevation 2279.50' fmsl OK
Storage elevation 87:09
2287. fool
Basin side slopes 10 :1 OK
Top elevation 2289.00 fmsl OK
freeboard provided 1.91 it OK
Basin Bottom Dlmensions
Basin length

Basin width 54.00
it

Length to width ratio 13.00 3.00 00 Q
4-15 :11 OK
Forte SW401-Dry Extended Detention Basin-Rev.3
Parts I. ti rl, Deelgn Summary, Pepe 1 art
Permit No.
go be provided by DWQ)
Additional Information
Total runoff volume captured by basin .9.47 ac4n Forebay is not required
Forebay provided ri . (Yor N)
Is basin In a recorded drainage easement? n , (Y or N) Need to a recorded drainage easement
Does basin capture all runoff at ultimate bulkkut? y (Y or N) OK
Is a sediment depth Indicator Included? _y_ (Y or N) OK
Does the basin include a drain? y (Y or N) OK

Forth SW409-Dry Extended petentlon Basin-Rev.3
Parts I. & 11. Deslpn Summery, Pape 2 or 2
Maintenance Agreement -
WHEREAS, the Property Owner
recognizes that the wet or extended detention facility or facilities (hereinafter referred to as "the
facility" or "facilities") must be maintained for the development called,
located in Land Lot(s) ,District(s) , of Buncombe
County, North Carolina; and,
WHEREAS, the Property Owner is the owner of real pro • articularly
described on the attached Exhibit A (hereinafter referted to as "th erty"), and,
WHEREAS, Buncombe County (hereinafter referre as my") and the
Property Owner, or its administrators, executors, success e , or ass that the
f health, safety and welfare of the citizens of the Coun t the faciIi a constructed
and maintained on the property, and,
WH
EREAS, the Development Regulations re or faciliti as shown on
the approved development plans and specifications be co ted and maintained by the Property
Owner, its administrators, executors; su sots, heirs, or
NOW, THEREFORE, h 'conside foregoing es, the mutual covenants
contained herein, and the following terms con a parti ereto agree as follows:
SE 1.
The facility or f be constru d by the P perty Owner in accordance with
the plans and specifi for velbpment.
N
ECTIO
The P Owner, cutors, successors, heirs or assigns shall
maintain ilitie oil worl g condition acceptable to the County and in
accor with the sc of 1o aintenance activities agreed hereto and attached as
Exh'
-SECTION 3. -
The Pr Owner, administrators, executors, successors, heirs or assigns hereby
grants permission Co ; its authorized agents and employees, to enter upon the property
and to inspect the henever the County deems necessary. Whenever possible, the
County shall provide ce prior to entry. The Property Owner shall execute an access easement
in favor of Buncombe County to allow the County to inspect, observe, maintain, and repair the
!
I facility as deemed necessary. A fully executed original easement is attached to this Agreement as
Exhibit C and by reference made a part hereof.
SECTION 4.
In the event the Property Owner, its administrators, executors, successors, heirs or assigns
fails to maintain the facility or facilities as shown on the approved plans and specifications in
good working order acceptable to the County and in accordance with the maintenance schedule
incorporated in this Agreement, the County, with due notice, may enter the property and take
i whatever steps it deems necessary to return the facility or facilities to good working order. This
provision shall not be construed to allow the County to erect any structure of a permanent nature
on the property. It is expressly understood and agreed that the County is under no obligation to
maintain or repair the facility or facilities and in no event shall this Agreement be construed to
impose any such obligation on the County. '&?
SECTION 5.
In the event the County, pursuant to the Agreement, p rk of any nature, or
expends any funds in the performance of said work for labor, of ent, supplies,
materials, and the like, the Property Owner shall reimb a unty, o 1 forfeit any
! required bond upon demand within thirty (30) days of eipt ereof for all sts incurred by
the County hereunder. If not paid within the pres time 'od, the Coun ure alien
against the real property in the amount of such cca? acti escribed in on are in
i addition to and not in lieu of any and all legal remedie a County as result of the
Property Owner's failure to maintain the facility or facili
ON 6.
It is the intent of this agreement to roper main . of the facility or
facilities by the Property Owner; provided, eve , 's Agre ent shall not be deemed to
create or effect any additional liability of any ged to result from or caused
by storm water runoff.
_ SECTI 7
Sediment accum n re g from the operation of the facility or facilities
will be catered'for. The Pro ommodation for the removal and disposal
of all amurn ents. sal va ovided onsite in a reserved area(s) or will be
remov m the si red s3•shall be sufficient to accommodate for a minimum of two
SECTION 8.
The Owner I provide the County with a bond or a letter of credit providing
for the mainte the f ' or facilities pursuant to the County's Development Regulations
concerning Mainte eements.
e SECTION 9.
The Property Owner shall use the standard BMP Operation and Maintenance Inspection
Report attached to this agreement as Exhibit D and by this reference made a part hereof for the
purpose of a minimal annual inspection of the facility or facilities by a qualified inspector.
1
1

a
SECTION 10.
The Property Owner, its administrators, executors, successors, heirs and assigns hereby
indemnifies and holds harmless the County and its authorized agents and employees for any and
all damages, accidents, casualties, occurrences or claims which might arise or be asserted against
the County from the construction, presence, existence or maintenance of the facility or facilities
by the Property Owner or the County. In the event a claim is asserted against the County, its
authorized agents or employees, the County shall promptly notify the Property Owner and the
Property Owner shall defend at its own expense any suit based on such claim. If any judgement or
claims against the County, its authorized agents or employees shall be wed, the Property
Owner shall pay for all costs and expenses in connection herewith.
SECTION 11.
This Agreement shall be recorded among the deed reow of erk of Superior Court
.
of Buncombe County and shall constitute a covenant the 1 shall be binding
on the Property Owner, its administrators, executors, , ass s and any successors in
interest.
SECTION
This Agreement may be enforced by proceedings or in equity by or against the
parties hereto and their respective succesW in interest.
Invalidation of any one of the
other provisions and all other provisior
all in no way effect any
effect.
a

MAINTENANCE AGREEMENT
SO AGREED this day of -020
PROPERTY OWNER
LIMITED LIABILITY CORPORATION
Name of LLC:„
Printed or Typed Name
BY: Attest:
Signature Signature of Wi
Printed or Typed Name d o Typed N e
Title: e: (Seal)
Managing Person ,. , Notary
B CO ORTH OLINA.
By.
l Chief E ate " emen
Attachments:
Exh' it A (Plat and Legal Description)
Exhibit B (Maintenance and Inspection Schedule)
Exhibit C (Access Easement)
Exhibit D (Standard BUT Operation and Maintenance Inspection Report)
1 ,
i
i
i
i
i
1
1
1
MAINTENANCE AGREEMENT
SO AGREED this day of 20
PROPERTY OWNER
INDIVIDUAL OR PROPERTY OWNED JOINTLY BY SEVERAL INDIVIDUALS
By:
Signature of Owner
Attest:
Signature
(Seal) .
Notary Public
?IUNTY, NORTH CAROLINA.
LC
.s..
By:
7
1
I
I
7
Attachments: Exhibit A (Plat and Legal Description)
Exhibit B (Maintenance and Inspection Schedule)
Exhibit C (Access Easement)
Exhibit D (Standard BMP Operation and Maintenance Inspection Report)
Attachment A
Maintenance Plans for Stormwater Detention Ponds

I 1. The proposed detention pond is designed to function as a detention pond for
controlling on-site runoff and as a sediment basin to reduce the amount of sediment
traveling downstream Curb and gutter will be used to channel onsite water to the
( detention/sediment-basin. Final elevations are as shown on the attached as-built
plans.
= 2. All grasses will be mowed twice each year. The grass should be mowed in early
summer and again in early fall to prevent seeds of annual weeds from maturing.
' Trees and shrubs will not be permitted to grow on the dam or in the emergency
spillway.
3. Replanting and overseeding. If vegetation covers less than 40% of the soil surface,
lime, fertilize, and seed in accordance with current recommendations £or new
seeding. If vegetation covers more that 40% but less than 70% of the soil surface,
lime, fertilize and overseed in accordance with current recommendations.
4. Removing trash and sediment. Trash and litter will be removed as needed to prevent
obstruction to the flow of water, prevent degradation of downstream properties, to
maintain the integrity of ft structure and to provide an attractive appearance.
5. Removing sediment. Accumulated sediments (including clay, silt, sand
gravel
etc.)
,
,
will be removed before the pond loses 10% of the designed storage capacity. It will
be removed from conveyance channels before it impairs the structural integrity of the
channels.
b. Sediment disposal. Sediment disposal should be in accordance with current
procedures for disposal of sediment and sludge.
7. Repairing slides, slumps,; and eroded areas. Slopes which have been impaired by
slides, slumps, and erosion.will be repaired within 30 days. Burrowing and digging
by rodents and other ani nals will be controlled and damaged areas will be repaired
within 30 days.
1 8. Repairing and other d=ptaents. Pipes, headwalls, etc. will be maintained, repaired
and/or replaced as needed to maintain the integrity of the structure.
9. Maintenance inspections. Once each year, a representative of the owner(s) and a
representative of the County will jointly inspect all stormwater management
structures; appropriate action will be taken to ensure proper maintenance. All
maintenance costs will be borne by the owner(s).
10. All sediment from the including any deposits of
material that accumulate on or around the parking area shall be properly disposed
through collection and disposal at a facility, such as a landfill, designated for the
disposal of such material.
EXHIBIT `B'
MAINTENANCE AND INSPECTION SCHEDULE
MM - MUDMAT :
This item shall be inspected during construction only and this
feature will be removed upon permenant bed construction.
RECP - ROLLED EROSION. CONTROL PRODUCTS
These items will be place on c and fi es within the
development and should be o a iliza nee this
development is handed o to the Home Own sociation.
However, the folio ' tenan schedule sho observed
during construction:
• Inspect the RE east weekly and after each
cant rain t+ Repair immediately.
• checked f grass coverage and
a an ould be ed until grass coverage
is 9 o or
RR- OUTLET ST.
RO1
is a
device and should be
• -, Tie RR at least weekly and after each
Vx0h :.significant rain fall event until permanent vegetation
been established. Repair immediately.
t er permanent vegetation has been established,
these outlets protections should be inspected every
12 months.
PROTECTION
This is a temporary protection device and should be removed upon
stabilization of the soil within the development.
• Inspect the Doughnut at least weekly and after each
significant rain fall event. Repair immediately. '

ROCK PIPE INLET PROTECTION
This is a temporary protection device and should be removed upon
stabilization of the soil within the development,
• Inspect Rock pipe inlet protection at least weekly
and after each significant rain fall event. Repair
immediately.
TEMPORARY SEDIMENT TRAP
This is a temporary protection-device should be removed upon
stabilization of the soil within the nt.
• Inspect Rock pi t pro at least weekly
and after eac t rain ent. Remove
silt and re trap to its original ' ons once
it has ated u I/2 its volum th of
Rip Rap-
PERMANENT SEDIMENT BASIN
This is ape rman control de d should be
maintained at all
• Insp B a eekly and after each
signifi t rain f vent until permanent vegetation
Rhas bee stablished. Remove silt and restore basin
to its on imensions once it has accumulated
1/1 it plume.
• ?> anent vegetation has been established,
-these outlets protections should be inspected every
. months utilizing the inspection report.
a temporary protection device and should be removed upon
ation of the soil within the development.
• Inspect Silt Fence protection at least weekly and
after each significant rain fall event. Remove silt
once it has accumulated up to 1/1 its depth of fencing
height.
I
EXHIBIT `C'
PERMANENT WATER QUALM BMW AND ACCESS EASEMENT
AGREEMENT
i
7
i
i
1
i
i

STATE OF NORTH CAROLINA
COUNTY OF BUNCOMBE
THIS EASEMENT granted this day of
as of the first part,
Y a p subdivision of
hereinafter refe o as Grantee.
th of ONE DOL ($1.00) in
an m considerafion of the
nance Agreement between
m and to that portion of the
and identified on the
between the property owner
hereinafter referred to as Grantor, and BUNCOMB
the State of North Carolina, as party of the seco av
WM4ESSETH THAT: Grantor, for and in consider
hand paid at and before the sealing and delivery of this
agreements and covenants contained in is document and
Grantor and Grantee, hereby grants unto tee an ea
property shown on Exhibit "A" to=jhq greet'
plat attached hereto as Exhibit "1". '
The purpose of this easem' allow Gran its age for maintenance activities
to the Water Quality Be ent Practice MP) facil , and to prevent development of
the property within ement wing issuan of the Certificate of Occupancy or in the
case of a residen . su ion, pproval of th Plat, without written permission from
the Buncombe County PI This ment is required by the provisions of the
Maintenance t exe by _ the Grantor and Grantee.
a y
r`
PERMANENT WATER QUALITY BMP AND ACCESS EASEMENT AGREEMENT
SO AGREED this day of , 20
PROPERTY OWNER
INDIVIDUAL OR PROPERTY OWNED JOINTLY BY SEVERAL INDIVIDUALS
By:
Signature of Owner
Printed or Typed'Name
By:
Signature of Owner
Printed or Typed Name
By:
Signature of Owner r,
or Typed
Typed Name
Attest:
Witness
or Typed Name
Printed or
Notary Public
Name
of Witness
1 (Pat of-Easement)
l
EXIT `D'
BMP Facility Operation and Maintenance Inspection Report for Pond Facilities
Inspector Name Community
Inspection Date Address
Type of BMP
Watershed Tax Map
or Beyond Toe
d. Emergency ay
6. Pond, Too & Chimney Drains
Clear & Fund
7. Seeps/Leaks on Downstream
Face.

1

r
r
i
l
3
i

ITEM INSPECTED CHECKED MAINTENANCE OBSERVATIONS & REMARKS
Yes No R d. Not Re d.
8. Pond Drain Valve
a. Operational/Exercised
b. Chained and Locked
9. Outfall Channels Functioning
10, Other (Specify)
Agi.
C. Permanent Pool • Wet Ponds
1. Undesirable Vegetative Growth
2. Floating or Floetable Debris
Removal Requited
3. Visible Pollution >
4. Shoreline Problems
5. Other (Specify)
D. Dry Pool Areas - Dry Pond t
r?
1. Vegetation Adequate
2. Undesirable Vegetative
a
3. Undesirable W wth
4. Low Flow Channels C
Obstructions
5 t Spots
6, . S entxnd/nrTf. "` .
E. Condition o I9 into
1. Rip Rep Fain
2. Slope Invert Erosio
3. Storm Drain Pipes
4. Endwalis/Headwails
S. Other (Specify)
ITEM INSPECTED CHECKED MAINTENANCE OBSERVATIONS & REMARKS
Yes No Regd. Not Rcqd.
F. Other
1. Encroachments on Pond or
Easermt Area (Be
Specific)
2. Complaints from Local
Residents ' N/A N/A
(Describe on Back)
3. Aesthetics
a. Crass Mowing Regd.
b. Graffiti Removal Reqd.
c. Other
4. Public Hazards (Be F,4C
Specific) lowk
5. Maintenance Access
r
1. Inspector's Remar w ' 4

2. Overall Condi • Fac' (Check One) Acceptable
Unacceptable
3. I hereby certify under penalty of perjury that I have performed the inspections and trade a good
faith effort to identify the items that need maintenance. I further certify that failure to inspect or
misrepresent the need for maintenance could result in my liability for personal or property
damage.
Signed: Date:
Inspector
Operation and Maintenance Inspection Report for
Filtration Facility
(Adapted from Watershed Management Institute, Inc.)
Inspector Name ProjectLocation
Inspection Date
Watershed
As-built Plans available?
Z
Inspection Items v Z
1. Debris removal
Ad'ecent area clear of debris
Inlets and outlets clear of debris
Filtration facHi free of debris
2. Vegetation
Adjacent Brea stabilized
GrasB molded
'y An evidence of erosion
3. Oil and grease
An 'evidence of filter clo
4. Water retention where required
Water holding chambers at normal pool
No evidence of IS?kW
5. Sediment deposition
Filtration chamber clean of sediments
Water chambers not more than y full of T ?-
sediments
I 6. Structural components -
An evidence of structural deterioration
Grates in od condition
Any evidence of spalling or cracking of
structure.( arts
11 7. Outlets/overflow spillway
Good condition no need for repair)
i An evidence of erosion"
I 8. Overall function of facility
An evidence of flow b assin facili
J An noticeable odors outside of facility

M
M
M
M
M
M
M
M
A
A
A
A
A
A
A
Comments
1 b o `? r o
zbz?
Inspection Items U z Comments
9. Pump (Where applicable)
Catalog cuts and wiring diagram for A
2uinp available
Waterproof conduits for wiring appear to A
f be intact
Panel box is well marked A
Any evidence of pump failure (excess A
_ water in pump well, etc)
C Inspection Frequency. Key A=Annual, M=Monthly, S=After major storm
Necessary Action:
If any of the items above where answered Yes for "Maintenance Needed", a time frame needs to
be established for repair or correction. .
No action necessary. Continue routine inspections.
Correct noted facility deficiencies by (date)
- Facility repairs were previously indicated and completed. Site reinspection is necessary to verify
corrections or improvements.
Site reinspection completed on (date)
Site reinspection was satisfactory.
Next routine inspection is scheduled for approximately (date):
Inspectors Signature

Operation and Maintenance Inspection Report for
Infiltration Trenches.
(Adapted from Watershed Management Institute, Inc.)
Inspector Name Project Location
Inspection Date
Watershed
As-built Plans available?
b O U h O O U
% ?
I
i U z w
nspect
on Items . Comments
1. Debris removal
Trench surface clear of debris . M
Inlets clear of debris M
Inflow pipes clear of debris M
Overflows illvm clear of debris :.. M
2. Sediment traps, forebays, or pretreatment
swales
Obvious] tra in sediment 'A
Greater than 50% of original storage A
volume remaining
3. Vegetation
Mowin done when necessary
-
Fertilized per s f
I Von M
An evidence of erosion _ M
Contributing a area stabilized M
4. Dewatering
Trench dewaters between storms M
5. Sediment removal of trench _
An evidence of sedimentation in trench - A
Does sediment accumulation currently A
r uire.removal
6. Inlets
Good condition .A
An evidence of erosion "A
7. Outlets/overflow spillway .
Good condition no need for repair) A
An evidence of on A
8. Aggregate repairs
Surface of a e ate clean A
Top layer of stone in need of A
re lacement
Trench in need of rehabilitation A

C- z U
z
o

U
Inspection Items ? Comments
9. Vegetated surface
Evidence of erosion present M
Perforated inlet functioning adequately M
Does water stand on v etated surface M
Does .Mod vegetative cover exist M
10. Overall function of facility
Any evidence of flow bypassing facility S
l
1
7
7
1

Inspection Frequency Key A=Annual, M=Monthly, S=After major storm
Necessary Action: r
If any of the items above where answered Yes for "Maintenance Needed", a time frame needs to
be established for repair or correction.
No action necessary. Continue routine inspections.
Correct noted facility. deficiencies by (date)
Facility repairs were previously indicated and completed. Site reinspection is necessary to verify
corrections or improvements.
Site reinspection completed on (date)
Site reinspection was satisfactory. .
Next routine inspection is scheduled for approximately (date):
Inspectors Signature
i
i
7
a
Operation and Maintenance Inspection Report for
Enhanced Swales I Grass Channels 1 Filter Strips
(Adapted from Watershed Management Institute, Inc.)
Inspector Name Project Location
Inspection Date
Watershed
As-built Plans available?
u
Z
U
Inspection Items Comments
1. Debris removal
Facility and adjacent area clear of debris M
Inlets and outlets clear of debris M
An dum in of and wastes into facili M
Has litter ranches, etc, been removed M
2. Vegetation' .;
Adjacent area stabilized M
Grass mowed M
Plant height not less than design water M
depth
Fertilized er s ecifications M
An evidence of erosion M
Is plant composition according to M
approved plans
Any unauthorized or inappropriate a . M
lantin •
An dead or diseased lants M
Any evidence of plant stress fro M.
inad uate watering -
An evidence of deficient stakes or wires M
3. Oil and grease
An evidence of filter clom?g M
4. Dewatering
Facility dewaters between storms M
5. Check dams/energy dissipators/sumps
An evidence of sedimentation buildu A S
Are sumps greater than•50% full of A,S
sediment
Any evidence of erosion at downstream A,S
toe of drop structures

'rC O U
? ,C?? O
O U
I
U ? ,
?' U V!
U
Inspection Items U Z w Comments
6.. Sediment deposition
Swale clean of sediments A
Sediments should not be > than 200A of A '
Swale design depth
7. Outlets/overflow spillway
Good condition no need for repair) S
An evidence of ciosion A
An evidence of blockages S
8. Integrity of facility
Has facility been blocked or filled A
inwropriawy
9. Bioretention Planting Soil
An evidence of planting soil erosion A
10. Organic Layer
Mulch covers entire area (No voids) and A
to s ified thickness
Mulch is in good condition r A
mspecuon r.requency Key A=Annual, M=Monthly, S=After major storm
Necessary Action:
If any of the items above where answered Yes for "Maintenance Needed", a time frame. needs to .
be established for repair or correction.
No action necessary. Continut4outine inspections.
Correct noted facility deficiencies by (date)
Facility-repairs were previously indicated and completed. Site reinspection is necessary to verify
corrections or improvements.
Site reinspection completed on (date)
Site reinspection was satisfactory.
Next routine inspection is scheduled for approximately (date):.

Inspectors Signature

(Company Letterhead)
BAD 18-Month Certification Form

Project Name
Buncombe Co. Permit #
BMP Identifier (as stated on original as-built):
BMP Facility Type:
Based on an 18-month As-Built survey condu<
that no changes have occurred to the Best Ma'.
would affect either the volume. or the outlet str
Water Management Report was sub ttlu
therefore conclude that the BM0facili
development regulations, is functioninexceed the required v
N%r e. see tabl
Date
(date) we (comp erby certify
aft at s (BM) ,which
the original As-built Storm
uncombe County. We
;e with mbe County's
that the volume meets or
Volume Typ De Volume 18-Month Field Surveyed
Volume
., ww
uauty ?
(V a Below w Ch
n Orifice
Total Xne
ume olu
00-year
ndof 1
Attached to this fo
new 18-month record survey (topography/plan view) of-the
3P
BMP facility along with a detail drawing of the outlet control structure for review.
Note: 1 Form Per BMP Facility
Engineer
Stamp
Here
{ 1
(A-030AV'2,
Hydrology & Water Quality Study
For
Bartram's Walk
Buncombe County, North Carolina
ICI IAI n" I
?? pQ; •F?SS/
.2. p
47
CI S
j6Z'r-07
January 31, 2007
Revised: May 3, 2007
Revised : April 1, 2008
Prepared by:
0269
Fax: [phone]
[e-mail]
Omni Consulting Services
665 Highway 74 South
Suite 125
Peachtree City, Georgia 3
'Ph: 770-486-7370
I. Site Location
The proposed development for Bartram's Walk Subdivision is located off the southern side of
Wolfe Cove Road and extending southward to Town Mountain Road in the township of
Beaverdam in Buncombe County, North Carolina.
II. Existing Conditions
The overall site is approximately 156 acres in size and is currently wooded with a small pasture
located within the center of the property. For our study we will model this site as entirely
forested. The site is divided into 7 drainage basins for which the runoff will be modeled. The
majority of the site drains into an existing creek located on site.
III. Proposed Development
The proposed development consists of 87 new lots and their associated improvements.
IV. Proposed Rnnoff Control and Description
For this development, we will accommodate the additional runoff created by using multiple
detention & water quality ponds for the development. The entire design storage for the
development will utilize the 1 yr-24 hour storm event. This storm will be contained within the
pond as well as all water quality draw down volume. All basins will release at less than the pre-
developed rate so as not to adversely affect any downstream property.
Furthermore, each lot will be required to install an underground metering tank to hold and
release the additional runoff from each house and its associated impervious areas. This will be in
addition to the proposed ponds. We will also utilize all grassed swales throughout the project
with small water quality holding basins to-filter the particulates from the runoff prior to
discharging into the detention ponds.
V. Methodology
Both the developed and pre-developed runoff flows have been calculated using the SCS Method.
Runoff intensities were derived from the North Carolina 1-year 1-day precipitation map. The
time of concentration was computed using the Lag Method. Inlet and Outlet control calculations
were made using software by Hydroflow Hydrographs. This software also generated all
reservoir routing calculations and hydrographs.
VI. Analysis
A. Basin 1
1. Existing Conditions
• Total Area =173.55 acres
• Overall CN = 55
CN = 55 (wooded; good cover) =173.55 ac.
• Tc = 44.6 twin (Lag Method - Hydrograph #1)
Flow Length = 3994'
Slope =18.00%
2. Bypass Conditions
• Total Area = 51.43 acres
• Overall CN = 59'
CN = 55 (wooded; good cover) = 29.72 ac. (offsite)
CN = 98 (Impervious) = 20% = 4.34 ac
CN = 55 (wooded; good cover) = 80% =17.37 ac. (onsite)
• Tc = 40.3 min (Lag Method - Hydrograph #2)
Flow Length= 3994'
Slope =18.00%
3. Developed Conditions (Sub-Basin 1-A)
• Total Area = 73.35 acres
• Overall CN = 62
CN = 55 (wooded; good cover) =12.78 ac. (offsite)
CN = 98 (Impervious) = 20% =12.11 ac
CN = 55 (wooded; good cover) = 801/6 = 48.46 ac. (onsite)
• Tc = 34.2 tr(Lag Method - Hydrograph #3) -
Flow Length = 3518'
Slope = 17.6%
4. Developed Conditions (Sub-Basin 1-C)
• Total Area =15.90 acres
• Overall CN = 62
CN = 55 (wooded; good cover) = 2.08 ac. (offsite)
CN = 98 (Impervious) = 20% = 2.76 ac
CN = 55 (wooded; good cover) = 80% =11.06 ac. (onsite)
• Tc = 22.4 min (Lag Method - Hydrograph #5)
Flow Length = 2508'
Slope = 25.0%
5. Developed Conditions (Sub-Basin 1-D)
• Total Area = 8.40 acres
• Overall CN = 64
CN = 98 (Impervious) = 2011/a =1.68 ac
CN = 55 (wooded; good cover) = 80% = 6.72 ac.
• Tc =11.0 min (Lag Method - Hydrograph #7)
Flow Length =1143'
Slope = 25.55%
6. Developed Conditions (Sub-Basin 1-E)
• Total Area =17.32 acres
• Overall CN = 64
CN = 98 (Impervious) = 200/a = 3.46 ac
CN = 55 (wooded; good cover) = 801/o =13.86 ac. (onsite)
• Tc =14.9 min (Lag Method - Hydrograph #8)
Flow Length =1450'
Slope = 20.14%
y
7. Developed Conditions (Sub-Basin 1-F)
• Total Area = 2.52 acres
• Overall CN ?, 64
CN = 98 (Impervious) = 20% = 0.50 ac
CN = 55 (wooded; good cover) = 80% = 2.02 ac.
• Tc = 6.8 min (Lag Method - Hydrograph #10)
Flow Length = 659'
Slope = 27.31-9/0

B. Basin 3
1. Existing Conditions
Total Area = 4.54 acres
• Overall CN = 55
CN = 55 (wooded; good cover) = 4.54 ac.
• Tc = 8.9 min (Lag Method - Hydrograph #12)
Flow Length = 605'
Slope = 21.98%
2. Bypass Conditions
• Total Area = 0.39 acres
• Overall CN = 64
CN = 98 (Impervious) = 20% = 0.078 ac.
CN = 55 (wooded; good cover) = 80% = 0.312 ac.
• Tc =1.7 min (Lag Method - Hydrograph #13)
Flow Length =127'
Slope = 32.28%
s
3. Developed Condid ions
• Total Area = 4.03 acres
• Overall CN 64
CN = 98 (Impervious) = 20% = 0.81 ac.
CN = 55 (wooded; good cover) = 80% = 3.22 ac.
• Tc = 9.10 min (Lag Method - Hydrograph #14)
Flow Lengtli'= 717'
Slope = 17.4'%0

C. Basin 4
1. Existing Conditions
•' Total Area =11.06 acres
• Overall CN = 55
CN = 55 (wooded; good cover) =11.06 ac.
• Tc =16.6 min (Lag Method - Hydrograph #17)
Flow Length =1310'
Slope = 21.76%
2. Bypass Conditions
• Total Area =1.59 acres
• Overall CN = 60
CN = 98 (Impervious) =10.4% = 0.17 ac.
CN = 55 (wooded; good cover) = 89.6% =1.42 ac.
• Tc = 5.1 min (Lag Method - Hydrograph #18)
Flow Length = 301'
Slope =17.28%
3. Developed Conditions
• Total Area = 9.47 acres
• Overall CN =. 64
CN = 98 (Impervious) = 20% =,1.89 ac.
CN = 55 (wooded; good cover) = 80% = 7.58 ac.
• Tc =13.7 min (Lag Method - Hydrograph #19)
Flow Length =1308'
Slope = 20.4%.

D. Basin 2
1. Existing Conditions
• Total Area= 3.11 acres
• Overall CN 55
CN = 55 (wooded; good cover) = 3.11 ac.
• Tc = 5.0 min (Lag Method - Hydrograph #22)
Flow Length = 320'
Slope = 25.0%
2. Developed Conditions
• Total Area = 2.50 acres
• Overall CN = 57
CN = 98 (Impervious) = 20% = 0.11 ac.
CN = 55 (wooded; good cover) = 80% = 2.39 ac.
• Tc = 4.8 min (Lag Method - Hydrograph #23)
Flow Length = 320'
Slope = 25.0%
ti S
E. Basin 5
1. Existing Conditions
• Total Area =1.87 acres
• Overall CN = 55
CN = 55 (wooded; good cover) = 3.11 ac.
• Tc = 5.2 mi (Lag Method - Hydrograph #24)
Flow Length k.370'
Slope = 29.7%
2. Developed Conditions
• Total Area =1.87 acres
• Overall CN = 64
CN = 98 (Impervious) = 20% = 0.37 ac.
CN = 55 (wooded; good cover) = 80% =1.50 ac.
• Tc = 4.1 min (Lag Method - Hydrograph #25)
Flow Length = 370'
Slope = 29.7%

F. Basin 6
1. Existing Conditions
• Total Area = 2.50 acres
• Overall CN = 55
CN = 55 (wooded; good cover) = 2.50 ac.
• Tc = 5.6 min (Lag Method - Hydrograph #26)
Flow Length = 380'
Slope = 26.3%
2. Developed Conditions
• Total Area = 2.50 acres
• Overall CN = 64
CN = 98 (Impervious) = 20% = 0.50 ac.
CN = 55 (wooded; good cover) = 80% = 2.00 ac.
• Tc = 4.5 min (Lag Method - Hydrograph #27)
Flow Length = 380'
Slope = 26.3%
G. Basin 7
1. Existing Conditions
• Total Area = 4.26 acres
• Overall CN = 55
CN =-55 (wooded; good cover) = 4.26 ac.
• Tc = 7.2 min' (Lag Method - Hydrograph #28)
Flow Length =..500'
Slope = 25.0%
2. Developed Conditions
• Total Area = 2.97 acres
• Overall CN = 64
CN = 98 (Impervious) = 20% = 0.59 ac.
CN = 55 (wooded, good cover) = 80% = 2.38 ac.
• Tc = 5.7 min (Lag Method - Hydrograph #29)
Flow Length = 500'
Slope = 25.0%
1
Flow Summa
Basin Storm

Year Pre-
Developed
Flows cfs Basin Post-
Developed
Flows cfs Allowable
Flow (cfs) Bypass
Flows (cfs)
Routed
Flow (?) Total
Developed
Flow cfs
1 ` 7 13.43 NIA 13.43 8.615 N/A 13.02
(1-A) 1 NIA 20.45 NIA N/A 2.13
(1-C) 1 NIA 6.25 NIA N/A 0.64
(1-D) 1 NIA 6.22 NIA N/A N/A
(1-E) 1 WA 10.99 N/A N/A 0.96
(1-F) 1 NIA 2.15 NIA WA NIA
2
t 1 0.76 1.03 0.76 NIA N/A 1.03
3 1 0.87 3.21 0.87 0.57 0.46 0.62
4. 1 1.52 6.01 1.52 0.97 1.05 1.33
5 1 0.46 1.90 0.46 WA WA 1.90
6 1 0.61
- 2.53 0.61 N/A N/A 2.53
7
L 7f
1 0.90 2.83 0.90 N/A N/A 2.83
*Bas in 1 was divi ded intn five c»h-hnc;nc
*** See Attached H dro a hs for Calculations ***

HYDROGRAPHS AND
POND SUMMARIES

Hydrograph Return Period Recap HydraflowHydrographsby lntelisolvev9.2
Hyd. Hydrograph Inflow Peak Outflow (do) Hydrograph
No. type
(origin) Hyd(s)
i-Yr
2-Yr
3 Yr
5-Yr
10-Yr
25-Yr
50 Yr
100•Yr description
1 SCS Runoff 13.43 - -- -- --- ----- ---- - -- Basin 1(Pre-0eveloped)
2 SCS Runoff - 8.615 Basin 1(Bypass)
3 SCS Runoff 20.45 Basin A
4 Reservoir 3 2.127 - -- Basin A (Routed)
5 SCS Runoff -- 6.252 Basin C
6 Reservoir 5 0.643 ---- --- -- ---- ---- Basin C (Routed)
7 SCS Runoff 6.220 Basin D
8 SCS Runoff - 10.99 --- - -- -, Basin E
9 Reservoir 8 0.964 - - .? - Basin E (Routed)
10 SCS Runoff -- 2.147 Basin F
11 Combine 2, 4, 6, 7, 9,lMD2 Total Developed Flow (Basin 1)
12 SM Runoff - 0.871 -- ---- -- Basin 3 (Pre-Developed)
13 SCS Runoff ---- 0.408 ---- --- -- ---? - - ?. Basin 3 (Bypass)
14 SCS Runoff 3.205 r-? - - -- Basin 3 (Developed)
15 Reservoir 14 0.573 -- Basin 3 (Routed)
16 Combine 13.15 0.623 - Total Developed Flow (Basin 3)
17 SCS Runoff - 1.524 - Basin 4 (Pre-Developed)
.18 SCS Runoff 0.972 - -- - - Basin 4 (Bypass)
19 SCS Runoff - 6.007 Basin 4 (Developed)
20 Reservoir 19 1.052 Basin 4 (Routed)
21 Combine 18,20 1.330 - -- -- - - Total Developed Flow (Basin 4)
22 SCS Runoff - 0.764 -.. -- - Basin 2 (Pre-Developed)
23 SCS Runoff - 1.033 ,- - ?. Basin 2 (Developed)
2,4 SCS Runoff 0.459 - - -- ..? - Basin 5 (Pre-Developed)
25 SCS Runoff - 1.895 - -- Basin 5 (Developed)
26 SCS Runoff -- 0.614 Basin 6 (Pre-Developed)
27 SCS Runoff .- 2.533 Basin 6 (Developed)
28 SCS Runoff - 0.903 - Basin 7 (Pre-Developed)
29 SCS Runoff - 2.828 - Basin 7 (Developed)
Proj . file: hydrore v3-la-n o-water -quality. gpw Frid ay, Ma r 13, 2009
Hydrograph Summary Report HydraflowHydrographsbylntellsolvev9.2
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cls) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(tt) Total
strip used
(CUR) Hydrograph
description
1 SCS Runoff 13.43 1 756 167,359 - - - Basin 1 (Pre-Developed)
2 SCS Runoff 8.615 1 743 73,328 - - - Basin 1 (Bypass)
3 SCS Runoff 20.45 1 738 133,806 - - - Basin A
4 Reservoir 2.127 1 983 133,739 3 2356.59 61,059 Basin A (Routed)
5 SCS Runoff 6.252 1 729 29,284 - - - Basin C
6 Reservoir 0.643 1 873 29,282 5 2457.53 11,063 Basin C (Routed)
7 SCS Runoff 6.220 1 722 18,084 - - - Basin D
8 SCS Runoff 10.99 1 724 36,633 - - - Basin E
9 Reservoir 0.964 1 825 36,455 8 2356.69 32,048 Basin E (Routed)
10 SCS Runoff 2.147 1 719 5,197 -- - Basin F
11 Combine 13.02 1 743 296,084 2, 4, 6, 7, ),10 - -- Total Developed Flow (Basin 1)
12 SCS Runoff 0.871 1 723 4,378 - ---- - Basin 3 (Pre-Developed)
13 SCS Runoff 0.408 1 716 773 - --- -- Basin 3 (Bypass)
14 SCS Runoff 3.205 1 720 8,524 ---- ---- -- Basin 3 (Developed)
15 Reservoir 0.573 1 744 8,517 14 2507.62 6,512 Basin 3 (Routed)
16 Combine 0.623 1 736 9,291 13,15 - - Total Developed Flow (Basin 3)
17 SCS Runoff 1.524 1 728 10,799 - - - Basin 4 (Pre-Developed)
18 SCS Runoff 0.972 1 719 2,547 - -- - Basin 4 (Bypass)
19 SCS Runoff 6.007 1 724 20,029 - - -- Basin 4 (Developed)
20 Reservoir 1.052 1 757 20,019 19 2287.09 15,188 Basin 4 (Routed)
21 Combine 1.330 1 720 22,566 18,20 - - Total Developed Flow (Basin 4)
22 SCS Runoff 0.764 1 720 3,093 - - - Basin 2 (Pre-Developed)
23 SCS Runoff 1.033 1 719 2,963 - - - Basin 2 (Developed)
24 SCS Runoff 0.459 1 720 1,860 - - - Basin 5 (Pre-Developed)
25 SCS Runoff 1.895 1 717 3,955 - - - Basin 5 (Developed)
26 SCS Runoff 0.614 1 720 2,486 -- - Basin 6 (Pre-Developed)
27 SCS Runoff 2.533 1 717 5,288 - - - Basin 6 (Developed)
28 SCS Runoff 0.903 1 721 4,005 - - - Basin 7 (Pre-Developed)
29 SCS Runoff 2.828 1 718 6,478 --- - - Basin 7 (Developed)

hydrorev3-1a-no-water-quality.gpw Retum Period: 1 Year Friday, Mar 13, 2009
Pond Report
Hydraflow Hydrographs by Intelisolve Y9.2 Friday, Mar 13, 2009
Pond No. 9 - Pond A
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 2351.00 ft
Stage / Storage Table
Stage (R) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 2351.00 10 0 0
1.00 2352.00 10,123 5,067 5,067
3.00 2354.00 11,981 22,104 27,171
4.00 2355.00 12,719 12,350 39,521
5.00 2356.00 13,481 13,100 52,621
7.00 2358.00 15,075 28,556 81,177
9.00 2350.00 16,766 31,841 113,018
11.00 2362.00 18,535 35,301 148,319
13.00 2364.00 20,420 38,955 187,274
14.00 2365.00 21,407 20,914 208,187
Culvert l Orifice Structures Weir Structures
[A] [g] [C] [PrfRsr] [A] [B] [C] [Ol
Rise (In) = 36.00 6.00 0.00 0.00 Crest Lon (R) = 0.00 0.00 0.00 0.00
Span (in) = 36.00 6.00 0.00 0.00 Crest El. (it) = 0.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 2351.00 2351.00 0.00 0.00 Weir Type = - - - -
Length (ft) = 130.00 0.50 0.00 0.00 multi-stage = No No No No
Slope (%) = 1.00 1.00 0.00 n/a
N Value = .013 .013 .000 n/a ?' ..
Orifice Coeff. = 0.60 0.60 0.00 0.00 ExHLOn/hr) = 0.000 (by Contour)
Mum-stage = We Yes No No TW Elev. (R) = 0.00
NWe: CulverVOt fice mdMm are analyzed under Inlet Cc) end outlet (oc) cw W. Weir rieera dwdwd for aiBoe opMwm pc) and wbme wce W.
Stage / Storage / Discharge Table <
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exflf User Total
ft tuft ft cfs cfa cis cis ofs cfs cfs cis cfs cis cfs
0.00 0 2351.00 0.00 0.00 - - - - - -
0.10 507 2351.10 0.031C 0.031C
0.20 1,013 2351.20 0.111C 0.11 IC - - - - - -
0.30 1,520 2351.30 0.231C 0.221C -- °?., -- - - - -
0.40 2,027 2351.40 0.371C 0.361C - -- - - - -
0.50 2,533 2351.50 0.501C 0.471C
0.60 3,040 2351.60 0.551C 0.551C = - - - - -
0.70 3,547 2351.70 0.621C 0.621C - = - - - - -
0.80 4,053 2351.80 0.681C 0.681C - - - - - -
0.90 4,560 2351.90 0.74 IC 0.73 IC - - - - - -
1.00 5,067 2352.00 0.811C 0.781C - - - - - -
1.20 7,277 2352.20 0.881C 0.881C - - - - - -
1.40 9,487 2352.40 0.971C 0.971C - - - - - -
1.60 11,698 2352.60 1.051C 1.05 IC - - - - - -
1.80 13,908 2352.80 1.131C 1.13 IC - - - - - -
2.00 16,119 2353.00 1.221C 1.201C - - - - - -
2.20 18,329 2353.20 1.321C 1.271C - - - - - -
2.40 20,539 2353.40 1.331C 1.331C - - - - - -
2.60 22,750 2353.60 1.421C 1.391C - - - - - -.-
2.80 24,960 2353.60 1.53 IC 1.451C - - - - - -.-
3.00 27,171 2354.00 1.5310 1.511C - - - - - -
3.10 28,406 2354.10 1.541C 1.541C
3.20 29,641 2354.20 1.641C 1.571C - - - - - -
3.30 30,876 2354.30 1.641C 1.59 IC
3.40 32,111 2354.40 1.641C 1.621C
3.50 33,346 2354.50 1.65 IC 1.651C - -- - - - -
3.60 34,581 2354.60 1.671C 1.671C - - - - - -
3.70 35,816 2354..70 1.76 IC 1.701C -
3.80 37,051 2354.80 1.761C 1.721C - -- - - - -
3.90 38,286 2354.90 1.761C 1.751C -
4.00 39,521 2355.00 1.771C 1.771C - - - - - -
4.10 40,831 2355.10 1.8910 1.8010 -
- - 0.000
0.028
--- 0.106
--- 0.220
0.358
- 0.473
- - 0.552
-- - 0.616
0.676
-- - 0.732
-- 0.782
0.881
0.968
1.050
1.128
-- - 1.199
1.266
1.332
-- 1.395
- - 1.452
- 1.513
- - 1.540
1.566
1.594
- 1.622
-- -- 1.649
1.672
1.724
- - 1.750
1.774
-- - 1.796
Continues on next page...
Pond A
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A CIv B Clv C PrlRsr Wr A Wr B Wr C Wr D Exfll User Total
lt cult It Cfs Cis ds Cis Cfs Cis Cis cfs cfs ds cis
4.20 42,141 2355.20 1.891C 1.821C - - - - - - - - 1.821
4.30 43,451 2355.30 1.891C 1.851C - - - - - - - - 1.845
4.40 44,761 2355.40 1.89 IC 1.87 IC - - - - - - - -» 1.869
4.50 46,071 2355.50 1.891C 1.891C - - - - - - - - 1.893
4.60 47,381 2355.60 1.911C 1.911C - - - - - - - -- 1.914
4.70 48,691 2355.70 2.021C 1.941C - - - - - - 1
936
4.80 50,001 2355.80 2.021C 1.961C - - - .
- --- - - .,- 1.959
4.90 51,311 2355.90 2.021C 1.981C - - - - - - - -- 1.981
5.00 52,621 2356.00 2.021C 2.00 IC - - - - - 2.003
5.20 55,476 2356.20 2.051C 2.041C - 2
045
5.40 58,332 2356.40 2.16 IC 2.09 IC - - - .
- - - ,- - 2
087
5.60 61,187 2356.60 2.161C 2.131C - .
2
129
5.80 64,043 2356.80 2.171C 2.171C - - - .
- - - - - 2
170
6.00 66,899 2357.00 2.301C 2.211C - .
208
2
6.20 69,754 2357.20 2.301C 2.25 IC - .
248
2
6.40 72,610 2357.40 2.301C 2.291C - --- - .
- - - - - 2
287
6.60 75,465 2357.60 2.321C 2.321C - - - .
- - - - - 2
324
6.80 78,321 2357.80 ' 2.451C 2.361C - - - .
- - - - - 2
361
7.00 81,177 2358.00 2.451C 2.401C - - - .
-» - - - - 2
398
7.20 84,361 2358.20 2.451C 2.441C - .
2
435
7.40. 87,545 2358.40 2.47 IC 2.471C - .
2
470
7.60 90,729 2358.60 2.611C 2.50 IC - - - .
- - ... - ,_ 2
504
.7.80 93,913 2358.80 2.61 IC 2.54 IC --- - - .
- - - - 2
540
8.00 97,097 2359.00 2.61 IC 2.571C --- - - .
- -- - - - 2.575
8.20 100,281 2359.20 2.611C 2.611C - - - - - -- - - 2
609
8.40 103,465 2359.40 2.641C 2.641C - - - .
- - - - - 2
641
8.60 106,649 2359.60 2.771C 2.671C - - - .
-- - - - - 2
674
8.80 109,833 2359.80 2.771C 2.711C - - - .
- - - - - 2
707
9.00 113,018 2360.00 2.77 IC 2.74 IC, - .
2
740
9.20 116,548 2360.20 2.77 IC 2.77 IC '- ., - - .
- - - .- - 2
772
9.40 120,078 2360.40 2.801C 2.801C .
2
802
9.60 123,608 2360.60 2.941C 2.831C - - - .
- --- - - - 2
833
9.80 127,138 2360.80 2.941C 2.861C .
2
864
10.00 130,668 2361.00 2.941C 2.901C - - - .
- - - - -,. 2
895
10.20 134,198 2361.20 2.94 IC 2.931C --- - - .
- - - - 2
926
10.40 137,728 2361.40 2.961C 2.961C -- - - .
- - - - - 2
955
10.60 141,258 2361.60 3.111C 2.981C .
2
984
10.80 144,788 2361.80 3.111C 3.011C -- - - .
- - - - 3
013
11.00 148,319 2362.00 3.111C 3.04 IC .
3
043
11.20 152,214 2362.20 3.111C 3.071C - - - .
- - - - - 3
072
11.40 156,110 2362.40 3.11 IC 3.101C .
3
101
11.60 160,005 2362.60 3.131C 3.131C - - - .
- - - - - 3
129
11.80 163,901 2382.80 3.161C 3.16 IC - ` - - .
-
- - - 3
156
12.00 167,796 2363.00 3.301C 3.18 IC -- " ' - - .
- - -
3
184
12.20 171,692 2363.20 3.301C 3.211C - - - .
- - - - 3
212
12.40 175,587 2363.40 3.30 IC 3.24 IC--__ - - .
- - - 3
239
12.60 179,483 2363.60 3.301C 3.271C - .
3
267
12.80 183,378 2363.80 3.30 IC 3.29 IC - - - .
- - - 3
294
13.00 187,274 2364.00 3.321C 3.321C - - - .
- - - 3
320
13.10 189,365 2384.10 3.33 IC 3.33 IC - .
3
333
13.20 191,456 2364.20 3.481C 3.351C - -- -- .
-
- - - 3
345
13.30 193,548 2364.30 3.481C 3.361C - - .
- - -
3
359
13.40 195.639 2364.40 3.481C 3.371C - .
-
3
372
13.50 197,730 2364.50 3.481C 3.391C - - - .
- - -
3
385
13.60 199,822 2364.60 3.481C 3.401C - - - .
- - 3
398
- -
13.70 201,913 2364.70 3.481C 3.411C - - - .
- -
-
411
3
13.80 204,004 2364.80 3.481C 3.421C -- - - .
- -
3
425
13.90 206,096 2364.90 3.481C 3
441C - .

14.00
208,187
2365.00
3.481C .
3
451C - 3.438
. 3.450
...End
s
Pond Report
Hydraflow Hydrographs by Inteiisolve v9.2 Friday, Mar 13, 2009
Pond No. 3 - Pond C
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculailm. Begining Elevation = 2450.00 ft
Stage I Storage Table
Stage (it) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 2450.00 354 0 0
2.00 2452.00 952 1,306 1,306
4.00 24500 11565 2,517 3,823
6.00 2456.00 2,077 3,642 7,465
8.00 2458.00 2,619 4,696 12,161
10.00 2460.00 3,253 5,672 18,033
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 18.00 3.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span pn) = 18.00 3.00 0.00 0.00 Crest El. (R) = 0.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir CoeH. = 3.33 3.33 3.33 3.33
Invert El. (R) = 2449.00 2450.00 0.00 0.00 Weir Type = - - - -
Length (ft) = 60.00 0.50 0.00 0.00 Multi-stage = No No No No
slope (%) = 11.67 1.00 0.00 n/a
N-Value = .024 .013 .013 We
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exnl.(IW = 0.000 (by Contour)
Muld-stage = rda Yes No No TW Elev. (ft) = 0.00
Nde: CuNerUOABce oMms are analYzed under Inlet (le) and outlet (oe) control. Weir risers checked for od0oe cond flans (k) and mkmergww (s).
Stage / Storage ! Discharge Table
Stage Storage Elevation CIV A Clv B CIv C PrtRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cult ft GIs Cfe cfs afs Cfa cis cis cfs dfs cis cfs
0.00 0 2450.00 0.00 0
00

0.20
131
2450.20
4.28 le .
0
06 Ic -- .- 0,000
'

0.40
261
2450.40
4.28Ic .
- - -
0
121c - - 0.054
- -

0.60
392
2450.60
4.28 is .
- - -
0
16 is - - 0.124
- -

0.80
522
2450.80
4.28 is .
- - -
19 Ic - -
0
-
0.163

1.00
653
2451.00
4.281c .
- - -
0.22 IC - - - - - 0194

-
0
221
1.20 784 2451.20 4.28 is 0.24 Ic - b - - - - .
0
245
-
'
1.40 914 2451.40 4.28 is 0.27 1s - ^;, - - - - .
_
_
0
267
'-
1.60 1,045 2451.60 4.28 is 0.29 is - - - .

1.80
1,175
2451.80
4.281c -
0.31Ic 0.287

2.00
1,306
2452.00
4.281c
0.32 IC - - - .0.306
- - -

2.20
1,558
2452.20
4.28 Ic - - -
0.34 is -- = .- .. - 0.324
-

2.40
1,809
2452.40
4.28 is . -
0
36 Ic - -
-
0.340

_ 2.60
2,061
2452.60
4.28 Ic .
- - -
0.37 le - - - -
-
0.356

2.80
2,313
2452.80
4.281c - -
0
39Ic -- - 0.372
- -

3.00
2,565
2453.00
4.281c .
- - -
0.40 is - - - 0.387

3.20
2,816
2453.20
4.28 le - -
0
41 is 0.401

3.40
3,068
2453.40
4.281c .
0
431c 0.414

3.60
3,320
2453.60
4.28Ic .
-
0
441C - - 0.428
- - -

3.80
3,571
2453.80
4.28 Ic .
- -
0
45 is - - - 0.441

4.00
3,823
2454.00
4.28 is .
- -
0.47 Ic 0.453

4.20
4,187
2454.20
4.281c
0.481c - - -
-
0.465

4.40
4,551
2454.40
4.281c -
0.49 is 0.477

4.60
4,916
2454.60
4.28 Ic
0.50 is 0.489

4.80
5,280
2454.80
4.28Ic
0
51 is 0.500

5.00
5,644
2455.00
4.28 Ic .
0.52 Ic - - 0.511

5.20 1
6,008
2455.20
428 Ic - -
'0
53 is - - 0.522
-

5.40
6,372
2455.40
4.281c .
- -
0.54Ic - - -
- 0.532
- - -

5.60
6,737
2455.60
4.28 Ic -
0.55 Ic - - 0.543
'

5.80
7,101
2455.80
4.28 Ic -
0.56 IC - - - _ _ 0.59

6.00
7,465
2456.00
4.281c -
0.57Ic - - 0.563

6.20
7,935
2456.20
4.281c - -
0.581c - - -
-
0.573

6.40
8,404
2456.40
4.281c -
0.591c - -
-
-
0.582

6.60
8,874
2456.60
4.28Ic - -
0.60Ic - - -
- 0.592
- - -

6.80
9,343
2456.80
4.281c -
0.6110 - - - 0.601
-

7.00
9,813
2457.00
4.28 is -
0.62 is - - 0.611
0.620
Continues on next page-
Pond C
Stage / Storage 1 Discharge Table
Stage Storage Elevation Clv A
ft cult ft efs
7.20 10,283 2457.20 4.28 is
7.40 10,752 2457.40 4.281c
7.60 11,222 2457.60 4.281c
7.80 11,691 2457.80 4.28.1c
8.00 12,161 2458.00 4.281c
8.20 12,748 2458.20 4.281c
8.40 13,335 2458.40 4.281c
8.60 13,923 2458.60 4.28 fc
8.80 14,510 2458.80 4.28 is
9.00 15,097 2459,00 4.281c
9.20 15,664 2459.20 4.281c
9.40 16,271 2459.40 4.28 is
9.60 16,859 2459.60 4.28 is
9.80 17,446 2459.80 4.28Ic
10.00 18,033 2460.00 " 4.281c
...End
Clv 8 Clv C PrMw Wr A Wr B Wr C Wr D Exfll User Total
Cfs Cft Cfs Cfs Cfs eft Cfs Cfs ofs cis
0.631c - - - - - - - - 0.629
0.64Ic - - - - - - - -- 0.637
0.65 is - - - - - - - - 0.646
0.65 IC - - - - - - - - 0.655
0.66 IC - - - - - - - - 0.663
0.67Ic - - - - - - - -- 0.672
0.68Ic - - - - - - - - 0.680
0.69 is - - - - - - - - 0.688
0.701c - - - - - - - - 0.696
0.70 is - - - 0.704
0.71Ic - - - - - - -- -- 0.712
0.72 is - - - - - - - - 0.720
0.73Ic 0.727
0.7410 - --- •- --- - --- - - 0.735
0.741c 0.743

t
Pond Report
Hydraflow Hydrographs by Intelisolve v9.2 Friday, Nlar 13, 2009
Pond No. 4 - Pond E
Pond Data
Contours - User-defined contour areas. Average and area method used for volume calculation. 8egining Elevation = 2353.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 2353.00 10 0 0
1.00 2354.00 9,175 4,593 4,593
2.00 2355.00 9,798 9,487 14,079
3.00 2356.00 10,516 10,157 24,236
5.00 2358.00 11,997 22,513 46,749
7.00 2360.00 13,556 25,553 72,302
9.00 2362.00 15,175 28,731 101
033
11.00 2364.00 16,868 32,043 ,
133
076
12.00 2365.00 17,869 17,389 ,
150,445
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [Al [Bl [C] [D]
Rise (in) = 18.00 6.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span can) = 18.00 6.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 2353.00 2355.40 0.00 0.00 Weir Type = - - - -
Length (ft) = 50.00 0.50 0.00 0.00 Multl-stage = No No No No
Slope (%) = 2.00 1.00 0.00 Ma
N Value = .024 .013 .013 n/a .
ONftce Coetf, = 0.60 0.60 0.60 0.00' Exfil.pn/hr) = 0.000 (by Contour)
Muld-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Nob: Cul"rWritice outflows are analyzed under inlet pc) and outlet (ac) control. Weir risers dredwd for oriHoe conditions pc) and submwWce (a).
Stage i Storage / Discharge Table
Stage Storage Elevation Chr A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfll User Total
ft cuft ft cis cfs Cfs cfs do 1:118 cis cfa cis cis cis
0.00 0 2353.00 0.00 0
00 - -

0.10
459 2353.10
040 .
0
00 - - - -
- 0.000

0.20
919 235320
0.00 .
0
00 - - - _
-.
- 0.000

0.30
1,378 2353.30
0.00 .
,
0
00 - -- - - 0.000

0.40
1,837 2353.40
0.00 .
0
00 - ?
-
- - _ 0.000

0.50
2,296 2353.50
0.00 .
s
0
00 --- .
- - - 0.000

0.60
2,756 2353.60
0.00 .
0.00 -
.-
~' _ 0.000

0.70
3,215 2353.70
0.00
0.00 - = - -
-- -
- .0.000

0.80
3,674 2353.80
0.00
0
00 -
-
-
_ - -
- r 0.000

0.90
4,133 2353.90
0.00 .
0
00 - - 0.000

-1.00
4,593 2354.00
0.00 .
0.00 -
--
-
- - - O .D00

1.10
5,541 2354.10
0.00
OM - - 0.000

120
6,490 2354.20
0.00
0
00 --
-
-
- - w 0.000

1.30
7,438 2354.30
0.00 .
0
00 - - -
-
?
- 0.000

1.40
8,387 2354.40
0.00 .
0
00 - - _ _ _
_ 0.000

1.50
9,336 2354.50
0.00 .
0.00 -
-
---
-? - - 0.000

1.60
10,284 2354.60
0.00
0.00 .-. 0.000

1.70
11,233 2354.70
0.00
0
00 --
- 0.000

1.80
12.182 2354.80
0.00 .
0
00 - - 0 000

1.90
13,130 2354.90
0.00 .
0.00 -
- -
- - 0.000

2.00
14,079 2355.00
0.00
0.00 - -
-
- 0.000

2.10
15,095 2355.10
0.00
0
00 --- - -
-
-
-' - -- 0.000

2.20
16,110 2355.20
0.00 .
0.00 -- - _-
-
- -
- - 0.000

2.30 i
17,126 2355.30
0.00
0.00 - -
- -
- 0.000

2.40
18,142 2355.40
0.00
0.00 - -
-
- 0.000

2.50
19,158 2355.50
0.03 IC
0.031C - - -
-
w
' - 0.000

2.60
20,173 2355.60
0.121C
0.11 IC -- _. -
- -
w 0.030

2.70
21,189 2355.70
0.231C
0.23 IC - -
-- -
- 0.114

2.80
22,205 2355.80
0.36 IC
0.36 IC - -
- -
--
- -' - 0.230

2.90
23,220 2355.90
0.491C
0.47 IC - - -
- -
- 0.363

3.00
24,236 2356.00
0.56 IC
0.561C - 0.473

3.20
26,487 2356.20
0.72 IC
0.70 IC 0.559

3.40
28,739 2356.40
0.84 IC
0.821C 0.700
0.818
Continues on next page...
Pond E
Stage I Storage / Discharge Table
stage
ft storage Elevation Clv A Ov B Clv C PrfRsr Wr A Wr B Wr C Wr D EMI User Total
CUR ft Cfa cfs efs Cfs ofs Cfa cfs aft Cfa C% Cfa
3.60 30,990 2356.60 0.931C 0.921C - - -

3.80
33,241
2356.80
1.021C -
1.011C - - - 0.921
r

4.00
35,493
2357.00
1.111C -
1.101C - - - 1.013
W -

4.20
37,744
2357.20
121 IC -
1.181C - - -
-
1.098

4.40
•39,995
2357.40
1.261C -
1.251C - - - 1.176
- -

4.60
42,246
2357.60
1.321C -
1.321C - - - 1.250

4.80
44,498
2357.80
1.421C -
1.391C - - -
-
1.320

5.00
46,749
2358.00
1.481C -
1.45 IC - - - 1.386

5.20
49,304
2358.20
1.531C -
1.511C - - - 1.449
_'

5.40
51,860
2358.40
1.591C -
1.571C - - ». 1509
- -_ - -

5.60
54,415
2358.60
1.651C -
1.621C - - - 1.567
r - - -

5.80
56,970
2358.80
1.711C -
1.681C - - -- 1.623
- - - -

6.00
59,526
2359.00
1.771C -
1.731C - - - 1.677

6.20
82,081
2359.20
1.78 IC -
1.78 IC - 1.730
6.40 64.636 2359.40 1.841C 1.831C -
- - 1781
- - -
6.60
67,191
2359.60
1.901C -
1.8810 -
-- -
1.830
- - -
6.80 69,747 2359.80 1.971C -
1.931C -
- --. 1.878
- -
7.00 72,302 2360.00 1.971C 1.971C - - - - - - - 1925
7.20 75,175 2360.20 2.031C 2.021C - - - - - - - 1.971
7.40 78,048 2360.40 2.101C -
2.061C - - - - - - - 2.016
7.60. 80,921 2360.60 2.101C 2.101C - - - - r 2060
7.80 83,794 2360.80 2.161C -
2.1510 - - - - _. 2.103
8.00 86,668 2361.00 2.231C -
2.191C - 2.145

8.20
89,541
2361.20
2.231C
2231C - 2.186
8.40 92,414 2361.40 2.301C 2.271C - - 2.187
8.80 95,287 2361.60 2.311C 2.311C - - - T - - 2267
8.80 98,160 2381.80 2.37 IC -
2.341C -
- - 2.67
- - -
9.00 101,033 2362.00 2.381C
-- - -
2.381C -- 2.344
- - -
9.20 104,237 2362.20 2.44 IC 2.42 IC
- -- - 2.382
- -
9.40 107,442 2362.40 2.46 IC ;
_ -
2.46 IC 2.419
9.60 110,646 2362.60 2.51 IC 2A9 IC
---
-
Z456
9.80 113,850 2362.80 2.531C -
-
2.531C
- - 2.492
- - - -
10.00 117,055 2363.00 2.581C -
2.561C
- -
-
2.527
10.20 120,259 2363.20 2.601C -
2.601C -
- - - 2.563
- - Y -
10.40 123,463 2363.40 2.66 IC 2.63 IC -
-
- 2.597
- - -
10.60 126,667 2363.60 2.67 IC -
7-671C -
- - 2.631
- - '
10.80 129,872 2363.80 2.731C 2.7010 _•
- '" - 2.665
- -
11.00 133,076 2364.00 2.731C 2.731C - _
2.698
11.10 134,813 2364.10 2.76 IC 2.75 IC - - - 2.731
11.20 136,550 2364.20 2.801C 2.761C - -
- - '- ^ 2.748
11.30 138,287 2364.30 2.801C 2.781C - - - - 2.764
11.40 140,023 2364.40 2.8010 2,801C - 2.780
11.50 141,760 2364.50 2.81 IC 2.81 IC - "
- ` -' - 2.796
11.60 143,497 2364.60 2.88 IC - -
2.83 IC - - - - 2.812
11.70 145,234 2364.70 2.881C 2.841C - - "- '- - 2.828
11.80 146,971 2364.80 2.881C 2.861C - - - - - 2.844
11.90 148,708 2384.90 2.88 IC 2.86 IC - - - ?? ` -' - - 2.859
12.00 150,445 2365.00 2.89 IC 2.89 IC - -
-' ?` - -- 2.875
'- - - - 2.690
...End

Pond Report
Hydraflow Hydrographs by Interlsolve V9.2 Friday, Mar 13, 2009
Pond No. 8 - Pond 3
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 2505.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (stall) Incr. Storage (tuft) Total storage (cuff)
0.00 2505.00 10 0 0
1.00 2506.00 1,320 665 665
3.00 2508.00 5,901 7,221 7
886
5.00 2510.00 13,177 19,078 ,
26,964
Culvert / Orifice Structures Weir Structures
[A] [B] . [C] [Prfitsr] [A] [B] [C] ID]
Rise (In) = 18.00 6.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0
00
Span (in) = 18.00 6.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 .
0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 2505.00 2507.00 0.00 0.00 Weir Type = -
Length (it) = 30.00 0.50 0.00 0.00 Mulls-Stage = No No No No
slope (%) = 3.33 1.00 0.00 n/a
N -Value = .024 .013 .000 n/a
Orifice Coeff. = 0.60 0.60 0.00 0.00 Ehfil.(Inlhr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Cutwrt/Ortfice outflows are analy ed under Inlet tic) and outlet (cc) control. Weir risers checked for odflce conditne Qc) and submergence (s),
Stage 1 Storage / Discharge Table -.
,
Stage
ft Storage Elevation Clv A Clv B Chf C PrlRsr Wr A Wr B Wr C Wr D Exfil User Total
tuft ft ifs afs afs cis efs ifs cis cfs de cfs cfs
0.00 0 2505.00 0.00 0.00 -

0.10
67 2505.10
0.00
0.00 - 0.000

0.20
133 2505.20
0.00
0.00 - •
- -
- 0.000
-

0.30
200 2505.30
0.00
0.00 - - 0.000

0.40
266 2505.40
0.00
0.00 -
- -
- 0.000
- -

0.50
333 2505.50
0.00
0.00 - -
... - 0.000
- `-

0.60
399 2505.60
0.00
0.00 - -
- - _ 0,000
- - -

0.70
466 2505.70
0.00
0.00 -
-
- - 0.000
- - -

0.80
532 2505.80
0.00
0.00 - ^ -
__ 0.000

0.90
599 2505.90
0.00
0.00 -- . -• -
- - - - ... - - 0.000

1.00
665 2506.00
0.00
0.00 --
-- .-»
- 0.000
- - -

1.20
1,387 2506.20
0.00
0.00 -
-- - - 0.000
- -

1.40
2,109 2506.40
0.00
0.00 --? -
- ._
- 0.000

1.60
2,831 2508.60
0.00
0.00 - -
--- -
- - - 0.000
- - -

1.80
3,553 2506.80
0.00
0.00 -
- --
- 0.000
-

2.00
4,276 2507.00
0.00
0.00 -
- -
- 0.000
- - -

2.20
4,998 2507.20
0.12 IC
0.111C -
- -
-
-
-
0.000

2.40
5,720 2507.40
0.36 IC
0.361C -
- .. -
-
'
-
0.114
-? -

2.60
6,442 2507.60
0.581C
0.561C -
- - _
- - _
0.363
-

2.80
7,164 2507.80
0.721C
0.701C -
- -
- 0.559
- -- -

3.00
7,886 2508.00
0.841C
0.82 IC -
- - - 0.701
- -

3.20
9,794 2508.20
0.931C
0.92 IC --
- - -
- 0.819
- - -

3.40
11,702 2508.40
1.02 IC
1.011C -
- 0.921

3.60
13,609 2508.60
1.111C
1.10Ic - -
-
- - 1.014
- - -

3.80
15,517 2508.80
1.211C
1.181C - -
- -
- -- 1.098
- - -

4.00
17,425 2509.00
1.261C
1.25 IC -
- -
- - 1.177
- - -

4.20
19,333 2509.20
1.32 IC
1.32 IC -
- -
- - 1.250
- - -

4.40
21,241 2509.40
1A2 IC
1.391C -
- - 1.320
- -

4.60 +
23,148 2509.60
1.481C
1.45 IC -
-
- 1386
- -

4.80
25,056 2509.80
1.531C
1.511C - -
-
- - 1.449
- - -

5.00
26,964 2510.00
1.591C
1.57 IC -
-
- -
-
-
1.509
'" - - - -- 1.566
Pond Report
Hydrafiow Hydrographs by Intelisolve v9.2 Friday, Mar 13, 2009
Pond No. 9 - Pond 4
Pond Data
Contours - User-defined contour areas. Average and area method used for volume calculation. Begining Elevation = 2279.50 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (tuft)
Total storage (cult)
0.00 2279.50 10
0.50 2260.00 508
2.50 2282.00 1,116
4.50 2284.00 2,018
5.50 2285.00 3,378
6.50 2286.00 3,208
8.50 2288.00 4,687
10.50 2290.00 6,627
0
130
1,624
3,134
2,698
3,293
7,895
11,314
0
130
1,754
4,858
7,586
10,879
18,774
30,088
Culvert I Orifice Structures Weir Structures
[A] [B] [C] IPrfRsr] [A] [g] [C) ID]
Rise (in) = 18.00 6.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 18.00 6.00 0.00 0.00 Crest El. (it) = 0.00 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 2283.00 2285.60 0.00 0.00 Weir Type = - -
Length (it) = 55.00 0.50 0.00 0.00 Multi-stage = No No No No
Slope (%) 1 1.82 1.00 0.00 n/a
N-Value = .024 .013 .000 n/a
Orifice Coeff. = 0.60 0.60 0.00 0.00
" Exfll.(In/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No
? ? TW Elev. (it) = 0.00
Note: Cuhre WIfice 8XIonm we analyzed uroder INet 0c) and outlet Jac) eontmf
Weir mama dfecked f
fi

Stage I
Storage I Discharge Table .
or of
ce conditions 0c) and submergence (s?
Stage
ft Storage Elevation Civ A Clv B Civ C PrMsr Wr A Wr B Wr C Wr D Exfll User Total
cuff ft cfs ds cfs Cis cfs cfs cfs cfs cia cfs cfs
0.00 0 2279.50 0.00 0.00 - -

0.05
13
2279.55
0.00 -
0.00 - - - -- 0.000
- -

0.10
26
2279.60
0.00
0.00 - - -
W
0.000

0.15
39
2279.65
0.00 -
0.00 - - -
0.000
- -

0.20
52
2279.70
0.00 -
0.00 -
0.000
'-

0.25
65
2279.75
0.00
0.00 - -• - -
-
0.000

0.30
78
2279.80
0.00
0.00 -. ' '' - 0.000
- - - - -

0.35
91
2279,85
0.00 -
0.00 - - - 0.000
- - - - -

0.40
104
2279.90
0.00 -
-
0,00 -?-- 0.000
-
` -

0.45
117
2279.95
0.00 ?
0
00 - - -
_
.0.000

0.50
130
2280.00
0.00 .
-
0.00 - - 0.000
- - - -

.0.70
292
2280.20
0.00
0.00 - -
- -
0.000

0.90
454
2280.40
0.00 -
0.00 - -- -
0,000
- - - -

1.10
617
2280.60
0.00 -
0.00 - - 0.000
- Y

1.30
779
2280.80
0.00 -
0.00 - - 0.000
`

1.50
942
2281.00
0.00 -
0.00 - - _ _ _
-
0,DDO

1.70
1,104
2281.20
0.00 -
0.00 - - -
-
0.000

1.90
1,266
2281.40
0.00 -
0.00 - - 0.000
- -

2,10
1,429
2281.60
0.00 -
0.00 - - 0.000
- - - - '-

2.30
1,591
2281.80
0.00 -
0.00 - -
- 0.000
-- - - - -

2.50
1,754
2282.00
0.00 -
0.00 - - 0.000
- - -

2.70
2,067
2282.20
0.00 -
0.00 0,000

2.90
2,380
2282.40
0.00
0.00 0.000

3.10
2,694
2282.60
0.00
0.00 -- -- 0.000
- - - - -

3.30
3,007
2282.80
0.00 -
0.00 - 0.000
- -

3.50
3,321
2283.00
0.00
0.00 - - - 0.000
-

3.70
3,634
2283,20
0.00
0.00 - 0.000

3.90
3,947
2283.40
0.00
0.00 - 0.000

4.10
4,261
2283.60
0.00
0.00 - - 0.000
- -

4.30
4,574
2283.80
0.00 -
0.00 - -
0.000

4.50
4,888
2284;00
0.00
0.00 - -- 0.000
- - -

4.60
5,157
2284.10
0.00 -
0.00 - 0.000

4.70
5,427
2284.20
0.00
0.00 - -- 0.000
- - -

4.80
5,697
2284.30
0.00 -
0.00 - 0.000
0.000
Continues on next page...
Pond 4
Stage / Storage I Discharge Table
Stage Storage Elevation Ov A
ft Cott ft Cfa
4.90 5,967 2284.40 0.00
5.00 6,236 2284.50 0.00
5.10 6,506 2284.60 0.00
5.20 6,778 2264.70 0.00.
5.30 7,046 2284.80 0.00
5.40 7,316 2284.90 0.00
5.50 7,586 2285.00 0.00
5.60 7,915 2285.10 0.00
5.70 8,244 2285.20 0.00
5.80 8,573 2285.30 0.00
5.90 8,903 2285.40 0.00
6.00 9,232 2285.50 0.00
6.10 9,561 2285.60 0.00
6.20 9,891 2285.70 0.031C
6.30 10,220 2285.80 0.12 IC
6.40 10,549 2285.90 0.231C
6.50 10,879 2286.00 0.36 IC
6.70 11,668 2286.20 0.561C
6.90 12,458 2286.40 0.721C
7.10 13,247 2286.60 0.841C
7.30 14,037 2286.80 0.93 IC
7.50' 14,826 2287.00 1,02 IC
7.70 15,616 2287.20 1.11 IC
7.90 16,405 2287.40 1.211C
8.10 17,195 2287.60 1.261C
8.30 17,984 2287.80 1.321C
8.50 18,774 2288.00 1.421C
8.70 19,905 2288.20 1.481C
8.90 21,036 2288.40 1.531C
9.10 22,168 2288.60 1.59 IC
9.30 23,299 2288.80 1.65 le
9.50 24,431 2289.00 1.711C
9.70 25,562 2289.20 1.771C
9.90 26,693 2289.40 1.781C
10.10 27,825 2289.60 1.841C
10.30 28,956 2289.80 1.901C
10.50 30,088 2290.00 1.971C
...End
Clv B Ctv C Pr(Rar Wr A Wr B Wr C Wr D Exfll User Total
Cfa Cfs Cie Cfe Cfs Cfs Cfs Cre Cfa Cfa
0.00 - - - - - - - - 0.000
0.00 -- -- - - - - - - 0.000
0.00 - - - - - -- - -- 0.000
0.00 - - - - 0.000
0100 - - - - 0.000
0.00 - - - - 0.000
0.00 - - -- - - -- - - 0.000
0.00 - - - - - - - - 0.000
0.00 - - - 0.000
0.00 - - - 0.000
0.00 - - - 0.000
0.00 - - - - - - - - 0.000
0.00 - -- -- - - - - - 0.000
0.03 IC -- - - - - - - - 0.030
0.11 IC - 0.114
0.231C --- - - - - - - -.- 0.230
0.361C - 0.362
0.561C - 0.558
0.701C -- - - - - - - -- 0.700
012 IC -- - - - - - -- - 0.818
0.92 IC - 0.921
1.011C - 1.013
1.101C - - - - - -- -- - - 1.098
1.181C - 1.176
1.251C - - - - - - -- -- 1.250
1.32 IC - -- - - - - - - 1.320
1.39 IC -- - - -- _ - • - - 1.386
1.451C - 1.449
1.511C - 1.509
1.57 IC '?-, - .- - _ .- -- _ 1.567
1.62 IC - _, - - - - - _ - 1.623
1.681C - 1.677
1.731C - 1.730
1.781C -- --- - - - - - - 1,781
1.831C --- 1.830
1.881C - 1.878
1.93 IC - 1.925

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BASIN 1
HYDROGRAPHS

Hydrograph Report
HydraBow Hydrographs by Intellsolve v9.2 Friday, Mar 13, 2009
Hyd. No. 1
Basin 1 (Pre-Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
173.550 ac
18.0%
LAG
3.25 in
24:hrs
Peak discharge = 13.43 cfs
Time to peak = 12.60 hrs
Hyd. volume = 167,359 cuft
Curve number = 55
Hydraulic length = 3994 ft
Time of conc. (Tc) = 44.6 min
Distribution = Type 11
Shape factor = 484
Hydrograph Discharge Table
Time =- Outflow
(hrs cfs)
12.43 12.76
12.45 12.89
12.47 13.00
12.48 13.10 y
12.50 13.19 -%
12.52 13.26
12.53 13.32
12.55 13.37
12.57 13.40
12.58 13.42
12.60 13.43 <<
12.62 13.42
12.63 13.40
12.65 13.37
12.67 13.33
12.68 13.27
12.70 13.21 ---
12.72 13.13 -
12.73 13.04
12.75 12.94
12.77 12.83
...End
I Prlyded vskm 95.00% or Op,l

Hydrograph Report
Hydraflow Hydrographs by Intellsdve v9.2
Hyd. No. 2
Basin 1 (Bypass)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 51.430 ac
Basin Slope = 18.0%
Tc method = LAG
Total precip. = 3.25 in
Storm duration = 24 hrs
Hydrograph Discharge Table
Time '-- Outflow
(hrs cfs)
12.32 8.366
12.33 8.499
12.35 8.578
12.37 8.612
12.38 8.615 <<
12.40 8.602
12.42 8.581
12.43 8.552
12.45 8.515
12.47 8.471
12.48 8.418
12.50 8.357
12.52 8.288
12.53 8.211
...End
Friday, Mar 13, 2009
Peak discharge = 8.615 cfs
Time to peak = 12.38 hrs
Hyd. volume = 73,328 cuft
Curve number = 59
Hydraulic length = 3994 ft
Time of conc. (Tc) = 40.3 min
Distribution = Type II
Shape factor = 484

( ftnbd veWee >= 96.00% or Op.)

SUB BASIN 1-A
HYDROGRAPHS

Hydrograph Report
Hydraflow Hydrographs by lntellsolve v9.2
Hyd. No. 3
Basin A
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 73.350 ac
= 17.6%
= LAG
= 3.25 in
= 24 hrs
Friday, Mar 13, 2009
Peak discharge = 20.45 cfs
Time to peak = 12.30 hrs
Hyd. volume = 133,806 cuft
Curve number = 62
Hydraulic length = 3518 ft
Time of conc. (Tc) = 34.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time-- Outflow
(hrs cfs)
12.25 19.92
12.27 20.24
12.28 20.41
12.30 20.45 «
12.32 20.38
12.33 20.23
12.35 20.04
12.37 19.84
12.38 19.61
...End
3:1 !

(Printed values x 95.00% or Qp.)
t
Hydrograph Report
Hydmaflow Hydrographs by intalisolve v92 Friday, Mar 13, 2009
Hyd. No. 4
Basin A (Routed)
Hydrograph type = Reservoir
Stone frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Basin A
Max. Elevation = 2356.59 ft
Peak discharge
Time to peak
Hyd. volume
Reservoir name
Max. Storage
= 2.127 cfs
= 16.38 hrs
= 133,739 cuft
= Pond A
= 61,059 cuft
Storage Indication method used.
Hydrograph D ischarge Table tMMMV UOS 95.00% of Qp')
Time Inflow Elevation Clv A CIv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs afa cfs cfs cfs cfs
13.75 4.076 2356.09 2.031 2.021 - -- - - ----- - --- 2.021
13.77 4.047 2356.09 2.032 2.023 - - -- - -- - - 2.023
13.78 4.018 2356.10 2.033 2.025 -- --- - ---- -- --- - 2.025
13.80 3.989 2356.11 2.034 2.026 - --- - - -- - -- 2.026
13.82 3.961 2356.12 2.035 2.028 --- - ---- - -- ---- - 2.028
13.83 3.933 2356.13 2.036 2.030 - -- - - --- - --- 2.030
13.85 3.905 2356.14 2.037 2.031 --- - - - --- - - 2.031
13.87 3.878 2356.14 2.038 2.033.---.-

-- -- - -
2.033
13.88 3.851 2356.15 2.039 2.035 ---= - -- -- - --- - 2.035
13.90 3.825 2356.16 2.040 2.036 2.036
13.92 3.798 2356.17 2.041 2.038 2.038
13.93 3.772 2356.17 2.042 2.039 - - - ---- - - - 2.039
13.95 3.746 2356.18 2.043 2.041 - - - - - ---- - 2.041
13.97 3.720 2356.19 2.044 2.042 2.042
13.98 3.695 2356.19 2.044 2.044 ----- - -- ---- - - -- 2.044
14.00 3.669 2356.20 2.046 2.045 --- - ---- -- --- -- - 2.045
14.02 3.644 2356.21 2.050 2.047 -L -- --- -- -- -- -- 2.047
14.03 3.619 2356.22 2.053 2.048 -?:; - ----- ----- - - - 2.048
14.05 3.594 2356.22 2.057 2.049 - -- --- - - - --- 2.049
14.07 3.569 2356.23 2.061 2.051 -- -- --- ----- - - - 2.051
14.08 1545 2356.23 2.064 2.052 - - -- - - -- --- - 2.052
14.10 3.521 2356.24 2.068 2.053 ---- = - ---- -- ---- --- -- 2.053
14.12 3.497 2356.25 2.071 2.055 - -- - - ---- ---- - - 2.055
14.13 3.474 2356.25 2.075 2.056 - - - --- - ---- - 2.056
14.15 3.451 2356.26 2.078 2.057 - -- -- -- - - - 2.057
14.17 3.428 2356.26 2.081 2.058 ---- -- ---- -- - --- -- 2.058
14.18 3.405 2356.27 2.084 2.060 -- -- -- 2.060
14.20 3.383 2356.28 2.088 2.061 - 2.061
14.22 3.362 2356.28 2.091 2.062 - --- - - ----- -- - 2.062
14.23 3.341 2356.29 2.094 2.063 2.063
14.25 3.320 2356.29 2.097 2.064 --- - - ---- --- --- - 2.064
14.27 3.300 2356.30 2.100 2.065 -- --- - --- ---- -- - 2.065
14.28 3.280 2356.30 2.103 2.066 ---- -- -- -- --- - -- --- 2.066
14.30 3.261 2356.31 2.106 2.067 2.067
14.32 3.243 2356.31 2.108 2.068 - --- - ---- ----- - ---- 2.068
14.33 3.225 2356.32 2.111 2.070 2.069
14.35 3.208 2356.32 2.114 2.070 -- --- -- - ---- -,- ----- 2.070
14.37 3.191 2356.33 2.117 2.072 ---- - --- ---- ---- - -- ----- 2.071
14.38 3.175 2356.33 2.119 2.072 - -- ---- -- - -- -- 2.072
14.40 3.159 2356.34 2.122 2.073 - --- - ---- -- ---- --- 2.073
Continues on next page...
Basin A (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hm) ds ft ds ds ds ds cis Cfs ds Cfs efs ds
14.42 3.144 2356.34 2.124 2.074 2.074
14.43 3.130 2356.34 2.127 2.075 - - -- - - -- ---- 2.075
14.45 3.116 2356.35 2.129 2.076 - ---- - - ---- -- - 2.076
14.47 3.102 2356.35 2.132 2.077 - --- -- - -- - - 2.077
14.48 3.089 2356.36 2.134 2.078 2.078
14.50 3.076 2356.36 2.137 2.079 - -- --- ---- -- --- - 2.079
14.52 3.064 2356.37 2.139 2.080 - --- -- - - - --- 2.080
14.53 3.052 2356.37 2.141 2.081 -- - - ---- -- ---- - 2.081
14.55 3.041 2356.37 „ 2.144 2.082 -- -- ---- - ----- - - 2,082
14.57 3.029 2356.38 2.146 2.082 2.082
14.58 3.019 2356.38 2.148 2.083 - -- - - --- --- -- 2.083
14.60 3.008 2356.39 2.150 2.084 - --- - - - -- -- 2.084
14.62 2.998 2356.39 2.152 2.085 -- -- ---- - -- -- - 2.085
14.63 , 2.988 2356.39 2.155 2.086 -- - --- - -- ---- --- 2.086
14.65 2.979 2356.40 2.157 2.086 - --- - - -- -- - 2.086
14.67 2.969 2356.40 2.158 2.087 2.087
14.68 2.960 2356.41 2.158 2.088 2.088
14.70 2.952 2356.41 2.158 2.089 - --- - --- ---- - -- 2.089
14.72 2.943 2356.41 2.158 2.090 --- ---- ---- - - - ----- 2.090
14.73 2.935 2356.42 2.158 2.090 --- --- - - ----- --- -- 2.090
14.75 2,926 2356.42 2.158 2.091 y _ ; --- - --_ --- --- - 2.091
14.77 2.918 2356.42 2.158 2.092 -- ---- - - -- ---- - 2.092
14.78 2.910 2356.43 2.158 2.093 --- - - - --- --- - 2.093
14.80 2.902 2356.43 2.158 2.093 -- --- - ---- ---- - - 2.093
14.82 2.895 2356.43 2,158 2.094 2.094
14.83 2.887 2356.44 2.158 2.095 --- -- --- --- -- ----- - 2.095
14.85 2.880 2356.44 2.158 2.095 2.095
14.87 2.872 2356.44 2.158 2.096 2.096
14.88 2.865 2356.45 2,158 2.097 2.097
14.90 2.857 2356.45 2.158 2.097 ---- - - --- - ---- -- 2.097
14.92 2.850 2356.45 2.158 2.098 - - - -- - - - 2.098
14.93 2.842 2356.46 2.158 2.099 --= ., - - ---- --- - - 2.099
14.95 2.835 2356.46 2.158 2.099 ----- - --- -- -- - - 2.099
14.97 2.827 2356.46 2.158 2.100 - 2.100
14.98 2.820 2356.47 2.158 2.101 _
2.101
15.00 2.812 2356.47 2.158 2.101 ----- - - --- -- -- - 2.101
15.02 2.805 2356.47 2.158 2.102 2.102
15.03 2.797 2356.47 2.158 2.103 2.103
15.05 2.789 2356.48 2.158 2.103 - ---- -- -- - --- 2.103
15.07 2.782 2356.48 2.158 2.104 - -- ----- - --- -- -- 2.104
15.08 2.774 2356AB 2.158 2.104 2.104
15.10 2.766 2356.49 2.158 2.105 --- - ---- - --- - -- 2.105
15.12 2.759 2356.49 2.158 2.106 2.106
15.13 2.751 2356.49 2.158 2.106 2.106
15.15 2.743 2356.49 2.158 2.107 2.107
15.17 2.735 2356.50 2.158 2.107 2.107
15.18 ` 2.727 2356.50 2.158 2.108 -- - --- - --- -- - 2.108
15.20 2.719 2356.50 2.158 2.108 2.108
15.22 2.712 2356.50 2.158 2.109 2.109
15.23 2.704 2356.51 2.158 2.109 2.110
15.25 2.696 2356.51 2.158 2,110 2.110
15.27 2.688 2356.51 2.158 2.111 2.111
15.28 2.680 2356.51 2.158 2.111 2.111
15.30 2.672 2356.52 2.158 2.112 ---- -- ---- ---- - =- - ---- 2.112
Continues on next page...
Basin A (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D ExfII Outflow
(hrs) cfs ft cfs cfs cfs cis cfs cfs cis cfs cfs cfs
15.32 2.664 2356.52 2.158 2.112 - -- --- - - --- ---- 2.112
15.33 2.656 2356.52 2.158 2.113 - - -- --- - - --- 2.113
15.35 2.647 2356.52 2.158 2.113 -- - - ---- ---- - - 2.113
15.37 2.639 2356.53 2.158 2.113 --- -- - - --- - - 2.114
15.38 2.631 2356.53 2.158 2.114 -- - -- -- - -- --- 2.114
15.40 2.623 2356.53 2.158 2.114 - - -- - - -- --- 2.114
15.42 2.615 2356.53 2.158 2.115 --- - --- - --- - - 2.115
15.43 2.607 2356.53 2.158 2.115 -- ----- - - --- - -- 2.115
15.45 2.598 2356.54., 2.158 2.116 - -- -- ---- - -- - 2.196
15.47 2.590 2356.54 2.158 2.116 - - -- - --- - - 2.116
15.48 2.582 2356.54 2.158 2.117 -- - ---- -- -- - - 2.117
15.50 2.573 2356.54 2.158 2.117 -- -- - -- -- - - 2.117
15.52 2.565 2356.54 2.156 2.117 - ---- -- -- - -- ---- 2,117
15.53 , 2.557 2356.55 2.158 2.118 2.118
15.55 2.548 2356.55 2.158 2.118 --- - --- -- -- - 2.118
15.57 2.540 2356.55 2.158 2.119 2.119
15.58 2.531 2356.55 2.158 2.119 -- - ---- ---- ---- -- -- 2.119
15.60 2.523 2356.55 2.158 2.119 - - - ---- --- ---- -- 2.119
15.62 2.515 2356.55 2.158 2.120 - --- - - -- - ---- 2.120
15.63 2.506 2356.56 2.158 2.120 --- -- --- -- --- - - 2.120
15.65 2.498 2356.56 2.158 2.120 r - --- -- - ---- -- 2.120
15.67 2.489 2356.56 2.158 2.121 =-: - - - - -- - 2.121
15.68 2.480 2356.56 2.158 2.121 2,121
15.70 2.472 2356.56 2.158 2.121 -- ---- ---- - --- -- - 2.121
15.72 2,463 2356.56 2.158 2.122 --- -- -- -- -- - -- 2.122
15.73 2.455 2356.57 2.158 2.122 - --- --- - - --- ---- 2.122
15.75 2.446 2356.57 2,158 2.122 ----- - --- - ---- - ---- 2.122
15.77 2.437 2356.57 2.158 2.123 --- --- -- --- --- -- - - 2.122
15.78 2.429 2356.57 2.158 2.123 2.123
15.80 2.420 2356.57 2.158 2.123 -- - -- ---- - --- -- 2.123
15.82 2,411 2356.57 2.158 2.123 --- - - - -- - ---- 2.123
15.83 2.402 2356.57 2.158 2.124 ----"" :. --- - - - --- -- --- 2,124
15.85 2.394 2356.57 2.158 2.124 2.124
15.87 2.385 2356.58 2.158 2.124-- 2.124
15.88 2.376 2356.58 2.158 2.124 -- - -- -- - - - 2.124
15.90 2.367 2356.58 2.158 2.124 - --- ---- - -- --- - 2.124
15.92 2.358 2356.58 2.158 2.125 - --- - -- ---- -- -- 2.125
15.93 2.349 2356.58 2.158 2.125 - -- -- - - - - 2.125
15.95 2.340 2356.58 2.158 2.125 --- -- - ---- - - 2.125
15.97 2.331 2356.58 2.158 2.125 2.125
15.98 2.322 2356.58 2.158 2.125 ---- --- -- -- -- -- -- 2.125
16.00 2.314 2356.58 2.158 2.126 - ---- -- -- - - -- 2.126
16.02 2.305 2356.58 2.158 2.126 --- -- -- - --- - - 2.126
16.03 2.296 2356.58 2.158 2.126 --- -- -_ - _? - - 2.126
16.05 2.287 2356.59 2.158 2.126 2.126
16.07 2.278 2356.59 2.158 2.126 - - --- - -- ---- --- 2.126
16.08 2.269 2356.59 2.158 2.126 --- -- - - -- - - 2.126
16.10 2.260 2356.59 2.158 2.127 2.126
16.12 2.251 2356.59 2.158 2.127 --- ---- --- -- -- --- --- 2.127
16.13 2.242 2356.59 2.158 2.127 --- - -- --- -- -- - 2.127
16.15 2.234 2356.59 2.158 2.127 2.127
16.17 2.225 2356.59 2.158 2.127 2.127
16.18 2.216 2356.59 2.158 2.127 - --- ----- -- -- - --- 2.127
16.20 2.208 2356.59 2.158 2.127 2.127
Continues on next page...
Basin A (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cis ft cfs cfs cfs cfs cis cfs cfs cfs cfs cis
16.22 2.200 2356.59 2.158 2.127 2.127
16.23 2.192 2356.59 2.158 2.127 2.127
16.25 2.184 2356.59 2.158 2.127 ---- - - - - --- -- 2.127
16.27 2.176 2356.59 2.158 2.127 --- - ----- -- -- --- - 2.127
16.28 2.168 2356.59 2.158 2.127 -- - - ----- -- -- -- 2.127
16.30 2.161 2356.59 2.158 2.127 --- - - --- - -, --- 2.127
16.32 2.154 2356.59 2.158 2.127 2.127
16.33 2.147 2356.59 2.158 2.127 2.127
16.35 2.140 2356.59,, 2.158 2.127 - --- -- ---- - --- - 2.127
16.37 2.133 2356.59 2.158 2.127 2.127
16.38 2.127 2356.59 << 2.158 2.127 2.127 <<
16.40 2.121 2356.59 2.158 2.127 --- --- - --- ----- - - 2.127
16.42 2.115 2356.59 2.158 2.127 2.127
16.43 2.109 2356.59 2.158 2.127 --- - - -- ----- - -- 2.127
16.45 2.104 2356.59 2.158 2.127 2.127
16.47 2.098 2356.59 2.158 2.127 2.127
16.48 2.093 2356.59 2.158 2.127 2.127
16.50 2.088 2356.59 2.158 2.127 ---- - -- -- - - ---- 2.127
16.52 2.083 2356.59 2.158 2.127 - ---- - -- - - - 2.127
16.53 2.079 2356.59 2.158 2.127 - - -- - --- --- -- 2.127
16.55 2.074 2356.59 2.158 2.127 s
- - - -- - - 2
127
16.57 2.070 2356.59 2.158 ..
2.127 --r ---- -- --- .
-- ---- --- 2.127
16.58 2.066 2356.59 2.158 2.127 - - - -- --- - - 2.127
16.60 2.061 2356.59 2.158 2.127 - - ---- - --- -- -- 2.127
16.62 2.057 2356.59 2.158 2.127 2.127
16.63 2.054 2356.59 2.158 2.127 2.127
16.65 2.050 2356.59 2.158 2.127 ---- -- --- --- - --- -- - 2.127
16.67 2.046 2356.59 2.158 2.127 -- - ---- -- - -- --- 2.127
16.68 2.043 2356.59 2.158 2.127 - - - --- - ---- -- 2.127
16.70 2.039 2356.59 2.156 2.127 2.127
16.72 2.036 2356.59 2.158 2.127 2.127
16.73 2.033 2356.59 2.158 2.126 -.4"..- 2.126
16.75 2.029 2356.59 2.158 2.126 2.126
16.77 2.026 2356.59 2.158 2.126 2.126
16.78 2.023 2356.59 2.158 2.126 _
2.126
16.80 2.020 2356.59 2.158 2.126 -- -- --- -- - -- - 2.126
16.82 2.017 2356.58 2.158 2.126 --- -- -- - -- -- ---- 2.126
16.83 2.014 2356.58 2.158 2.126 - - - - --_ ?- -- 2.126
16.85 2.011 2356.58 2.158 2.126 2.126
16.87 2.008 2356.58 2.158 2.126 -- -- -- - - - -- 2.126
16.88 2.006 2356.58 2.156 2.126 2.126
16.90 2.003 2356.58 2.158 2.125 2.125
16.92 2.000 2356.58 2.158 2.125 -- - - --- --- -- - 2.125
16.93 1.997 2356.58 2.158 2.125 - --- -- ---- - - - 2.125
16.95 1.994 2356.58 2.158 2.125 2.125
16.97 1.991 2356.56 2.158 2.125 2.125
16.98 1 1.988 2356.58 2.158 2.125 2.125
17.00 1.985 2356.58 2.158 2.125 2.125
17.02 1.983 2356.58 2.158 2.125 2,125
17.03 1.980 2356.58 2.158 2.125 2.125
17.05 1.977 2356.58 2.158 2.124 2.124
17.07 1.974 2356.58 2.158 2.124 --- 2.124
17.08 1.971 2356.58 2.158 2.124 - 2.124
17.10 1.968 2356.58 2.158 2.124 - 2.124
Continues on next page...
Basin A (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft CfS cis cis CfS CfS cfs CfS CfS cis CfS
17.12 1.965 2356.57 2.158 2.124 -- -- ---- - - - - 2.124
17.13 1.962 2356.57 2.158 2.124 -- ---- - --- - - ---- 2.124
17.15 1.959 2356.57 2.158 2.124 - -- -- ---- - - - 2.124
17.17 1.956 2356.57 2.158 2.123 ----- - - - - - - 2.123
17.18 1.953 2356.57 2.158 2.123 - ---- -- - - - - 2.123
17.20 1.950 2356.57 2.158 2.123 - -- -- --- - - - 2.123
17.22 1.947 2356.57 2.158 2.123 2.123
17.23 1.945 2356.57 2.158 2.123 - - --- -- - - - 2.123
17.25 1.942 2356.57 , 2.158 2.123 - --- -- - -- --- ---- 2.123
17.27 1.939 2356.57 2.158 2.122 -- - -- --- - -- -- 2,122
17.28 1.936 2356.57 2.158 2.122 2.122
17.30 1.933 2356.57 2.158 2.122 - - -- --- - ----- -- 2.122
17.32 1.930 2356.57 2.158 2,122 - - -- -- - - - 2.122
17.33 1.927 2356.56 2.158 2.122 2.122
17.35 1.924 2356.56 2.158 2.122 --- --- -- - - -- --- 2.122
17.37 1.921 2356.56 2.158 2.121 2.121
17.38 1.918 2356.56 2.158 2.121 -- --- -- - --- ---- - 2.121
17.40 1.915 2356.56 2.158 2.121 -- -- ---- -- - - -- 2.121
17.42 1.912 2356.56 2.158 2.121 ---- - -- -- --- - -- 2.121
17.43 1.909 2356.56 2.158 2.121 -- -- -- --- - - --- 2.121
17.45 1.905 2356.56 2.158 2.121 ?. -- - ----- -- -- - 2.121
17.47 1.902 2356.56 2.158 2.120 -?-:; ----- - - -- --- - 2.120
17.48 1.899 2356.56 2.158 2.120 2.120
17.50 1.896 2356.56 2.158 2.120 2.120
17.52 1.893 2356.56 2.158 2.120 - - ----- -- - - - 2.120
17.53 1.890 2356.55 2158 2.120 2,120
17.55 1.887 2356.55 2.158 2.119 2.119
17.57 1.884 2356.55 2.158 2.119 -- -- - ---- ----- --- --- 2.119
17.58 1.881 2356.55 2.158 2.119 - - -- - - -- - 2,119
17.60 1.878 2356.55 2.158 2.119 - - - - --- -- - 2.119
17.62 1.875 2356.55 2.158 2.118 ---- -- -- - --- - --- 2.118
17.63 1.872 2356.55 2.158 2.118 --=`,z, -- -- -_ - -- - 2.118
17.65 1.869 2356.55 2.158 2.118 - - - ---- - --- -- 2.118
17.67 1.866 2356.55 2.158 2.118-.- -- -- - -- -- - 2.118
17.68 1.862 2356.55 2.158 2.118 -2.118
17.70 1.859 2356.54 2.158 2.117 -- -- -- -- --- - -- 2.117
17.72 1.856 2356.54 2.158 2.117 2.117
17.73 1.853 2356.54 2.158 2.117 2.117
17.75 1.850 2356.54 2.158 2.117 2.117
17.77 1.847 2356.54 2.158 2.116 2.116
17.78 1.844 2356.54 2,158 2.116 - - - __- ,_ -_ .-_ 2,116
17.80 1.840 2356.54 2.158 2.116 - - -- - - - -- -- 2.116
17.82 1.837 2356.54 2.158 2.116 - - --- - - - - 2.116
17.83 1.834 2356.53 2.158 2.115 ---- - --- --- -- --- - 2,115
17.85 1.831 2356.53 2.158 2.115 2.115
17.87 1.828 2356.53 2.158 2.115 - - --- -- - --- - 2.115
17.88 1.825 2356.53 2.158 2.115 2.115
17.90 1.821 2356.53 2.158 2.114 2.114
17.92 1.818 2356.53 2.158 2.114 2.114
17.93 1.815 2356.53 2.158 2.114 2.114
17.95 1.812 2356.53 2.156 2.114 2.114
17.97 1.809 2356.53 2.158 2.113 --- -- - ----- --- - - 2.113
17.98 1.805 2356.52 2.158 2.113 -- - -- -- - --- -- 2.113
18.00 1.802 2356.52 2.158 2.113 2.113
Continues on next page...
Basin A (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Civ A CIv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cis ft cis cis cis Cis cis cfs cis cfs Cfs Cis
18.02 1.799 2356.52 2.158 2.113 --- - - - --- --- - 2.113
18.03 1.796 2356.52 2.158 2.112 --- -- - -- -- - --- 2.112
18.05 1.793 2356.52 2.158 2.112 ----- -- -- -- --- -- - 2.112
18.07 1.789 2356.52 2.158 2.112 - -- ---- --- - --- -- 2.112
18.08 1.786 2356.52 2.158 2.111 --- - - - ---- - ---- 2.111
18.10 1.783 2356.51 2.158 2.111 --- - ----- - -- --- - 2.111
18.12 1.780 2356.51 2.158 2.111 ---- --- ---- --- - ---- - 2.111
18.13 1.776 2356.51 2.158 2.111 --- - - --- -- --- ---- 2.111
18.15 1,773 2356.51 - 2.158 2.110 - -- -- -- - - -- 2.110
18.17 1.770 2356.51 2.158 2.110 - - - - --- -- - 2.110
18.18 1.767 2356.51 2.158 2.110 -- - - -- -- - - 2.110
18.20 1.763 2356.51 2.158 2.109 - -- - - --- - - 2.109
18.22 1.760 2356.50 2.158 2.109 -- -- -- - - - -- 2.109
18.23 1.757 2356.50 2.158 2.109 --- - ---- - ---- -- -- 2.109
18.25 1.753 2356.50 2.158 2.108 - - --- -- --- ---- 2.108
18.27 1.750 2356.50 2.158 2.108 2.108
18.28 1.747 2356.50 2.158 2.108 ---- - - - - - - 2.108
18.30 1.744 2356.50 2.158 2.107 -- -- --- --- -- - - 2.107
18.32 1.740 2356.50 2.158 2.107 - --- -- ---- - -- - 2.107
18.33 1.737 2356.49 2.158 2.107 - - --- --- - -- --- 2.107
18.35 1.734 2356.49 2.158 2.106 -- - - - --- --- - 2.106
18.37 1.730 2356.49 2.158 2.106 2.106
18.38 1.727 2356.49 2.158 2.106 --- ---- -- --- --- - - 2.106
18.40 1.724 2356.49 2.158 2.105 - -- --- - - -- -- 2.105
18.42 1.720 2356.49 2.158 2.105 - - ---- - - ----- -- 2.105
18.43 1.717 2356.48 2.158 2.105 -- - -- --- - -- --- 2.105
18.45 1.714 2356.48 2.158 2.104 -- -- ---- - - - ---- 2.104
18.47 1.710 2356.48 2.158 2.104 -- ---- - -- - -- - 2.104
18.48 1.707 2356.48 2.158 2.104 -- -- ---- - - - -- 2.104
18.50 1.704 2356.48 2.158 2.103 -- ---- - - -- - -- 2.103
18.52 1.700 2356.48 2.158 2.103 - -- - ---- -- - - 2.103
18.53 1.697 2356.47 2.158 2.103 -= ; . - - -- -- - -- 2.103
18.55 1.694 2356.47 2.158 2.102 2.102
18.57 1.690 2356,47 2.158 2.102 -` 2.102
18.58 1.687 2356.47 2.158 2.102 - -- - ----- - - --- 2.102
18.60 1.683 2356.47 2.158 2.101 - -- - - ---- ---- --- 2.101
18.62 1.680 2356.47 2.158 2.101 -- -- - ---- -- -- --- 2.101
18.63 1.677 2356.46 2.158 2.100 ---- --- - - -- --- --- 2.100
18.65 1.673 2356.46 2.158 2.100 - --- -- -- -- --- 2.100
18.67 1.670 2356.46 2.158 2.100 ---- - - - - --- -- 2.100
18.68 1.666 2356.46 2.158 2.099 2.099
18.70 1.663 2356.46 2.158 2.099 -- -- --- - -- -- - 2.099
18.72 1.660 2356.45 2.158 2.098 - -- -- -- - -- -- 2.098
18.73 1.656 2356.45 2.158 2.098 --- 2.098
18.75 1.653 2356.45 2.158 2.098 - - -- --- -- ---- - 2.098
18.77 1.649 2356.45 2.158 2.097 --- ---- - -- -- -- - - 2.097
18.78 1.646 2356.45 2.158 2.097 --- -- - - --- --- ---- 2.097
18.80 1.642 2356.45 2.158 2.096 - --- --- ----- ---- ---- ---- 2.096
18.82 1.639 2356.44 2.158 2.096 - ---- --- - -- ---- --- 2.096
18.83 1.636 2356.44 2.158 2.096 --- - -- --- ---- --- -- 2.096
18.85 1.632 2356.44 2.158 2.095 2.095
18.87 1.629 2356.44 2.158 2.095 ---- --- -- - --- --- - 2.095
18.88 1.625 2356.44 2.158 2.094 ---- --- ---- ----- -- ----- --- 2.094
18.90 1.622 2356.43 2.158 2.094 ---- ---- --- ----- - --- ---- 2.094
Continues on next page...
Basin A (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cis ft cis cfs cfs cfs cis cis cis cis cfs cis
18.92 1.618 2356.43 2.158 2.094 - ---- ---- --- - «--- -- 2.094
18.93 1.615 2356.43 2.158 2.093 -- ---- -- - - --- - 2.093
18.95 1.611 2356.43 2.158 2.093 2.093
18.97 1.608 2356.43 2.158 2.092 --- --- - -- - - -- 2.092
18.98 1.604 2356.42 2.158 2.092 - -- -- --- -- -- -- 2.092
19.00 1.601 2356.42 2.158 2.091 2.091
19.02 1.597 2356.42 2.158 2.091 - - -- ---- -- -- -- 2.091
19.03 1.594 2356.42 2.158 2.091 2.091
19.05 1.590 2356.42- 2.158 2.090 -- --- ---- ---- --- ---- - 2.090
19.07 1.587 2356.41 2.158 2.090 - --- - - - - -- 2.090
19.08 1.583 2356.41 2.158 2.089 -- -- ---- - - - -- 2.089
19.10 1.580 2356.41 2.158 2.089 2.089
19.12 1.576 2356.41 2.158 2.088 --- --- - --- - «- - 2.088
19.13 1.573 2356.40 2.158 2.088 - - - --- ---- - 2.088
19.15 1.569 2356.40 2.158 2.087 2.087
19.17 1.566 2356.40 2.158 2.087 2.087
19.18 1.562 2356.40 2.157 2.087 - - ---- -- - - ----- 2.086
19.20 1.559 2356.40 2.156 2.086 - ----- --- - - --- ---- 2.086
19.22 1.555 2356.39 2.154 2.086 -- -- -- - ---- --- - 2.086
19.23 1.551 2356.39 2.153 2.085 «- ----- - --- - -- - 2.085
19.25 1.548 2356.39 2.152 2.085 =.
---- --- - --- - ---- 2.085
19.27 1.544 2356.39 2.151 s
2.084 -- ---- - ---- - - - 2.084
19.28 1.541 2356.38 2.149 2.084 - - - - - --- -- 2.084
19.30 1.537 2356.38 2.148 2.083 -- --- - ---- --- --- -- 2.083
19.32 1.534 2356.38 2.147 2.083 -- - --- - -- - - 2.083
19.33 1.530 2356.38 2.145 2.082 -- -- - --- --- -- ---- 2.082
19.35 1.527 2356.38 2.144 2.082 2.082
19.37 1.523 2356.37 2.143 2.081 - --- --- ---- - -- -- 2.081
19.38 1.519 2356.37 2.141 2.081 2.081
19.40 1.516 2356.37 2.140 2.080 - - ----- - -- -- - 2.080
19.42 1.512 2356.37 2.139 2.080 - ---- --- - - - - 2.080
19.43 1.509 2356.36 2.137 2.079 -=?,:. -- - --- - --- 2.079
19.45 1.505 2356.36 2.136 2.079 2.079
19.47 1.501 2356.36 2.135 2.078 - -?_ - --
~ ---- --- --- -
2078
19.48 1.498 2356.36 2.133 2.078 ---
__ --- -- _
- -- -- --- 2.078
19.50 1.494 2356.35 2.132 2.077 -- -- ----- - -- - - 2.077
19.52 1.491 2356.35 2.130 2.077 2.077
19.53 1.487 2356.35 2.129 2.076 2.076
19.55 1.483 2356.35 2.128 2.076 - - -- - -- -- --- 2.076
19.57 1.480 2356.34 2.126 2.075 - -- --- - -- - -- 2.075
19.58 1.476 2356.34 2.125 2.075 - ---- - - -- ---- --- 2.075
19.60 1.472 2356.34 2.123 2.074 ----- -- --- - -- ---- -- 2.074
19.62 1.469 2356.34 2.122 2.074 2.074
19.63 1.465 2356.33 2.121 2.073 2.073
19.65 1.461 2356.33 2.119 2.072 --- ---- --- -- -- - --- 2.072
19.67 1.458 2356.33 2.118 2.072 - - -- -- -- 2.072
19.68 1 1.454 2356.33 2.116 2.071 - - --- ---- --- - - 2.071
19.70 1.451 2356.32 2.115 2.071 ---- -- - - -- ----- - 2.071
19.72 1.447 2356.32 2.113 2.070 -_- _«- --- --- ---- --.- --- 2.070
19.73 1.443 2356.32 2.112 2.070 - --- ---- -- -- -- ----- 2.070
19.75 1.440 2356.32 2.110 2.069 2.069
19.77 1.436 2356.31 2.109 2.069 -- ---- --- --- -- -- - 2.069
19.78 1.432 2356.31 2.107 2.068 ----- -- ---- - --- ----- ---- 2.068
19.80 1.428 2356.31 2.106 2.067 2.067
Continues on next page...
Basin A (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B CIv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs Cfs efs cfs Cfs cfs cis Cfs cis cis
19.82 1.425 2356.30 2.104 2.067 - - - -- --- ---- --- 2.067
19.83 1.421 2356.30 2.103 2.066 ---- --- - - --- - 2.066
19.85 1.417 2356.30 2.101 2.066 -- -- - ---- --- --- - 2.066
19.87 1.414 2356.30 2.100 2.065 --- --- - -- ---- - - 2.065
19.88 1.410 2356.29 2.098 2.065 - - - - - - - 2.065
19.90 1.406 2356.29 2.096 2.064 - - - - - -- - 2,064
19.92 1.403 2356.29 2.095 2.063 --- - - --- - - - 2.063
19.93 1.399 2356.29 2.093 2.063 -- --- -- - -- -- - 2.063
19.95 1.395 2356.28 , , 2.092 2.062 --- --- - -- -- -- - 2.062
19.97 1.391 2356.28 2.090 2.062 - -- --- -- ----- - - 2.062
19.98 1.388 2356.28 2.089 2.061 ---- - - - --- -- - 2.061
20.00 1.384 2356.27 2.087 2.060 - - - - - -- - 2.060
20.02 1.380 2356.27 2.085 2.060 -- - ---- - - ---- - 2.060
20.03 1.377 2356.27 2.084 2.059 --- - - -- -- - - 2.059
20.05 1.373 2356.27 2.082 2.059 ---- -- -- --- - -- - 2.059
20.07 1.369 2356.26 2.080 2.058 2.058
20.08 1.366 2356.26 2.079 2.057 - - -- - -- - - 2.057
20.10 1.362 2356.26 2.077 2.057 --- --- ---- -- - - - 2.057
20.12 1.358 2356.25 2.076 2.056 --- -- - -- -- - - 2.056
20.13 1.355 2356.25 2.074 2.056 - -- - ---- - - - 2.056
20.15 1.351 2356.25 2.072 2.055.
x.- - - ---- - --- - 2.055
20.17 1.348 2356.25 2.070 ,
2.054 S ; - - - -- -- - 2.054
20.18 1.344 2356.24 2.069 2.054 ---- - - - -- - --- 2.054
20.20 1.341 2356.24 2.067 2.053 --- -- - -- ---- --- - 2.053
20.22 1.338 2356.24 2.066 2.053 - - --- --- - - - 2.052
20.23 1.334 2356.23 2.064 2.052 ----< - -.._ _- -_ ?. - 2.052
20.25 1.331 2356.23 2.062 2.051 -- - - - -- - -- 2.051
20.27 1.328 2356.23 2.060 2.051 2.051
20.28 1.325 2356.22 2.059 2.050 -- --- ---- -- -- - ---- 2.050
20.30 1.322 2356.22 2.057 2.049 --- --- --- --- - -- --- 2.049
20.32 1.320 2356.22 2.055 2.049 - --- -- -- - - - 2.049
20.33 1.317 2356.22 2.054 2.048 -= - -- - -- --- -_-- 2.048
20.35 1.314 2356.21 2.052 2.047 -- - - - - - - 2.047
20.37 1.312 2356.21 2.050 2.047 ---, 2.047
20.38 1.310 2356.21 2.048 2.046 - 2.046
20.40 1.307 2356.20 2.046 2.045 - - -- - - --- - 2.045
20.42 1.305 2356.20 2.045 2.045 - - - ----- -- - - 2.045
20.43 1.303 2356.20 2.045 2.044 ---- --- ----- - -- - - 2.044
20.45 1.301 2356.19 2.044 2.043 --- -- --- - ---- -- 2.043
20.47 1.300 2356.19 2.044 2.043 - --- -- --- - -- - 2.043
20.48 1.298 2356.19 2.043 2.042 - ---- ---- - - -- -- 2.042
20.50 1.296 2356.18 2.043 2.042 2.042
20.52 1.295 2356.18 2.043 2.041 - ----- - - - - --- 2.041
20.53 1.293 2356.18 2.042 2.040 ---- ----- -- -- --- - - 2.040
20.55 1.292 2356.17 2.042 2.040 -- -- --- ---- - -- - 2.040
20.57 1.290 2356.17 2.042 2.039 -- - -- -- - -- ---- 2.039
20.58 11.289 2356.17 2.041 2.038 -- - - - -- ---- - 2.038
20.60 1.288 2356.17 2.041 2.038 2.038
20.62 1.287 2356.16 2.040 2.037 2.037
20.63 1.286 2356.16 2.040 2.036 2.036
20.65 1.285 2356.16 2.040 2.036 - - - -- -- ----- - 2.036
20.67 1.284 2356.15 2.039 2.035 --- ---- - -- -- -- ---- 2.035
20.68 1.283 2356.15 2.039 2.034 --- --- - - - ---- - 2.034
20.70 1.282 2356.15 2.039 2.034 2.034
Continues on next page...
Basin A (Routed)
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv B CN C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cis cfs cfs cfs cfs cfs
20.72 1.281 2356.14 2.038 2.033 - - - --- --- - --- 2.033
20.73 1.281 2356.14 2.038 2.032 - 2.032
20.75 1.280 2356.14 2.037 2.032 2.032
20.77 1.279 2356.13 2,037 2.031 - - -- - -- - ---- 2.031
20.78 1.279 2356.13 2.037 2.030 2.030
20.80 1.278 2356.13 2.036 2.030 2,030
20.82 1.277 2356.12 2.036 2.029 --- - - -- ---- - -- 2.029
20.83 1.277 2356.12 2.035 2.028 2.028
20.85 1.276 2356.12 2.035 2.028 2,028
20.87 1.276 2356.11 2.035 2.027 - 2.027
20.88 1.275 2356.11 2.034 2.027 - 2.027
20.90 1.275 2356.11 2.034 2.026 -- --- - - --- ---- - 2.026
20.92 1.274 2356.11 2.034 2.025 2.025
20.93 1.274 2356.10 2.033 2.025' 2.025
20.95 1.273 2356.10 2.033 2.024 2.024
20.97 1.272 2356.10 2.032 2.023 ----- : =-- - ----- -- - --- 2.023
20.98 1.272 2356.09 2.032 2.023 2.023
21.00 1.271 2356,09 2.032 2.022 - -- - - - - -- 2.022
21.02 1.271 2356.09 2.031 2.021 2.021
...End

a
r.

SUB BASIN 1-C
HYDROGRAPHS

a
Hydrograph Report
Hydraflow Hydrographs by InWsoNa v9.2 Friday, Mar 13, 2009
Hyd. No. 5
Basin C
Hydrograph type = SCS Runoff Peak discharge = 6.252 cfs
Storm frequency = 1 yrs Time to peak = 12.15 hrs
Time interval = 1 min Hyd. volume = 29,284 cult
Drainage area = 15.900 ac Curve number = 62
Basin Slope = 25.0% Hydraulic length = 2508 ft
Tc method = LAG Time of conc. (Tc) = 21.9 min
Total precip. = 3.25 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time.- Outflow
(hrs cfs)
12.12 6.123
12.13 6.226
12.15 6.252 <<
12.17 6.202
12.18 6.092
12.20 5.941
...End

( Printed values - 95.00% of Op.)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Friday, Mar 13, 2009
Hyd. No. 6
Basin C (Routed)
Hydrograph type = Reservoir Peak discharge = 0.643 cfs
Storm frequency = 1 yrs Time to peak = 14.55 hrs
Time interval = 1 min Hyd. volume = 29,282 cuft
Inflow hyd. No. = 5 - Basin C Reservoir name = Pond C
Max. Elevation = 2457.53 ft Max. Storage = 11,063 cuft
Storage Indication method used.
Hydrograph Discharge Table cPdnbdVWUGS 3-•95.00%of Op.)
Time Inflow Elevation CIv A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) ds ft ds efs ds ds ds ds efs cis ds efs
12.80. 1.401 2456.82 4.281 0.612 ---- 0
612
12.82 1.377 2456.84 4.281 0.613 - .
0
613
12.83 1.355 2456.86 4.281 0.613 .
-
0
613
12.85 1.334 2456.88 4.281 0.614 -- -- -- .
-- - ?_
0
614
12.87 1.315 2456.90 4.281 0.615 .
615
0
12.88 1.296 2456.92 4.281 0.616 .
0
616
12.90 1.279 2456.93 4.281 0.617 -- --- _- .
_- - _? _- 0
617
12.92 1.264 2456.95 4.281 0.617"' =-- --- -- .
_.._ .-_ - 0
-
617
12.93 1.248 2456.97 4.281 0.618 -_- --- -- - .
-? _ ._
-
0
618
12.95 1.234 2456.98 4.281 0.619 ----- --._ -? .
- - ____
0
619
12.97 1.221 2457.00 4.281 0.620 .
0
620
12.98 1.208 2457.01 4.281 0.620 -- ---- - .
?_ _.._ 0
620
13.00 1.196 2457.03 4.281 0.621 .
0
621
13.02 1.184 2457.04 4.281 0.622 .
0
622
13.03 1.172 2457.06 4.281 0.622 .
0
622
13.05 1.161 2457.07 4.281 0.623 .
-
0
623
13.07 1.150 2457.08 4.281 0.623 -?- - - .
- -_.
-
0
623
13.08 1.139 2457.10 4.281 0
624 - ----- .

13.10
1.128
2457.11
4.281 .
0
625 -- -
- 0.624
- -
-

13.12
1.117
2457.12
4.281 .
-
-_
0
625 -
„--
0.625

13.13
1.106
2457.14
4.281 .
0
626 0.625

13.15
1.096
2457.15
4.281 .
0
626 ---- -= - 0.626
- r

13.17
1.085
2457.16
4.281 -_-_
.
0
627 --- ---- - _- ____
____
0.626

13.18
1.075
2457.17
4.281 .
-
0
627 --- - -- - ?_
- -
0.627

13.20
1.065
2457.18
4.281 .
-_
0
628 ,_ _-
0.627

13.22
1.056
2457.19
4.281 .
0
628 0.628

13.23
1.046
2457.21
4.281 .
0
629 ----- -
____ -
0.628

13.25
1.037
2457.22
4.281 .
?_
0
629 ?_ -
0.629

13.27
1.028
2457.23
4.281 .
0.630 - - -
-
0.629

13.28
1.020
2457.24
4.281
0
630 --- --- -
- - -
0.630

13.30
1.012
2457.25
4.281 .
-
0
631 ?_
0.630

13.32
1.004
2457.26
4.281 .
0
631 0.631

13.33
0.996
2457.26
4.281 .
0
631 0.631

13.35
0.988
2457.27
4.281 .
0
632 ---- ----
- -
0.631

13.37
0.981
2457.28
4.281 __-_
.
0
632 - - _?
0.632
- -'

13.38
0.973
2457.29
4.281 .
-»
0.633 --- - - ____
-
0.632

13.40
0.966
2457.30
4.281 ?.
0.633 -
0.633

13.42
0.959
2457.31
4.281
0
633 0,633

13.43
0.952
2457.32
4.281 .
0
634 0.633

13.45
0.945
2457.33
4.281 .
0.634 0.634
0.634
Continues on next page...
Basin C (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft ds cfs cfs cfs cfs ds cfs eft cfs cfs
13.47 0.938 2457.33 4.281 0.634 ---- --- -- --- -- .?_ ____ 0.634
13.48 0.932 2457.34 4.281 0,635 0.635
13.50 0.925 2457.35 4.281 0.635 --- -- ----- ,---- --- ---- ---_- 0.635
13.52 0.919 2457.36 4.281 0.635 0.635
13.53 0.912 2457.36 4.281 0.636 0.636
13.55 0.905 2457.37 4.281 0.636 -- - - ---- -- - - 0.636
13.57 0.899 2457.38 4.281 0.636 ----- --- ---- -- -- - - 0.636
13.58 0.892 2457.36 4.281 0.637 - ---- -- -- --- ---- -- 0.637
13.60 0.886 2457.39, 4.281 0.637 - - 0.637
13.62 0.880 2457.40 4.281 0.637 --- - -- --- -- --- -- 0.637
13.63 0.873 2457.40 4.281 0.637 0.637
13.65 0.867 2457.41 4.281 0.638 0.638
13.67 0.860 2457.41 4.281 0.638 --- --- - -- --- -- - 0.638
13.68 0.854 2457.42 4.281 0.638 0.638
13.70 0.848 2457.42 4.281 0.638 - - --- ---- - --- 0.638
13.72 0.842 2457.43 4.281 0.639 0.639
13.73 0.836 2457.44 4.281 0.639 -- --- - -- --- - - 0.639
13.75 0.830 2457.44 4.281 0.639 0.639
13.77 0.825 2457.44 4.281 0.639 - - -- -- - - ----- 0.639
13.78 0.819 2457.45 4.261 0.640 0,640
13.80 0.813 2457.45 4.281 0.640,-.-- 0,640
13.82 0.808 2457.46 4.281 0.640 :; - - - -_ - - - 0.640
13.83 0.802 2457.46 4.281 0.640 0.640
13.85 0.797 2457.47 4.281 0.640 0.640
13.87 0.792 2457.47 4.281 0.640 - --- -- - - -- -- 0.640
13.88 0.786 2457.47 4.281 0.641 0.641
13.90 0.781 2457.48 4.281 0.641 - 0.641
13.92 0.776 2457.48 4.281 0.641 - 0.641
13.93 0.771 2457.48 4.281 0,641 -- ---- ----- ---- ---- -- - 0
641
13.95 0.765 2457.49 4.281 0.641 - .
0.641
13.97 0.760 2457.49 4.281 0.641 -4. --- ----- -- --- -- -- 0.641
13.98 0.755 2457.49 4.281 0.641 0.641
14.00 0.750 2457.50 4.281 0.642 0.642
14.02 0.745 2457.50 4.281 0.642-- -. - _-- _- _?. -_ -
-0.642
14.03 0.740 2457.50 4.281 0.642 -
0
642
14.05 0.735 2457.50 4.281 0.642 ---- -- - -- .
- _? ____ _- 0
642
14.07 0.730 2457.51 4.281 0.642 -- -- - .
---- - - - 0.642
14.08 0.725 2457.51 4.281 0.642 0
642
14.10 0.720 2457.51 4.281 0.642 .
0
642
14.12 0.715 2457.51 4281 0.642 -- - -- .
-- -- -- -- 0
642
14.13 0.711 2457.52 4.281 0.642 .
0
642
14.15 0.706 2457.52 4.281 0.642 .
0
642
14.17 0.702 2457.52 4.281 0.643 .
0
643
14.18 0.698 2457.52 4.281 0.643 .
0
643
14.20 0.694 2457.52 4.281 0.643 .
643
0
14.22 0.690 2457.52 4.281 0.643 .
0
643
14.23 0.686 2457.52 4.281 0.643 --- -- - -- .
-- - - --- - 0
643
14.25 0.683 2457.52 4.281 0,643 - - -- .
- -- --- -- 0
643
14.27 0.680 2457.53 4.281 0.643 .
643
0
14.28 0.677 2457.53 4.281 0.643 ----- ----- --- - .
-- - - 0
643
14.30 0.674 2457.53 4.281 0.643 - - .
0
643
14.32 0.671 2457.53 4.281 0.643 --- - .
0
643
14.33 0,668 2457.53 4.281 0.643 --- -- -- .
-_ _.__ - -, 0
643
14.35 0.666 2457.53 4.281 0.643 .
0.643
Continues on next page...
Basin C (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B CN C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) Cfs ft CfS CfS CfS cis cis cfs CfS cis ds CfS
14.37 0.664 2457.53 4:281 0.643 - -- ---- ---- --- ---- - 0.643
14.38 0.661 2457.53 4.281 0.643 --- - - ---- --- --- --- 0.643
14.40 0.659 2457.53 4,281 0.643 -- - -- -- - ---- -- 0.643
14.42 0.657 2457.53 4.281 0.643 ---- ----- -- - - ---- - 0.643
14.43 0.655 2457.53 4.281 0.643 -- ----- - -- -- -- - 0,643
14.45 0.653 2457.53 4.281 0.643 - -- --- --- -- - ---- 0.643
14.47 0.652 2457.53 4.281 0.643 --- ---- - --- - -- - 0.643
14.48 0.650 2457.53 4.281 0.643 --- --- --- - ---- -- -- 0.643
14.50 0.648 2457.53„ 4.281 0.643 - - ---- --- -- --- -- 0.643
14.52 0.647 2457.53 4.281 0.643 - ---- ---- - --- --- -- 0.643
14.53 0.645 2457.53 4.281 0.643 0.643
14.55 0.644 2457.53 << 4.281 0.643 0.643 «
14.57 0.642 2457.53 4,281 0.643 - - ---- -- --- - - --- 0.643
14.58 0.640 2457,53 4.281 0.643 ---- - --- - ----- - - 0,643
14.60' 0.639 2457.53 4.281 0.643 0,643
14.62 0.637 2457,53 4.281 0.643 0.643
14:63 0.636 2457.53 4.281 0.643 --- ---- - --- -- --- - 0.643
14.65 0.634 2457.53 4.281 0.643 0.643
14.67 0.633 2457.53 4.281 0.643 - -- - -- - ----- - 0.643
14.68 0.631 2457.53 4.281 0.643 - 0.643
14.70 0.629 2457.53 4.281 0.641 - --- - --- ---- --- - 0.643
14.72 0.628 2457.53 4.281 0.643 t_; - --- -- -- - 0.643
14.73 0.626 2457.53 4.281 0.643 --- ----- -- -- - -- -- - -- 0.643
14.75 0.624 2457.53 4.281 0.643 - - -- ---- - --- - 0.643
14.77 0.623 2457.53 4.281 0.643 - --- - --- -- - -- --- 0,643
14.78 0.621 2457.53 4.281 0.643 - - - --- ----- --- - -- 0.643
14.80 0.620 2457.53 4.281 0.643 - --- --- --- -- ----- - 0.643
14.82 0.618 2457.53 4.281 0.643 0.643
14.83 0.616 2457.53 4.281 0.643 0.643
14.85 0.615 2457.53 4.281 0.643 ---- - -- - - ---- - 0.643
14.87 0.613 2457.53 4.281 0,643 - --- --- -- --- -- -- 0.643
14.88 0.611 2457.52 4.281 0.643 =' - ---- ---- ---- -
r? - 0.643
14.90 0.610 2457.52 4.281 0.643 ----
- -- -- -- -- --_ 0,643
14.92 0.608 2457.52 4.281 0.643-- = - -- ----- - --- -- - -0.643
14.93 0.606 2457.52 4.281 0.643 - - - - --- -- - - 0.643
14.95 0.605 2457.52 4.281 0.643 0.643
14.97 0,603 2457.52 4.281 0.643 --- - ---- ---- ?-- --- - 0.643
14.98 0.601 2457.52 4.281 0.643 0.643
15.00 0.599 2457.52 4.281 0.643 --- -- --- - ---- ---- 0.643
15.02 0.598 2457.52 4.281 0.642 -- ----- ---- --- ----- - - 0.642
15.03 0.596 2457.52 4.281 0.642 0.642
15.05 0.594 2457.51 4.281 0.642 0,642
15.07 0.593 2457.51 4281 0.642 -- ---- --- -- -- - - 0.642
15.08 0.591 2457.51 4.281 0.642 0.642
15.10 0.589 2457.51 4.281 0.642 0,642
15.12 0.587 2457.51 4.281 0.642 0.642
15.13 0.586 2457.51 4.281 0.642 0
642
15.15 0.584 2457.51 4.281 0.642 ,
0,642
15.17 0.582 2457.51 4.281 0.642 0,642
15.18 0.580 2457.50 4.281 0.642 ---- -- - - -- ---- ---- 0.642
15.20 0.578 2457.50 4.281 0.642 0.642
15.22 0.577 2457.50 4.281 0.642 0.642
15.23 0.575 2457.50 4.281 0.642 0.642
15.25 0.573 2457.50 4.281 0.642 - - ---- --- ---- -- --- 0.642
Continues on next page...
Basin C (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs eft cfs cfs cfs cfs cis cfs
15.27 0.571 2457.50 4.281 0.642 -- ---- --_ -_ _- ___, - 0
642
15.28 0.569 2457.49 4.281 0.641 .
0
641
15.30 0.568 2457.49 4.281 0.641 .
0
641
15.32 0.566 2457.49 4.281 0.641 .
0
641
15.33 0.564 2457.49 4.281 0.641 .
0
641
15.35 0.562 2457.49 4.281 0.641 .
0
641
15.37 0.560 2457.48 4.281 0.641 - .
-- - - ____ - .? 0
641
15.38 0.559 2457.48 4.281 0.641 .
0
641
15.40 0.557 2457.48 4.281 0.641 .
641
0
15.42 0.555 2457.48 4.281 0.641 .
0
641
15.43 0.553 2457.47 4.281 0.641 .
0
641
15.45 0.551 2457.47 4.281 0.641 - .
- -- - _. _, _- 0
641
15.47 0.549 2457.47 4.281 0.640 --- .
0
640
15.48
' 0.547 2457.47 4.281 0.640 - .
--- -- - - - 0
640
15.50 0.546 2457.47 4.281 0.640 ---- .
0
640
15.52 0.544 2457.46 4.281 0.640 .
0
640
15.53 0.542 2457.46 4.281 0.640 .
0
640
15.55 0.540 2457.46 4.281 0.649 .
0
640
15.57 0.538 2457.46 4.281 0.640 .
0
640
15.58 0.536 2457.45 4.281 0.640 .
0
640
15.60 0.534 2457.45 4.281 0.640: .
0
640
15.62 0.532 2457.45 4.281 0.639 ?-_;- .
-- -- ---- -- _- - 0
639
15.63 0.530 2457.44 4.281 0.639 .
0
639
15.65 0.528 2457.44 4.281 0.639 .
-- -- - 0
639
?
15.67 0.527 2457.44 4.281 0.639 .
0
639
15.68 0.525 2457.44 4.281 0.639 .
0
639
15.70 0.523 2457.43 4.281 0.639 .
0
639
15.72 0.521 2457.43 4.281 0.639 .
-
0
639
15.73 0.519 2457.43 4.281 0.639 --- .
--_ - - -? -
0
639
-
15.75 0.517 2457.42 4.281 0.638 -- .
---- ---- -_-- - w
0
638
15.77 0.515 2457.42 4.281 0.638 .
-
0
638
15.78 0.513 2457.42 4.281 0.638 - -= , ; .
--- -.- _ - ____
0
638
15.80 0.511 2457.41 4.281 0
638 .

15.82
0.509
2457.41
4281 .
0
638 0.638

15.83
0.507
2457.41
4.281 .
0
638 0.638

15.85
0.505
2457.40
4.281 .
0
638 0.638

15.87
0.503
2457.40
4.281 .
0
637 0.638

15.88
0.501
2457.40
4.281 .
0
637 -
--- 0.637
? -
--- --

15.90
0.499
2457.39
4.281 .
0
637 .- -- .__
0.637

15.92
0.497
2457.39
4281 .
0
637 0.637

15.93
0.495
2457.39
4.281 .
0
637 0.637

15.95
0.493
2457.38
4.281 .
637
0 0.637

15.97
0.491
2457.38
4.281 .
0.636 0.637

15.98
0.489
2457.38
4.281
0.636 0.636

16.00
0.487
2457.37
4.281
0
636 0.636

16.02
0.485
2457.37
4.281 .
0
636 0.636

16.03
0.483
2457.36
4.281 .
0
636 0.636

16.05
0.481
2457.36
4.281 .
0
636 0.636

16.07
0.479
2457.36
4.281 .
0
635
-- - 0.636
-

16.08
0.477
2457.35
4.281 .
0
635 -- 0.635

16.10
0.475
2457.35
4.281 .
0
635 0.635

16.12
0.474
2457.34
4.281 .
0.635 0.635

16.13
0.472
2457.34
4.281
0
635
- -
- -
0.635
--- .

16.15
0.470
2457.34
4.281 .
0.635 - - -. ,_
0.635
0.635
Continues on next page...
Basin C (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Civ A CIv S Clv C PfRsr Wr A Wr S Wr C Wr D Exfil Outflow
(hrs) cfs ft CfS efs cfs CfS efs CfS cfs CfS cfs efs
16.17 0.468 2457.33 4:281 0.634 --- - - -- --- - ---- 0.634
16.18 0.467 2457.33 4.281 0.634 -- - - -- ---- - --- 0.634
16.20 0,465 2457.32 4.281 0.634 0,634
16.22 0.464 2457.32 4.281 0.634 0.634
16.23 0.462 2457.31 4.281 0.634 0.634
16.25 0.461 2457.31 4.281 0.633 - 0.633
16.27 0.459 2457.31 4.281 0.633 -- ---- --- -- - -- ---- --- 0.633
16.28 0.458 2457.30 4.281 0.633 -- - -- --- -- -- -- 0.633
16,30 0.457 2457.30„ 4.281 0.633 0.633
16.32 0.456 2457.29 4.281 0.633 0.633
16.33 0.455 2457.29 4,281 0.632 0.632
16.35 0.454 2457.28 4.281 0.632 --- --- --- -- ----- - - 0.632
16.37 0.453 2457,28 4.281 0.632 0.632
16.38 0.452 2457.27 4.281 0.632 0.632
16.40' 0.451 2457.27 4.281 0.632 --- -- - -- - -- ---- 0.632
16.42 0.451 2457.26 4.281 0.631 0.631
16.43 0.450 2457.26 4.281 0.631 --- - - -- -- -- --- 0.631
16.45 0.449 2457.26 4.281 0.631 - ---- ---- - -- -- - 0.631
16.47 0.449 2457.25 4.281 0.63'1 ----- -- - ---- --- -- --- 0
631
16.48 0.448 2457.25 4.281 0,631 --- -- --- .
----- - -- -- 0
631
16.50 0.447 2457.24 4.281 0.630:„ .
0.630
16.52 0.447 2457.24 4.281 0.630 s' ---- _--_ - 0
630
16.53 0.446 2457.23 4.281 0.630 .
0
630
16.55 0.445 2457.23 4.281 0.630 ---- - - .
-- -- -- --- 0
630
16.57 0,445 2457.22 4.281 0.630 .
0
630
16.58 0.444 2457.22 4.281 0.629 .
0
629
16.60 0.443 2457.21 4.281 0.629 ---- --- --- .
----- -- -- --- 0
629
16.62 0.443 2457.21 4.281 0.629 -- -- --- .
-- -- -- - 0
629
16.63 0.442 2457.20 4.281 0,629 .
0
629
16.65 0.442 2457.20 4.281 0.629 .
0
629
16.67 0.441 2457.19 4.281 0.628 -- -- .
-- --- -- - 0
628
16.68 0.440 2457.19 4.281 0.628 .
0
628
16.70 0.440 2457.18 4.281 0.628 .
0
628
16.72 0.439 2457.18 4.281 0.628._, 4_= .
-0
628
16.73 0.439 2457.18 4.281 0.627 _ .
0
627
16.75 0.438 2457.17 4.281 0.627 .
0
627
16.77 0.437 2457.17 4.281 0.627 .
0
627
16.78 0.437 2457.16 4.281 0.627 .
0
627
16.80 0.436 2457.16 4.281 0.627 -- -- .
- -- - - 0
627
16.82 0.435 2457.15 4.281 0.626 .
0
626
16.83 0.435 2457.15 4.281 0.626 --- --- - .
- - -- - -- 0
626
16.85 0.434 2457.14 4.281 0.626 ,
0
626
16.87 0.434 2457.14 4.281 0.626 .
0
626
16.88 0.433 2457.13 4.281 0.625 .
0
625
16.90 0.432 2457.13 4.281 0.625 .
0
625
16.92 0.432 2457.12 4.281 0.625 .
0
625
16,93 0.431 2457.12 4.281 0.625 ---- --- ---- .
- 0
625
16.95 0.430 2457.11 4.281 0.625 .
0
625
16.97 0.430 2457.11 4.281 0.624 .
0
624
16.98 0.429 2457.10 4.281 0.624 .
0
624
17.00 0.428 2457.10 4.281 0.624 .
0
624
17.02 0.428 2457.09 4.281 0.624 .
0
624
17.03 0.427 2457.09 4.281 0.623 .
0
623
17.05 0.426 2457.08 4.281 0.623 .
0.623
Continues on next page...
Basin C (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Mar Wr A Wr B Wr C Wr D Exfil Outflow
(hm) cis ft CfS CfS CfS cfs dis cis cfs afs CfS CfS
17.07 0.426 2457.08 4.281 0.623 0.623
17.08 0.425 2457.07 4.281 0.623 -- --- -- ---- ---- -- -- 0,623
17.10 0.425 2457.07 4.281 0.623 0,623
17.12 0.424 2457.06 4.281 0.622 - -- -- - ---- - - 0,622
17.13 0.423 2457.06 4.281 0.622 - - - --- ---- - - 0.622
17.15 0.423 2457.05 4.281 0.622 0.622
17.17 0.422 2457.05 4.281 0.622 -- - -- -- - - - 0.622
17.18 0.421 2457.04 4.281 0.621 --- - -- - --- -- - 0.621
17.20 0.421 2457.04-, 4.281 0.621 --- -- - ---- -- - - 0.621
17.22 0.420 2457.03 4.281 0.621 0.621
17.23 0.419 2457.03 4.281 0.621 - - -- ---- - --- --- 0.621
17.25 0.419 2457.02 4.281 0.621 -- - ---- - --- -- -- 0.621
17.27 0.418 2457.02 4.281 0.620 - - - -- - -_- - 0.620
17.28, 0.417 2457.01 4.281 0.620 - --- - - - - - 0.620
17.30 0.417 2457.00 4.281 0.620 ---- - - --- -- - - 0.620
17.32 0.416 2457.00 4.281 0.620 - 0.620
17.33 OA15 2456.99 4.281 0.619 --- - -- --- - ---- -- 0.619
17.35 0.415 2456.99 4.281 0.619 --- -- - ---- ---- - -- 0.619
17.37 0.414 2456.98 4.281 0.619 0.619
17.38 0.413 2456.98 4.281 0.619 -- ----- - --- ---- -- - 0.619
17,40 0.413 2456.97 4.281 0.618'- ,: -- - -_ __-- --__ -_ 0
618
17.42 0.412 2456.97 4.281 0.618 -= - --- --- - .
--- -- 0.618
17.43 0.411 2456.96 4.281 0.618 - - - - 0.618
17.45 0.411 2456.96 4.281 0.618 -- - - _--- - - - 0.618
17.47 0.410 2456.95 4.281 0.617 - ----- -- --- --- - - 0.617
17.48 0.409 2456.95 4.281 0.617 0.617
17.50 0.409 2456.94 4.281 0.617 --- ---- -.- --- --- `- -- 0.617
17.52 0.408 2456.94 4.281 0.617 0.617
17.53 0.407 2456.93 4.281 0.616 0.616
17.55 0.407 2456.93 4.281 0.616 0.616
17.57 0.406 2456.92 4.281 0.616 --= -- --- - - --- - 0.616
17.58 0.405 2456.92 4.281 0.616 --=-t•: - - --- -- ---- - - - 0.616
17.60 0.404 2456.91 4.281 0.616 - --- --- --- ----- -- --- 0.616
17.62 0.404 2456.90 4.281 0.615----- - - - -- - -
.0.615
17.63 0.403 2456.90 4.281 0.615 ---- -
0.615
17.65 0.402 2456.89 4.281 0.615 - --- - - --- -- - 0
615
17.67 0.402 2456.89 4.281 0.615 .
0
615
17.68 0.401 2456.88 4.281 0.614 .
0.614
17.70 0.400 2456.88 4281 0.614 0.614
17,72 0.400 2456.87 4.281 0.614 --- ---- -- --- --- --- - 0
614
17.73 0.399 2456.87 4.281 0.614 --- -- - - - .
- ---- 0
614
17.75 0.398 2456.86 4.281 0.613 .
0.613
17.77 0.398 2456.86 4.281 0.613 - --- --- - -- ---- -- 0.613
17.78 0,397 2456.85 4.281 0.613 0
613
17.80 0.396 2456.84 4.281 0.613 .
0
613
17.82 0.395 2456.84 4.281 0.612 .
0
612
17.83 0.395 2456.83 4.281 0.612 .
0
612
17.85 0.394 2456.83 4.281 0.612 ----- - - - --- .
-- --- 0
612
17.87 0.393 2456.82 4.281 0.612 - .
0
612
17.88 0.393 2456.82 4.281 0.611 .
0
611
17.90 0,392 2456.81 4.281 0.611 ---- --- _-. -- _- .
r._ _.... 0.611
...End
SUB BASIN 1-D
HYDROGRAPHS

Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.2 Friday, Mar 13, 2009
Hyd. No. 7
Basin D
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 8.400 ac
= 25.6%
= LAG
= 3.25 in
= 24 hrs
Peak discharge = 6.220 cfs
Time to peak = 12.03 hrs
Hyd. volume = 18,084 cult
Curve number = 64
Hydraulic length = 1143 ft
Time of conc. (Tc) = 11.0 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time - Outflow
(hrs cfs)
12.00 5.945
12.02 6.202
12.03 6.220 <<
12.05 6.080
...End

( PfIMOd values ae 95.00% of Op.)

SUB BASIN 1-E
HYDROGRAPHS

Hydrograph Report
Hydratlow Hydrographs by Intelis0hre V9.2 Friday. Mar 13, 2009
Hyd. No. 8
Basin E
Hydrograph type = SCS Runoff Peak discharge = 10.99 cfs
Storm frequency = 1 yrs Time to peak = 12,07 hrs
Time interval = 1 min Hyd. volume = 36,633 cuft
Drainage area = 17.320 ac Curve number = 64
Basin Slope = 20.1 % Hydraulic length = 1450 ft
Tc method = LAG Time of conc. (Tc) = 14.9 min
Total precip. = 3.25 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time - OUtfloW
(hrs cfs)
12.03 10.56
12.05 10.93
12.07 10.99 <<
12.08 10.84
12.10 10.49
...End

a
( Pdrued values - 9600% or Op.)

Hydrograph Report
Hydratiow Hydrographs by Intellsolve v9.2 Friday, Mar 13, 2009
Hyd. No. 9
Basin E (Routed)
Hydrograph type = Reservoir Peak discharge = 0.964 cfs
Storm frequency = 1 yrs Time to peak = 13.75 hrs
Time interval = 1 min Hyd. volume = 36,455 tuft
Inflow hyd. No. = 8 - Basin E Reservoir name = Pond E
Max. Elevation = 2356.69 ft Max. Storage = 32,048 cuft
Storage Indication method used. Wet pond routing start elevation = 2355.40 ft.
Hydrograph Dischargelable
( Printed velum - 95.00% of Op.)
Time Inflow Elevation Civ A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs eft cfs Cft cfs Cft cfs cfs cfs
12.70. 1.702 2356.59 0.922 0.916 - --- ---- ---- --- --- - 0.916
12.72 1.672 2356.60 0.924 0.918 - -- -- --- --- --- - 0.918
12.73 1.644 2356.60 0.925 0.920 ---` ---- ---- --- ---- -- -- 0.920
12.75 1.620 2356.60 0.927 0.922 ---- ----- --- ---- --- --- ---- 0.922
12.77 1.598 2356.61 0.929 0.924 -- - - - - - - 0.924
12.78 1.578 2356.61 0.930 0.926 --- --- -- --- --- - ---- 0.926
12.80 1.559 2356.61 0.932 0.927 ---- - ---- -- - - --- 0.927
12.82 1.543 2356.62 0.933 0.929 .: , - - - -- -- --- 0.929
12.83 1.527 2356.62 0.935 0.930 -=-' --- ---- -- --- - ---- 0.930
12.85 1.512 2356.62 0.936 0.932 - -- ---- - - --- -- 0.932
12.87 1.498 2356.63 0.938 0.933 - - - - - - -- 0.933
12.88 1.485 2356.63 0.939 0.934 -- ---- ----- - -- - - 0.934
12.90 1.471 2356.63 0.940 0.936 - - -- --- -- --- - 0.936
12.92 1.458 2356.64 0.941 0.937 -- - - - --- --- - 0.937
12.93 1.444 2356.64 0.943 0,938 ---- ---- ---- -- ---- ---- --- 0.938
12.95 1.430 2356.64 0.944 0.940 - ---- ---- - -- - --- 0.940
12.97 1.416 2356.64 0.945 0.941 --: - -- - - -- 0.941
12.98 1.402 2356.65 0.946 0.942 -79 ----- ----- ---- --- - ---- 0.942
13.00 1.387 2356.65 0.947 0.943 ----' ---- --- --- --- --- - 0.943
13.02 1.373 2356.65 0.948 0.944 ---- --- ---- --- ---- -- 0.944
13.03 1.359 2356.65 0.949 0.945'- ---- --- - - --- - - 0.945
13.05 1.344 2356.66 0.950 0.946 - 0.946
13.07 1.330 2356.66 0.951 0.947 - - - -- ----- - - 0.947
18.08 1.316 2356.66 0.952 0.948 -- - - - --- - - 0.948
13.10 1.303 2356.66 0.953 0.949 ----- --- - --- -- - -- 0.949
13.12 1.290 2356.66 0.954 0.950 - - - - - -- --- 0.950
13.13 1.277 2356.66 0.954 0.951 - - -- - - ---- - 0.951
13.15 1.265 2356.67 0.955 0.951 -- --- --- -- - - ---- 0.951
13.17 9.253 2356.67 0.956 0.952 -- - - --- --- ---- 0.952
13.18 1.242 2356.67 0.957 0.953 --- ---- - --- - - -- 0.953
.13.20 1.232 2356.67 0.957 0.954 -- ---- --- - --- -- -- 0.954
13.22 1.222 2356.67 0.958 0.954 - --- --- ---- - - ---- 0.954
1323 1.212 2356.67 0.959 0.955 ---- - - ----- --- --- - 0.955
13.25 1.203 2356.68 0.959 0.955 0,955
13.27 1.194 2356.68 0.960 0.956 ---- - ---- -- - --- - 0.956
13.28 1.185 2356.68 0.960 0.957 -- --- - - -- ---- --- 0.957
13.30 1.177 2356.68 0.961 0.957 ---- ---- -- ----- --- - - 0.957
13.32 1.168 2356.68 0.961 0.958 - -- --- --- - -- --- 0.958
13.33 1.160 2356.68 0.962 0.958 ---- - - - -- --- - 0.958
13.35 1.152 2356.68 0.962 0.959 -- ----- -- ---- -- - - 0.959
Continues on next page...
Basin E (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs efs cfs cfs cis cfs aft cfs cfs eft
13.37 1.144 2356.68 0.963 0.959 --- --- -- - --- --- - 0.959
13.38 1.136 2356.68 0.963 0.960 ----- ---- - -- - --- ---- 0.960
13.40 1.128 2356.69 0.964 0.960 -- ---- -- -- -- -- -- 0.960
13.42 1.120 2356.69 0.964 0.960 - -- ---- ---- --- -- -- 0.960
13.43 1.112 2356.69 0.964 0.961 ---- ---- --- -- ----- ---- 0.961
13.45 1.104 2356.69 0.965 0.961 - --- -- ----- -- - - 0.961
13.47 1.096 2356.69 0.965 0.962 -- --- - -- - --- ----- 0.962
13.48 1.088 2356.69 0.966 0.962 - --- ---- - ----- - - 0.962
13.50 1.080 2356.69 0.966 0.962 -- --- - --- --- --- - 0.962
13.52 1.072 2356.69 0.966 0.962 -- -- --- --- -- -- - 0.962
13.53 1.063 2356.69 0.966 0.963 -- ---- - - -- -- --- 0.963
13.55 1.055 2356.69 0.966 0.963 ---- -- - --- --- --- -- 0.963
13.57 1.047 2356.69 0.967 0.963 --- --- -- -- --- ---- -- 0.963
13.58 1.039 2356.69 0.967 0.963 - - - --- --- - - 0.963
13.60 ' 1.031 2356.69 0.967 0.964 --- --- ----- -- -- --- ---- 0.964
13.62 1.023 2356.69 0.967 0.964 ----. '- -- --- --- --- - -- 0.964
13.63 1.015 2356.69 0.967 0.964 --- ---- --- -- --- --- --- 0.964
13.65 1.008 2356.69 0.967 0.964 - ---- ---- -- -- - ----- 0.964
13.67 1.001 2356.69 0.968 0.964 0.964
13.68 0.994 2356.69 0.968 0.964 -- --- ---- - --- --- 0.964
13.70 0.987 2356.69 0.968 0.964
-- -- - -- - ---- 0.964
13.72 0.980 2356.69 0.968 -
0.964 -=x --- ---- - - --- ---- 0.964
13.73 0.973 2356.69 0.968 0.964 -- ---- - --- ---- -- --- 0.964
13.75 0.966 2356.69 << 0.968 0.964 - -- - ---- --- -- -- 0.964 «
13.77 0.960 2356.69 0.968 0.964 ---- --- -- --- --- ---- -- 0.964
13.78 0.954 2356.69 0.968 0.964 --- - ---- -- - --- -- 0.964
13.80 0.947 2356.69 0.968 0.964 - ---- --- ---- ---- - - 0.964
13.82 0.941 2356.69 0.968 0.964 ---- 0.964
13.83 0.935 2356.69 0.968 0.964 - - - -- ---- --- --- 0.964
13.85 0.929 2356.69 0.968 0.964 -- ----- ---- --- ---- ---- -- 0.964
13.87 0.923 2356.69 0.967 0.964 --- ---- ---- -- --- ----- ---- 0.964
13.88 0.917 2356.69 0.967 0.964 = - --- -- ---- - - 0.964
13.90 0.910 2356.69 0.967 0.964 --- ----- - - --- --- --- 0.964
13.92 0.904 2356.69 0.967 0.964-,,..?i 0.964
13.93 0.898 2356.69 0.967 0.963 0.963
13.95 0.892 2356.69 0.967 0.963 - -- ---- --- ----- --- ---- 0.963
13.97 0.886 2356.69 0.967 0.963 --- - - - --- --- - --- 0.963
13.98 0.879 2356.69 0.966 0.963 ----- - -- ---- --- --- -- 0.963
14.00 0.873 2356.69 0.966 0.963 -- --- --- ---- - -- 0.963
14.02 0.867 2356.69 0.966 0.962 ---- --- -- - ---- -- ----- 0.962
14.03 0.860 2356.69 0.966 0.962 0.962
14.05 0.854 2356.69 0.966 0.962 0,962
14.07 0.848 2356.69 0.965 0.962 -- ---- --- --- --- -- ---- 0.962
14.08 0.842 2356.69 0.965 0.961 - - ---- --- -- -- ---- 0.961
14.10 0.837 2356.69 0.965 0.961 -- ---- --- --- ---- ---- --- 0.961
14.12 0.831 2356.69 0.964 0.961 --- - -- --- ----- - --- 0.961
14.13 1 0.826 2356.69 0.964 0.960 0.960
14.15 0.822 2356.69 0.964 0.960 0.960
14.17 0.817 2356.68 0.963 0.960 -- --- --- -- - -- -- 0.960
14.18 0.813 2356.68 0.963 0.959 --- ----- - ---- ---- - - 0.959
14.20 0.809 2356.68 0.963 0.959 -- -- ----- -- ---- ---- - 0.959
14.22 0.806 2356.68 0.962 0.959 0.959
14.23 0.803 2356.68 0.962 0.958 --- - ---- ---- --- - - 0.958
14.25 0.800 2356.68 0.962 0.958 0.958
Continues on next page...
Basin E (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cis ft cfs cis cis cis cis cfs dfs cis cfs cis
14.27 0.797 2356.68 0:961 0.958 - -- -- -- -- -- ---- 0.958
14.28 0.795 2356.68 0.961 0.957 -- --- ---- -=-- --- -- ----- 0.957
14.30 0.793 2356.68 0.960 0.957 -- - --- - --- -- - 0.957
14.32 0.790 2356.68 0.960 0.956 - --- -- -- --- --- - 0.956
14.33 0.788 2356.68 0.960 0.956 0.956
14.35 0.786 2356.68 0.959 0.955 --- --- - - -- --- - 0.955
14.37 0.784 2356.67 0.959 0.955 --- ---- - ----- -- -- --- 0.955
14.38 0.782 2356.67 0.958 0.955 - - - - -- -- --- 0.955
14.40 0.780 2356.67. 0.958 0.954 -- - - - - --- -- 0.954
14.42 0.779 2356.67 0.958 0.954 -- ---- --- ---- --- - -- 0.954
14.43 0.777 2356.67 0.957 0.953 - -- ---- - - - -- 0.953
14.45 0.775 2356.67 0.957 0.953 --- - - - -- ----- - 0.953
14.47 0.773 2356.67 0.956 0.952 --- ---- --- --- -- -- - 0.952
14.48 0.771 2356.67 0.956 0.952 -- ---- -- ---- --- -- - 0.952
14.50 0.769 2356.67 0.955 0.952 - - --- - - - -- 0.952
14.52 0.767 2356.67 0.955 0.951 ---. `--- ---- --- - ---- --- 0.951
14.53 0.765 2356.67 0.955 0.951 -- -- ---- ----- ---- ---- -- 0.951
14.55 0.763 2356.66 0.954 0.950 --- - --- - - -- ----- 0.950
14.57 0.761 2356.66 0.954 0.950 - -- - - - - - 0.950
14.58 0.759 2356.66 0.953 0.949 - - - ----- - ---- ----- 0.949
14.60 0.757 2356.66 0.953 0.9491 ----- --- --- -- ----- -- ---- 0.949
14.62 0.755 2356.66 0.952 0.948 t,, -- - -- ---- -- -- 0.948
14.63 0.753 2356.66 0.952 0.948 -- -- -- - - --- - 0.948
14.65 0.751 2356.66 0.951 0.947 - - -- - - -- -- 0.947
14.67 0.749 2356.66 0.951 0.947 ----- ---- ---- ---- -- --- ----- 0.947
14.68 0.747 2356.66 0.950 0.946 -- - ---- -- - --- -- 0.946
14.70 0.745 2356.65 0.950 0.946 - - --- -- -- --- -- 0.946
14.72 0.743 2356.65 0.950 0.945 - ---- --- - -- --- - 0.945
14.73 0.741 2356.65. 0.949 0.945 ---- --- - -- - - --- 0.945
14.75 0.739 2356.65 0.949 0.944 ---- - --- -- --- --- -- 0.944
14.77 0.737 2356.65 0.948 0.944 ----- ---- ---- ---- ---- --- ----- 0.944
14.78 0.735 2356.65 0.948 0.943 = . --- --- - - - -- 0.943
14.80 0.733 2356.65 0.947 0.943 -- --- --- ----- --- --- ---- 0.943
14.82 0.731 2356.65 0.946 0.942-- -. , 0.942
14.83 0.728 2356.65 0.946 0.942 - 0.942
14.85 0.726 2356.64 0.945 0.941 -- ---- ---- --- -- ---- --- 0.941
14.87 0.724 2356.64 0.945 0.941 - - - - - - - 0.941
14.88 0.722 2356.64 0.945 0.940 - 0.940
14.90 0.720 2356.64 0.944 0.940 ---- - - --- - ---- -- 0.940
14.92 0.718 2356.64 0.943 0.939 - - - ----- -- - ---- 0.939
14.93 0.716 2356.64 0.943 0.939 --- -- - --- -- - - 0.939
14.95 0.714 2356.64 0.942 0.938 0.938
14.97 0.712 2356.64 0.942 0.937 ---- ----- ----- ---- --- -- -- 0.937
14.98 0.709 2356.64 0.941 0.937 - -- -- --- ---- - -- 0.937
15.00 0.707 2356.63 0.941 0.936 --- - ---- ---- -- ---- -- 0.936
15.02 0.705 2356.63 0.940 0.936 - -- -- - --- --- - 0.936
15.03 ` 0.703 2356.63 0.940 0.935 -- --- --- -- ---- ---- ---- 0.935
15.05 0.701 2356.63 0.939 0.935 ---- -- --- ---- -- ---- ---- 0.935
15.07 0.699 2356.63 0.938 0.934 ----- --- ---- - --- - - 0.934
15.08 0.696 2356.63 0.938 0.934 0.934
15.10 0.694 2356.63 0.937 0.933 - -- --- ----- -- --- -- 0.933
15.12 0.692 2356.63 0.937 0.932 - --- - -- -- ---- - 0.932
15.13 0.690 2356.62 0.936 0.932 ---- -- --- --- -- --- --- 0.932
15.15. 0.688 2356.62 0.936 0.931 - --- --- ---- ---- --- -- 0.931
Continues on next page...
Basin E (Routed)
Hydrograph Discharge Table
Time Inflow Elevation CIv A CIv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft afs cfs cfs cis cfs cfs cfs cfs cfs cfs
15.17 0.686 2356.62 0.935 0.931 - -- - - --- ---- - 0.931
15.18 0.683 2356.62 0.934 0.930 - -- - -- -- - - 0.930
15.20 0.681 2356.62 0.934 0.929 - --- --- --- ---- --- --- 0.929
15.22 0.679 2356.62 0.933 0.929 - - -- - ----- ---- -- 0.929
15.23 0.677 2356.62 0.933 0.928 - --- --- -- -- --- - 0.928
15.25 0.674 2356.62 0.932 0.928 - 0.927
15.27 0.672 2356.61 0.931 0.927 - - -- - ---- -- --- 0.927
15.28 0.670 2356.61 0.931 0.926 - 0.926
15.30 0.668 2356.61, 0.930 0.926 - --- --- -- -- ----- ---- 0.926
15.32 0.665 2356.61 0.930 0.925 ---- ---- -- -- -- - --- 0.925
15.33 0.663 2356.61 0.929 0.924 - -- -- ----- ---- ---- --- 0.924
15.35 0.661 2356.61 0.928 0.924 --- --- ---- ---- ----- ----- ---- 0.924
15.37 0.659 2356.61 0.928 0.923 0.923
15.38 0.656 2356.60 0.927 0.922 ---- ----- ----- ----- --- - --- 0.922
15.40 0.654 2356.60 0.926 0.922 ---- --- ---- --- - --- -- 0.922
15.42 0.652 2356.60 0.926 0.921 0.921
15.43 0.650 2356.60 0.925 0.920 ---- ---- --- --- - - -- 0.920
15.45 0.647 2356.60 0.925 0.920 --- -- - -- -- ---- - -- 0.920
15.47 0.645 2356.60 0.924 0.919 --- ---- --- - --- ---- -- 0.919
15.48 0.643 2356.60 0.923 0.918 - -- - --- ----- -- ---- 0.918
15.50 0.640 2356.59 0.923 0.917 r - --- -- -- -- -- -- 0.917
15.52 0.638 2356.59 0.922 0.917 r; ----- --- --- ---- --- --- 0.917
...End

SUB BASIN 1-F
HYDROGRAPHS

Hydrograph Report
Hydraflow Hydrographs by IntellsoW v9.2 Friday, Mar 13, 2009
Hyd. No. 10
Basin F
Hydrograph type = SCS Runoff Peak discharge = 2.147 cfs
Storm frequency = 1 yrs Time to peak = 11.98 hrs
Time interval = 1 min Hyd. volume = 5,197 cuft
Drainage area = 2.520 ac Curve number = 64
Basin Slope = 27.3% Hydraulic length = 659 ft
Tc method = LAG Time of conc. (Tc) = 6.8 min
Total precip. = 3.25 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Time - Outflow
(hrs cfs)
11.98 2.147 <<
12.00 2.132
...End

( Printed vskm a= 96.00% or Op.)
t
BASIN 1 TOTAL
DEVELOPED FLOW
t_

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Friday, Mar 13, 2009
Hyd. No. 11
Total Developed Flow (Basin 1)
Hydrograph type
Storm frequency
Time interval
Inflow hyds.
= Combine
1 yrs
1 min
2, 4, 6, 7, 9, 10
Peak discharge = 13.02 cfs
Time to peak = 12.38 hrs
Hyd. volume = 296,084 cuft
Contrib. drain. areE= 62.350 ac
Hydrograph Discharge Table ( Pdr&d ,ak= " 95.E arp)
Time Hyd. 2 + Hyd. 4 + Hyd. 6 + Hyd. 7 + Hyd. 9 + Hyd. 10 = Outflow
(hrs) (cfs) (S) (Cfs) (S) (cfs) (cfs) (Cfs)
12.30 8.179 1.203 0.537 1.398 0.820 0.383 12.52
12.32 8.366 1.237 0.544 1.374 0.827 0.376 12.72
12.33- 8.499 1.272 0.550 1.349 0.834 0.368 12.87
12.35 8.578 1.305 0.556 1.323 0.839 0.360 12.96
12.37 8.612 1.338 0.562 1:297 0.845 0.353 13.01
12.38 8.615 << 1.370 0.567 1.270 0.850 0.344 13.02 <<
12.40 8.602 1.400 0.572: 1.243 0.855 0.336 13.01
12.42 8.581 1.428 0.575 1.215 0.860 0.328 12.99
12.43 8.552 1.456 0.578 1.187 0.864 0.319 12.96
12.45 8.515 1.484 0.581 r 1.158 0.869 0.311 12.92
12.47 8.471 1.511 0.583 1.129 0.873 0.302 12.87
12.48 8.418 1.534 0.586 1.100 0.877 0.293 12.81
12.50 8.357 1.554 0.588 1.070 0.881 0.284 12.73
12.52 8.288 1.575 0.590 1.039 0.885 0.275 12.65
12.53 8.211 1.596 0.591 1.009 0.889 0.267 12.56
12.55 8.127 1.616 0.593 0.980 0.892 0.258 12.47
...End

BASIN 2
HYDROGRAPHS

Hydrograph Report
Hydratlow Hydrographs by Intelisolve v9.2 Friday, Mar 13, 2009
Hyd. No. 22
Basin 2 (Pre-Developed)
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 3.110 ac
= 25.0%
= LAG
= 3.25 in
= 24 hrs
Peak discharge = 0.764 cfs
Time to peak = 12.00 hrs
Hyd. volume = 3,093 cuft
Curve number = 55
Hydraulic length = 320 ft
Time of conc. (Tc) = 5.0 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.00 0.764 <<
12.02 0.758
...End

M
fA
( Printed values - 95.00% at Cp.)

Hydrograph Report
Hydraflow Hydroprephs by Intellsdve v9.2
Hyd. No. 23
Basin 2 (Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 2.500 ac
Basin Slope = 25.0%
Tic method = LAG
Total precip. = 3.25 in
Storm duration = 24 hrs
Friday, Mar 13,20D9
Peak discharge = 1.033 cfs
Time to peak = 11.98 hrs
Hyd. volume = 2,963 tuft
Curve number = 57
Hydraulic length = 320 ft
Time of conc. (Tc) = 4.8 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.97 1.029
11.98 1.033 <<
...End
w
t?

( Printed values s- 95M% of Op.)
l
BASIN 3
HYDROGRAPHS
-i

Hydrograph Report
Hydraflow Hydrographs by Intensoive v9.2 Friday. Mar 13, 2009
Hyd. No. 12
Basin 3 (Pre-Developed)
Hydrograph type = SCS Runoff Peak discharge = 0.871 cfs
Storm frequency = 1 yrs Time to peak = 12.05 hrs
Time interval = 1 min Hyd. volume = 4,378 cuft
Drainage area = 4.540 ac Curve number = 55
Basin Slope = 22.0% Hydraulic length = 605 ft
Tc method = LAG Time of conc. (Tc) = 8.9 min
Total precip. = 3.25 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table INnW wAm >=95•00% &Qpj
Time - Outflow
(hrs cfs)
12.03 0.864
12.05 0.871
12.07 0.844
...End

a
k
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Friday, Mar 13, 2009
Hyd. No. 13
Basin 3 (Bypass)
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tic method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
1 min
= 0.390 ac
= 32.3%
LAG
= 3.25 in
= 24 hrs
Peak discharge = 0.408 cis
Time to peak = 11.93 hrs
Hyd. volume = 773 cuft
Curve number = 64
Hydraulic length = 127 ft
Time of conc. (Tc) = 1.7 min
Distribution = Type I)
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cis)
11.93 0.408 <<
...End

( Printed values >- B&M of Op.)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Friday, Mar 13, 2009
Hyd. No. 94
Basin 3 (Developed)
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 4.030 ac
= 17.4%
= LAG
= 3.25 in
= 24 hrs
Peak discharge = 3.205 cfs
Time to peak = 12.00 hrs
Hyd. volume = 8,524 cuft
Curve number = 64
Hydraulic length = 717 ft
Time of conc. (Tc) = 9.1 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time - Outflow
(hrs cfs)
11.98 3.056
12.00 3.205 <<
12.02 3.201
12.03 3.095
...End

( PrIled values - 95.00% d op.)

Hydrograph Report
Hydraflow Hydrographs by Intetisolve v9.2 Friday, Mar 13, 2009
Hyd. No. 15
Basin 3 (Routed)
Hydrograph type = Reservoir Peak discharge = 0.573 cfs
Storm frequency = 1 yrs Time to peak = 12.40 hrs
Time interval = 1 min Hyd. volume = 8,517 cuft
Inflow hyd. No. = 14 - Basin 3 (Developed) Reservoir name = Pond 3
Max. Elevation = 2507.62 ft Max. Storage = 6,512 cuft
Storage Indication method used. Wet pond routing start elevation = 2507.00 ft.
Hydrograph Dlscharge"Ta ble (f,rftd wWas 06.00% of Op.)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(hm) ds ft Cfs ds ds Cfs Cfs Cfs ds ds Cfs ds
12.17 1.016 2507.59 0.574 0.552 0.552
12.18 0.884 2507.60 0.582 0.558 --- - ---- - ---- --- --« -- 0,558
12.20 0.788 2507.60 0.585 0.562 --- - - --- -- -- 0,561
12.22 0.728 2507.61 0.587 0.564 -- «- --- --_ -«- - - 0.564
12.23 0.695 2507.61 0.589 0.566 0.566
12.25 0.678 2507.61 0.590 0.567 --- - - - -_ -«- «-- 0.567
12.27 0.667 2507.61 0.592 0.568 ---- ---- -- ---- --« -_ 0,568
12.28 0.656 2507.62 0.593 0.5693 =,-- ---- -- --- - .-- _- 0.569
12.30 0.644 2507.62 0.594 0.570= - -- - - - -- 0.570
12.32 0.632 2507.62 0.595 0.571 0.571
12.33 0.620 2507.62 0.595 0.572 0.572
12.35 0.608 2507.62 0.596 0.572 - - - -- - -- --- ----- 0.572
12.37 0.595 2507.62 0.596 0.572 0.573
12.38 0:582 2507.62 0.596 0.573 --- -- - -- - --- - 0.573
12.40 0.569 2507.62 << 0.596 0.573 ---- ---- --- --- -- --- - 0.573 «
12.42 0.556 2507.62 0.596 0.573 -- --- - - -- -- -«- 0.573
12.43 0.542 2507.62 0.596 0.572 0.572
12.45 0.528 2507.62 0.595 0.572 0.572
12.47 0.514 2507.62 0.595 0.571 - ---- -- --- --. - -« 0.571
12.48 0.500 2507.62 0.594 0.571 0.571
12.50 0.485 2507.62 0.593 0.576"=--aF -- -- -- 0.570
12.52, 0.471 2507.61 0.592 0.569 ----- = - --- _---- ---. -- --- 0.569
12.53 0.457 2507.61 0.591 0.567 ---- --- --- -- - -- - 0.567
12.55 0.443 2507.61 0.590 0.566 --- ---- - -- -«-- - - - 0.566
12.57 0.430 2507.61 0.588 0.564 0,564
12.58 0.418 2507.61 0.586 0.563 ---- - --- ---- -- ---- --- 0.563
12.60 0.408 2507.60 0.585 0.561 0.561
12.62 0.398 2507.60 0.583 0.559 - --- «_- -- -- -- -_ 0.559
12.63 0.391 2507.60 0.580 0.557 -- --- - ---- -- - - 0.557
12.65 0.384 2507.60 0.577 0.554 0.554
12.67 0.378 2507.59 0.574 0.551 --- -- -- --- -- -- ---- 0.551
12.68 0.373 2507.59 0.571 0.548 0.848
12.70 0.369 2507.59 0.567 0.545 0.545
1
...End
Hydrograph Report
Hydraflow Hydmgmphs by Inteilsoive v9.2
Hyd. No. 16
Total Developed Flow (Basin 3)
Hydrograph type = Combine
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyds. = 13, 15
Friday, Mar 13, 2009
Peak discharge = 0.623 cfs
Time to peak = 12.27 hrs
Hyd. volume = 9,291 cuft
Contrib. drain. area= 0.390 ac
Hydrograph Discharge Table
Time Hyd. 13 + Hyd. i5=
(hm) WS) (cfs)
12.13 0.064 0.530
12.15 0.063 0.542
12.17" 0.062 0.552
12.18 0.061 0.558
12.20 0.060 0.561
12.22 0.059 0.564
12.23 0.057 0.566 "
12.25 0.056 0.567
12.27 0.055 0.568
12.28 0.054 0.569
12.30 0.053 0.570
12.32 0.052 0.571
12.33 0.051 0.572
12.35 0.049 0.572
12.37 0.048 0.573
12.38 0.047 0.573
12.40 0.045 0.573 <<
12.42 0.044 0.573
12.43 0.043 0.572
12.45 0.041 0.572
12.47 0.040 0.571
12.48 0.039 0.571
12.50 0.037 0.570
12.52 0.036 0.569
12.53 0.035 0.567
12.55 0.035 0.566
12.57 0.034 0.564
12.58 0.034 0.563
12.60 0.034 0.561
12.62 0.033 0.559
...End

(P tW values - 95.00% of OP.)
Outflow
(cis)
0.593
0.605
0.613
0.619
0.621
0.622
0.623
0.623
0.623 <<
0.623
0.623
0.623
0.622
0.621
0.621
0.619
0.618
0.617
0.615
0.613
0.611
0.609
0.607
0.605
0.602
0.600
0.599
0.597
0.595
0.593

BASIN 4
HYDROGRAPHS

Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.2 Friday, Mar 13, 2008
Hyd. No. 17
Basin 4 (Pre-Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
11.060 ac
21.8%
LAG
3.25 in
24 hrs
Peak discharge = 1.524 cfs
Time to peak = 12.13 hrs
Hyd. volume = 10,799 cuft
Curve number = 55
Hydraulic length = 1310 It
Time of conc. (Tc) = 16.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.10 1.489
12.12 1.522
12.13 1.524 <<
12.15 1.506
12.17 1.478
...End
.y
( Prlnled vdues # 95.00% of Op.)

Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.2
Hyd. No. 18
Basin 4 (Bypass)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.590 ac
Basin Slope = 17.3%
Tc method = LAG
Total precip. = 3.25 in
Storm duration = 24 hrs
Hydrograph Discharge Table
Time.- Outflow
(hrs cfs)
11.97 0.939
11.98 0.972 <<
12.00 0.951
...End
a
Friday, Mar 13, 2009
Peak discharge = 0.972 cfs
Time to peak = 11.98 hrs
Hyd. volume = 2,547 tuft
Curve number = 60
Hydraulic length = 301 ft
Time of conc. (Tc) = 5.1 min
Distribution = Type II
Shape factor = 484
(PMW values 98AD% or op)
I
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.2 Friday, Mar 13, 2009
Hyd. No. 19
Basin 4 (Developed)
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 9.470 ac
= 20.4%
= LAG
= 3.25 in
24- hrs
Peak discharge = 6.007 cfs
Time to peak = 12.07 hrs
Hyd. volume = 20,029 cuft
Curve number = 64
Hydraulic length = 1308 ft
Time of conc. (Tc) = 13.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time Outflow
(hrs cfs)
12.03 5.774
12.05 5.974
12.07 6.007 <<
12.08 5.927
12.10 5.735
...End

( Printed values " 95,0096 or Op.)

Hydrograph Report
Hydraflow Hydrographs by lntelisolve v9.2 Friday, Mar 13.2009
Hyd. No. 20
Basin 4 (Routed)
Hydrograph type = Reservoir Peak discharge = 1.052 cfs
Storm frequency = 1 yrs Time to peak = 12.62 hrs
Time interval = 1 min Hyd. volume = 20,019 cuff
Inflow hyd. No. = 19 - Basin 4 (Developed) Reservoir name = Pond 4
Max. Elevation = 2287.09 ft Max. Storage = 15,188 cuft
Storage Indication method used. Wet pond routing start elevation = 2285.80 ft.
Hydrograph D ischarge Table (Pdr dvOuss >= 05.00% of Op.)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hm) cis ft cfs cfs cfS cfS cfs cfs efs ds cfs cfs
12.28 2.116 2286.99 1.009 1.006 - --- --- -- - -- - -- 1.006
12.30 1.906 2287.00 1.016 1.013 - ?--- -- -- ---- --- - 1.013
12.32 1.753 2287.01 1.021 1.019 - ---- - --- --- --- - 1.019
12.33 1.637 2287.02 1.026 1.023 -- ----- --- - --- -- - 1.023
12.35 1.558 2287.03 1.030 1.027 -- -- ---- -- - ----- --- 1.027
12.37 1.507 2287.04 1.034 1.030 ---- --- ---- - ---- - ----- 1.030
12.38 1.472 2287.05 1.037 1.033. 1.033
12.40 1.443 2287.05 1.040 1.036 =° -=. - --- ----- -- ---- _--- 1.036
12.42 1.414 2287.06 1.043 1.038 - = - -- -_ - - ____ 1.038
12.43 1.384 2287.06 1.046 1.040 1,040
12.45 1.354 2287.07 1.048 1.042 ---- ---- - -- --- --- -- 1.042
12.47 1.323 2287.07 1.050 1.044 1.044
12.48 1.291 2287.08 1.052 1.046 ---' ----- --_- - ----- --- -- 1.046
12.50 1.259 2287.08 1.054 1.048 -- -- -- ---- --=- - -- 1.048
12.52 1.227 2287.08 1.055 1.049 - 1.049
12.53 1.194 2287.09 1.056 1.050 - ---- --- - -- --- --- 1.050
12.55 1.162 2287.09 1.057 1.051 -=- --- ---- -- -- -_-- - 1.051
12.57 1.130 2287.09 1.058 1.051 1.051
12.58 1.100 2287.09 1.058 1.052 ---- --- -- ---- -- -_^ -- 1.052
12.60 1.070 2287.09 1.0588 1.052 -- ---- ---- ---- - ---- --- 1.052
12.62 1.042 2287.09 << 1.058 1.052 == 1.052 <<
12.63 1.015 2287.09 1.058 1.052 - - - -- -- -- -- - 1.052
12.65 0.991 2287.09 1.058 1.051 ---- - --- --- --- ---- -- 1.051
12.67 0.969 2287.09 1.057 1.051 - --- - --- --- -- --- 1.051
12.68 0.949 2287.09 1.057 1.050 --- - ---- -- - -- -- 1.050
12.70 0.930 2287.09 1.056 1.050 - ---- --- - -- -- - 1.050
12.72 0.914 2287.08 1.055 1.049 1.049
12.73 0.899 2287.08 1.054 1.046 1
048
12.75 0.886 2287.08 1.053 1.047 .
1.047
12.77 0.874 2287.08 1.052 1.046 1.046
12.78 0.863 2287.08 1.051 1.045 - -- - -- ---- ---- - 1.045
12.80 0.853 2287.07 1.049 1.044 1,044
12.82 0.843 2287.07 1.048 1.042 --- - --- --- -- --- 1
042
12.83 0.835 2287.07 1.046 1.041 - .
1.041
12.85 0.827 2287.06 1.045 1.040 - 1.040
12.87 0.819 2287.06 1.043 1.038 - 038
1
12.88 0.812 2287.06 1.042 1.037 .
037
1
12.90 0.804 2287.05 1.040 1.035 .
1
035
12.92 0.797 2287.05 1.038 1.034 .
1
034
12.93 0.789 2287.05 1.037 1.032 .
1.032
Continues on next page...
Basin 4 (Routed)
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Exffl Outflow
(hrs) cfs ft cfs cfs Cfs cfs cfs CfS cfs cfs cfs cfs
12.95 0.782 2287.04 1.035 1.031 ---- - - - ----- - --- 1.031
12.97 0.774 2287.04 1.033 1.029 ---- --- --- -- - -- -- 1.029
12.98 0.766 2287.03 1.031 1.027 1.027
13.00 0.759 2287.03 1.029 1.026 - - - - ---- ---- - 1.026
13.02 0.751 2287.03 1.027 1.024 - ----- ---- -- - -- - ---- 1.024
13.03 0.743 2287.02 1.025 1.022 ---- - - ---- - -- -- 1.022
13.05 0.735 2287.02 1.023 1.020 ----- ---- -- -- --- --- ---- 1.020
13.07 0.727 2287.01 1.021 1.019 ---- --- -- -- -- - - 1.019
13.08 0.720 2287.01 1.019 1.017 --- --- -- --- - -- - 1.017
13.10 0.712 2287.00 1.017 1.015 -- --- --- ----- - - - 1.015
13.12 0.705 2287.00 1.015 1.013 --- - -- - ----- --- - 1.013
13.13 0.698 2286.99 1.013 1.011 ---- ---- - -- --- - --- 1.011
13.15 0.692 2286.99 1.011 1.008 --- -- ---- --- - - ---- 1.008
13.17 0.685 2286.99 1.008 1.006 - -- ---- - -- --- --- 1.006
13.18 0.679 2286.98 1.006 1.004 ---- ---- --- --- ----- --- -- 1.004
13.20 0.674 2286.98 1.004 1.002 1.002
...End
t?

Hydrograph Report
Hydreflow Hydrogra{hs by Intallsolve v9.2 Friday, Mar 13, 2009
Hyd. No. 21
Total Developed Flow (Basin 4)
Hydrograph type = Combine Peak discharge = 1.330 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 22,566 cuft
Inflow hyds. = 18, 20 Contrib. drain. area= 1.590 ac
Hydrograph Discharge Table
Time Hyd. 18 + Hyd. 20 =
(hm) (cfs) We)
12.00 0.951 0.379
12.02 0.874 0.450
12.03 0.758 0.527
...End
(Nnted valum 05.00% of Qp,)
Outflow
(cfs)
1.330 <<
1.324
1.285

..v
i
BASIN 5
HYDROGRAPHS
y t
Y
w
J
ry

Hydrograph Report
Hydraflow Hydrographs by Intellaolve v9.2 Friday, Mar 13, 2009
Hyd. No. 24
Basin 5 (Pre-Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
1.870 ac
29.7%
LAG
3.25 in
24 *s
Peak discharge = 0.459 cfs
Time to peak = 12.00 hrs
Hyd. volume = 1,860 cuft
Curve number = 55
Hydraulic length = 370 ft
Time of conc. (Tc) = 5.2 min
Distribution = Type it
Shape factor = 484
Hydrograph Discharge Table
Time - Outflow
(hrs ds)
12.00 0.459 <<
12.02 0.456
.End

( Minted values >- KIDD% of Op.)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.2 Friday, Mar 13, 2009
Hyd. No. 25
Basin 5 (Developed)
Hydrograph type = SCS Runoff Peak discharge = 1.895 cfs
Storm frequency = 1 yrs Time to peak = 11.95 hrs
Time interval = 1 min Hyd. volume = 3
955 cuft
Drainage area = 1.870 ac Curve number = ,
64
Basin Slope = 29.7% Hydraulic length = 370 ft
Tc method = LAG Time of conc. (Tc) = 4.1 min
Total precip. = 3.25 in Distribution = Type II
Storm duration = 24: hrs Shape factor = 484
Hydrograph Discharge Table cFMnfedvWuns-95.W%ofOpj
Time - Outflow
(hrs cfs) r
11.95 1.895 <<
11.97 1.859
...End
!'R
1
BASIN 6
HYDROGRAPHS
J
1
Hydrograph Report
Hydraflow Hydropraphs by Intellsdve v92 Friday, Mar 13, 2009
Hyd. No. 26
Basin 6 (Pre-Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
2.500 ac
26.3%
LAG
3.25 in
24,,hrs
Peak discharge = 0.614 cis
Time to peak = 12.00 hrs
Hyd. volume = 2,486 cuft
Curve number = 55
Hydraulic length = 380 ft
Time of conc. (Tc) = 5.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.00 0.614 <<
12.02 0.610
.End

( Printed values - 95.00% or op.)
t
Hydrograph Report
Hydraflow Hydrographa by IntermdVe V9.2 Friday, Mar 13, 2009
Hyd. No. 27
Basin 6 (Developed)
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 2.500 ac
= 26.3 %
= LAG
= 3.25 in
= 24 hrs
Peak discharge = 2.533 cis
Time to peak = 11.95 hrs
Hyd. volume = 5,288 cuft
Curve number = 64
Hydraulic length = 380 ft
Time of conc. (Tc) = 4.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.95 2.533
11.97 2.486
...End

(Printed values - 06.00% of Op.)

BASIN 7
E"RQGRAPHS
s ,w

Hydrograph Report
Hydraflow Hydrographs by Inteiisolve v9.2
Hyd. No. 28
Basin 7 (Pre-Developed)
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 4.260 ac
Basin Slope = 25.0%
Tc method = LAG
Total precip. = 3.25 in
Storm duration = 24 ,hrs
Friday, Mar 13, 2009
Peak discharge = 0.903 cfs
Time to peak = 12.02 hrs
Hyd. volume = 4,005 cuft
Curve number = 55
Hydraulic length = 500 ft
Time of conc. (Tc) = 7.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
12.02 0.903 <<
12.03 0.899
...End

( PrWed values >= 95.00% or Op.)

Hydrograph Report
Hydraflow Hydra®raphs by lntelisolve v9.2 Friday. Mar 13, 2009
Hyd. No. 29
Basin 7 (Developed)
Hydrograph type
Storm frequency
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1 min
= 2.970 ac
= 25.0%
= LAG
= 3.25 in
= 24.,hrs
Hydrograph Discharge Table
Time - Outflow
(hrs cfs)
11.97 2.828 <<
11.98 2.823
...End
Peak discharge = 2.828 cfs
Time to peak = 11.97 hrs
Hyd. volume = 6,478 cuft
Curve number = 64
Hydraulic length = 500 ft
Time of conc. (Tc) = 5.7 min
Distribution = Type 11
Shape factor = 484

( Printed values 7•.95.00% of op.)
x
APPENDIX
r

Page .1 of 1
bttD://www.erh.noaa.L-ov/er/ho/hvd/grat)hicq/24botirl.gif I/'fin/)nm
CN
CHARTS
N
a
r
Table 2.1.5-1 Runoff Curve Numbers
Cover descriotfon Curve numbers for

Cover type and Average percent
?
hydrologic
soil groups
hydrologic Condition impervious area A B C D
Cultivated land: without conservation treatment 72 81 88 91
with conservation treatment 62 71 78 81
Pasture or range land; poor conditlon 68 79 86 89
good condition 39 61 74 80
Meadow: good condition 30 58 71 78
Wood or forest land: thin stand, poor cover 45 6 77 83
good cover 25 55 70 77
Open s ace lawns
p ( ,parks, golf courses, cemeteries, etc.) a
Poor condition (grass cover a50%) 68 79 86 89
Fair condition (grass cover 50% to 75%) 49 69 79 84
Good condition (grass cover a 75%) '39 61 74 80
Impervious areas:
Paved parking lots, roofs, dn.Veways, etc.
(excluding right-of-way) 98 98 98 98
Streets and roads:
Paved; curbs and storm drains (excluding
right-of-way)
Paved; open ditches (including right-of-way) 98
83 98
89 98 98

Gravel (including right-of-way)
76
85 92
89 93
91
Dirt (including right-of-way) 72 82 87 89
Urban districts:
Commercial and business 85%
Industrial 89 92 94 95
72% 81 88 91 93
Residential districts by averagaAot size: -"
1/8 acre or less (town houses) 65% 77 85 90 92
114 acre 38%
1/3 acre 30% 61
57 75 83 87

1
I acre /2 acre 25%

54 72

70 81

80 86

85
2 acres 200
12 /0 51
46 68
65 79
77 84
82
Developing urban areas and
Newly graded areas (pervious areas
only, no vegetation) 77 86 91 94
1 Average runoff condition, and la = 0.25
2 The average percent impervious area shown was used to develop the composite CNs.
follows: impervious areas are directly connected to the drainage system
Impervious ah: Other assumptions are
h as
,
areas are considered equivalent to open space in good hydrologic condition.
SCS method has an adjustment to reduce the effect as
ave a C
If the impervious area N of H. and pervious
is not connected, the
.
3 CNs shown are equivalent to those of pas lure. Composite CNs maybe computed for other combi
cover type.
nations of open space
2.1-22
Volume 2 (Technical Handbook)
1? A &- r
Table 2,1.5-1 Runoff Curve Numbers'
Cover description Curve numbers for
hydrologic sot! arouas
Cover type and Average percent
2
hydrologic condition impervious area A B C D
J
I
?i
Cultivated land: without conservation treatment 72 81 88 91
with conservation treatment 62 71 78 81
Pasture or range land: poor condition 68 79 86

good condition
39
61
74 89
80

O? Meadow: good condition
Wood or forest l
d 30 58 71 18
an
: thin stand, poor cover 45 66
77
83
good cover _ 25 55 70 77
Open space (lawns, parks, golf courses, cemeteries, etc.) 3
Poor condition (grass cover <60%) 68 79 86 89
Fair condition (grass cover 50% to 75%) 49 69 79 84
Good condition (grass cover > 75%) 39 61 74 80
?`oL Impervious areas:
Paved parking lots, roofs, drf'?eways
etc.
,
(excluding right-of-way) 98 9

Streets and roads: 8 98 98
Paved; curbs and storm drains (excluding
right-of-way)
Paved; open ditches (including right-of-way) 98
83 98 98 98

Gravel (including right-of-way)
76 89
85 92
89 93

Dirt (including right-of-way)
72
82
87 91

Urban districts: 89
Commercial and business 85%
Industrial 89 92 94 95
72% 81 88 91 93
Residential districts by averag4jo,tsize: -
118 acre or less (town houses) _ 65% 77 86 90

1/4 acre 38%
1/3 acre .
61

75

83 92

87
30%
1/2 acre 25% 57
54 72
70 81 86

1 acre 20% ..
2 acres
51
68 80
79 85
84
12% 46 65 77 82
Developing urban areas and
Newly graded areas (pervious areas
only, no vegetation)
77
86
91 94
f Average runoff condition, and la = 0.25 1 \C
6q
?
2 The average percent impervious area shown was used ?IJ . are as
follows: impervious areas are directly connected to the drainage system, impervious areasOhave as CN
areas a
t7

re considered equivalent to open space in good hydrologic condition. If t
SCS method has an adjustment to reduce the effect
he impervious area is of
98, an
not conn d pervious
ecd, the
.
3 CNs shown are equivalent to those of pasture. Composite CNs may be computed for other combinations of open space
cover type..
2.1-22 0-ec.,c)l0 Sl?q'71 flier r?!QIiO!1C'rf ltni r+•i0751??_l{ - ..
Volume 2 (Technical Handbook)
WATER QUALITY CALCULATIONS

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Determine Water Quality Volume of Basin 1-A
Given:
Total Area of Basin = 73.35
Total Area Onsite Pond Basin = 60.57 Acres
Total Area of Impervious = 20% =12.11 Acres
1. Determine I:
I=12.11/60.57
I = 0.20
2. Determine Rv:
Rv = 0.05 + (I) x 0.009
Rv = 0.05 + (20.0) x 0.009 = 0.23
.3. Determine WQr:
WQr =1.2" (Rv)
WQr =1.2" (0.23) = 0.276"
4. Determine WQv:
WQv = WQr/12 x A
WQv = (0.276/12) x (60.57 ac) x (43,5(0s.f./ac) = 60,684 c.f. => 61,187 c.f provided
Orifice Equation for 48 Hour Drawdown:
Given:
t =172,800 sec
WQv = 61,187 c.f.
R = 2.50 in/2 = 1.25 in
ti
1. Determine H
H = Elevation of Water Quality Vo- =-Elevation of Pond Bottom - R
H = 2356.60 - 2351.00 -1.25 in x (1 ft / 1-2in) = 5.496
2. Determine Area of Orifice:
A = (WQv/t) / [0.6 x (64.4 x H/2)"]
A = (61,187 c.f. /172,800 sec) / [0.6 x (64.4 x 5.496/2)0"]
A = (0.354) / (7.98) = 0.0444
3. Check Area of 2.50 in Orifice:
A=3.14xR?
A = 3.14 x (2.50 in/2 x 1 in/12 ft)z = 0.0341
0.0341 < 0.0444
Use 2.50" Orifice
Determine Water Quality Volume of Basin 1-E
Given:
Total Area of Basin =17.32
Total Area Onsite Pond Basin =17.32 Acres
Total Area of Impervious = 20% = 3.46 Acres
1. Determine I:
I=3.46/17.32
I = 0.20
2. Determine Rv:
Rv = 0.05 + (1) x 0.009
Rv = 0.05 + (20.0) x 0.009 = 0.23
3. Determine WQr:
WQr =1.2" (Rv)
WQr =1.2" (0.23) = 0.276"
4. Determine WQv:
WQv = WQr/12 x A
WQv = (0.276/12) x (17.32 ac) x (43,5tps.f./ac) =17,352.56 c.f. => 18,142 c.f. provided
Orifice Equation for 48 Hour Drawdown:
Given:
t =172,800 sec
WQv =18,142 c.f.
R =1.50 in/2 = 0.75 in
1. Determine H
H = Elevation of Water Quality VT=-Elevation of Pond Bottom - R
H = 2355.40 - 2353.00 - 0.75 in x (1 ft / 1-2in) = 2.34
2. Determine Area of Orifice:
A = (WQv/t) / [0.6 x (64.4 x H/2f 51
A = (18,142 c.f. /172,800 sec) / [0.6 x (64.4 x 2.34/2)0s]
A = (0.105) / (5.21) = 0.0202
3. Check Area of 1.5 in Orifice:
A=3.14xRx
A = 3.14 x (1.50 in/2 x 1 in/12 ft) = 0.0123
0.0123 < 0.0202
Use 1.50" Orifice
Determine Water Quality Volume of Basin 3
Given:
Total Area of Basin = 4.03
Total Area Onsite Pond Basin = 4.03 Acres
Total Area of Impervious = 20% = 0.81 Acres
1. Determine I:
I = 0.81 / 4.03
I = 0.20
2. Determine Rv:
Rv = 0.05 + (1) x 0.009
Rv = 0.05 + (20.0) x 0.009 = 0.23
3. Determine WQr:
WQr =1.2" (Rv) '
WQr =1.2" (0.23) = 0.276"
4. Determine WQv:
WQv = WQr/12 x A
WQv = (0.276/12) x (4.03 ac) x (43 (b-.f./ac) = 4,037.58 c.f. > 4,276 c.f. provided
Orifice Equation for 48 Hour Drawdown:
Given:
t =172,800 sec
WQv = 4,276 c.f.
R = 0.50 in/2 = 0.25 in
1. Determine H
H = Elevation of Water Quality Vol: -elevation of Pond Bottom - R
H = 2507.00 - 2505.00 - 0.25 in x (1 ft / l2in) =1.979
2. Determine Area of Orifice:
A = (WQv/t) / [0.6 x (64.4 x 1-1/2)0.5]
A = (4,276 c.f. /172,800 sec) / [0.6 x (64.4 x 1.979/2)0.5]
A = (0.025) / (4.79) = 0.0052
3. Check Area of 0.5 in Orifice:
A=3.14xR2
A = 3.14 x (0.50 in/2 x 1 in/12 ft)2 = 0.0014
0.0014 < 0.0052
Use 0.50" Orifice
Determine Water Quality Volume of Basin 4
Given:
Total Area of Basin = 9.47
Total Area Onsite Pond Basin = 9.47 Acres
Total Area of Impervious = 20% =1.89 Acres
1. Determine I:
I=1.89/9.47
I = 0.20
2. Determine Rv:
Rv=0.05+(1) x0.009
Rv = 0.05 + (20.0) x 0.009 = 0.23
3. Determine WQr:
WQr =1.2" (Rv) '
WQr =1.2" (0.23) = 0.276"
4. Determine WQv:
WQv = WQr/12 x A
WQv = (0.276/12) x (9.47 ac) x (43,56&f./ac) = 9,487.8 c.f. => 9,561 c.f provided
Orifice Equation for 48 Hour Drawdown:
Given:
t =172,800 sec
WQv = 9,561 c.f.
R =1.00 in/2 = 0.50 in
1. Determine H .
H = Elevation of Water Quality Vor--Elevation of Pond Bottom - R
H = 2285.60 - 2279.50 - 0.50 in x (I R / 12in) = 6.06
2. Determine Area of Orifice:
A = (WQv/t) / [0.6 x (64.4 x H/2)0.5]
A = (9,561 c.f. /172,800 sec) / [0.6 x (64.4 x 6.06/2)°'SJ
A = (0.055) / (8.38) = 0.0066
3. Check Area of 1.0 in Orifice:
A=3.14xR2
A = 3.14 x (1.00 in/2 x 1 in/12 ft) = 0.0055
0.0055 < 0.0066
Use 1.00" Orifice