HomeMy WebLinkAboutSite Plan - Conservation (80) TOWN OF SOUTH WINDSOR
INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATIOkEB 17 2004
Application # 04-16 Date Received --;?-I IF 1 6�
INSTRUCTIONS
1. Fifteen applications (15) with map and plans (2 copies) shall be submitted
together with the fee set forth in the Inland Wetlands, Watercourses and
Conservation Regulations, Town of South Windsor. (See Regulations, Section VII -
X)
2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations
should be reviewed with respect to the standards and criteria for application
Evaluation. (See Regulations, Sections VII-X)
3. The applicant understands that this application is to be considered complete only
when all information and documents required by the Agency have been submitted.
The applicant shall also complete the state filing form.
A. Applicant's Name: K.F. Realty, LLC, aftn: Walter Kebalo, Manager
Address: 175 Wheeler Road, South Windsor, CT 06074
Phone: (home) (work) 644-5124 (fax) 644-2577
B. Legal owner's name: same
Address
Phone (home) (work) (fax)
(List additional owners, addresses, and phone numbers on back of application)
C. If the applicant is not the owner of the subject property; a letter by the owner(s)
authorizing the proposed regulated activity set forth in the application must
accompany this form and will be part of the application.
D. Project Name (if any) K.F. Realty SRQ/960 Pleasant Valley Road
1. Contact Person (if further information is needed)
- Galen Sernprebon, P.E., Design Professionals, Inc. (work) 291-8755 (fax) 291-8757
E. The geographical location of the property which is to be affected by the proposed
regulated activities including a description of the land in sufficient detail to allow
identification of the property on the Inland Wetland and Watercourse Map.
7
Assessor's map # 25 Parcel # 52 Zone RR
F. Names of all abutting property owners from records in Town Clerk's office. (use
separate sheet if necessary)
See attached sheet
G. Have you notified all abutting property owners (from records in Town Clerk's office)
by certified letter that an application is pending before the Agency?
Yes
n ** (you are required to supply a copy of the letter with the list of the names of
the abutters).**
H. Purpose and description of all proposed regulated activity(s) including amount of
disturbance in square feet and types of fill and the time element involved:
0 s.f. of wetlands disturbed; 13,000 s_f. of uplands disturbed for construction of
9 7
on-site and clean, free draining fill from off-site as required. Anticipated timeframe: one
cons ruc lon season.
1. A class A-2 map of the property drawn to 1" = 40', showing the area to be
developed, extent of the wetlands and watercourses affected, topography, existing
and proposed activities and names and locations of adjacent property owners must
be submitted.
J. Amount of regulated area disturbance and types of fill (including wetlands and
regulated buffers). 0 s.f. wetlands disturbance; 13,000 s.f. upland review area
disturbance - see above.
K. Acreage of wetlands and watercourses in regulated areas to be altered:
0 s.f.of weVand or watercourses to be altered
L. Acreage of wetlands and watercourses to be created: 0
M. Lineal feet of proposed stream alteration: 0
N. Total land area of project and percentage which is wetlands: site acreage=3.14
percentage of wetlands = 45%+1-
0. Identify all other permits or approvals that have been issued, applied for, or
required with respect to the proposed activity set forth in this application. (These
may include but not be limited to, local Planning & Zoning, Zoning Board of
Appeals, D.E.P., F.E.M.A., D.D.T., The Army Corps of Engineers, and any other
State, Local or Federal Permits.) PZC and WPCA
8
P. The applicant (or designated representative) hereby attests that a sign will be
posted at the following location(s) Pleasant Valley Road frontage
By Design Professionals, Inc. Name peter R. De.Mallie
on or before th following date as directed by Town staff
Signature:
These signs must be displayed continuously for at least ten 110j days prior to
scheduled meeting (see Regulations, Section 7.3a)
The undersigned hereby applies for the regulated activities listed in paragraph H
above, for a Inland Wetlands, Watercourses and Conservation permit for the property
described herein and confirms that:
1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and
Conservation Regulations of the Town of South Windsor.
2. She/he understands that at any time during the review period, the Agency may
require the applicant to provide more information about the wetlands and/or
watercourses in question and/or any proposed activity.
3. All information submitted in the application for review shall be considered factual,
or in the case of anticipated activity, binding. A knowing failure of the applicant or
any of her/his agents to provide correct information, or performance exceeding the
levels of activity anticipated, shall be sufficient grounds for revocation of any permit
under these regulations.
4. By making this application, the applicant gives permission to the Inland Wetlands,
Watercourses and Conservation Commission members and/or its representative to
enter the portions of the premises which are subject of the application for the
purpose of inspection and investigation and otherwise evaluating the merits of the
application bo h before and after a final decision has been issued.
w4�l
Signature of Owner of Property I
Date
Signatur6 of Applicant
Date 7A.1"
9
-MEMORANDUM
To: South Windsor Inland Wetland/Conservation Commission.
From: Jeffrey H. Folger—Environmental Planner/Conservation Officer
Date: February 24, 2004
Re: App. #04-1 OP—KF Properties SRD - Plans dated 02/16/04.
The project is to build a 6-unit Senior Residence Development, and stormwater structures on
3.14 acres. Regulated activities include the location a building, grading, and a stormwater
structure within the URA. Estimated disturbance in the URA is 13,000 sqft.
Site: The site is located in the Quarry Brook watershed. The parcel is partially and level to
gently sloping to the northeast.
The site is had a residential home on it that was demolished in the early nineties. The area where
the house was located appears to have been filled. The Quarry Brook stream channel runs
through the northern half of the parcel. Wetlands on the site are associated with the stream
corridor and flood plain. The corridor has been impacted by dense residential development in the
past fifteen years.
The wetland area would be classified as a forested wetland type. Functions of this wetland
would be nutrient and sediment trapping, flood storage, groundwater recharge, and wildlife
habitat as it relates to the stream corridor.
The wetland boundaries as they are shown on the plan do not appear to be accurate. I have
requested that the applicant re-flag the area.
Impacts:
The soils on the site are primarily fill material of unknown origin. Planned erosion controls
should be adequate to contain migrating sediments generated by construction activities.
Stormwater quality and quantity is proposed to be addressed by the installation of a moist bottom
detention basin.. Catch basins planned show 4-foot sumps. Water quality renovation concerns
should be addressed by the current design.
The location of the building in relation to the wetland boundary is dependent on the number of
units proposed and the design that the applicant has chosen.
-MEMORANDUM
To: South Windsor Inland Wetland/Conservation Commission.
From: Jeffrey H. Folger—Environmental Planner/Conservation Officer
Date: March 12, 2004
Re: App. #04-10P—KF Properties SRD—Revised Plans dated 03/11/04.
The wetlands on the property adjacent to the proposed development have been re-flagged. The
current revised wetland boundaries appear to be accurate.
The proposed outlet, while located within the wetland boundary, is situated so as to cause the
least amount of impact from the exiting stormwater by reducing the likelihood of erosive scour
on its route to the watercourse. The estimated amount of disturbance to the wetland would be
300 sgft or .006 ac.
The planting details give no information on soil amendments within the proposed detention
basin. Our standard recommendation call for a minimum of 12"of topsoil amended with leaf
compost, 30%by volume. This should be included in the construction details for the project.
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Stormwater Management Plan
Kebalo SRD FEB 2004
Pleasant Valley Road
South Windsor, Connecticut
6�Mra ..wwµlf
ato A
Prepared by
Design Professionals, Inc.
165 South Satellite Road
South Windsor, CT 06074
DPI Project No. 98-1110
February 16,2004
Table of Contents: Page#
Introduction 1
Background 1
Proposed Development 1
Off-Site Analysis I
Peak Runoff control I
Riparian Buffers I
Etosion/Sedimentation Control Systems I
Storm-water Runoff Quality 2
Conveyance System 2
Discharge at the Natural Location 2
Maintenance and Operation 2
Topographic Contour Maps 3
Floodplain Boundaries 3
Drainage Design 3
On-Site Storm Sewer Calculations 4
On-Site Water Quality Measures 4
Conclusions 4
Appendices
TR-55 (Existing) A
TR-55 (Developed) B
Detention Basin Design C
Routing through Basin D
Storm Sewer Calculations E
Drainage Area Maps Back of Report
Introduction: The proposed development is to consist of a six-unit senior residence
development on approximately 3.1 acres of land. The site is located on the north side of
Pleasant Valley Road in South Windsor, Connecticut.
Background: The site is presently undeveloped, and the south side of the site is a
cleared field. The rear of the site is wooded. Quarry Brook runs through the site.
Proposed Development: The proposed development of the site is to consist of the
construction of 6 senior residence units including the installation of access driveways,
parking areas, and garages.
The storm-water management system for the site will consist of a number of elements
that in combination will mitigate the impacts of the development on the storm-water
runoff from the site. The developed areas of the site including all paved areas will be
collected by a series of catch basins that will discharge to an on site water
quality/detention basin.
The proposed water quality/detention basin has been designed to detain the 2-100 year
design storms at or below existing discharge rates. The basin will have a high level
overflow for flows in excess of the 100-year storm event. The detention basin will outlet
to the north toward Quarry Brook The detention basin has been designed to provide
extended detention for the small storm event (2 year and less). The extended detention
option for water quality was chosen due to general concerns by residents of constructing
wet basins that could potentially harbor mosquitos. The extended detention basin would
drain completely and therefore not provide a permanent pool of water.
11
Off-Site Analysis: The design of the proposed on-site storm-water drainage system has
been completed with the goal of providing no increase in peak runoff from the site. As
such,no negative impacts to off-site facilities is anticipated.
Peak Runoff Control: The site development will drain to the proposed detention basin.
The basin will provide mitigation of peak storm-water flows. The design of the detention
basin is outlined within this report.
Riparian Buffers: Buffers consisting of natural and additional vegetative plantings will
be maintained on the west and east sides of the proposed senior residence development.
Natural vegetation exists on the north side that will remain.
Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control
plan has been developed as part of the site plan design. These measures include the
following:
1. Installation of silt fence down-slope of disturbed areas.
2. Installation of silt fence around stockpiled materials.
3. Installation of silt fence around catch basins.
4. Use of the detention basin during construction as a sediment basin.
5. Seeding and mulching disturbed areas as soon as practical during construction.
6. Limiting the areas of disturbance during construction.
7. Installation of construction entrance pads, and sweeping of roadways as needed.
8. Maintenance of the above measures.
Stormwater Runoff Quality: A number of water quality measures have been integrated
into the site design to provide for treatment of the stormwater runoff from the site. These
include the installation of catch basin sumps, and the use of the proposed detention basin
as a water quality basin.
Conveyance System: The on-site conveyance system consists of a piped stormwater
system discharging to a detention basin. The piped drainage system has been designed to
accommodate the runoff from a 10 Yr design storm. The detention basin has been
designed to handle the runoff from a 100-year design storm through the outlet, and larger
storm events through the emergency overflow weir.
Discharge at the Natural Location: The site discharge to the north will be to the
existing stream channel.
Maintenance and Operation: The following maintenance operations will be required to
ensure the proper and efficient operation of the Storm Water Detention Basin System.
The following maintenance schedule is intended to be a minimum guide, and additional
inspections and maintenance measures may be required following large storm events that
could cause the deposition of excess debris in the system.
Pipe Outlet Locations: The pipe outlets and associated riprap shall be inspected
annually and cleaned of silt and or debris. The riprap shall be re-shaped and
replenished as required.
Catch Basins: The catch Basins shall be inspected annually. The sumps shall be
cleaned when the depth of material within the sumps reaches 1'.
Pavement Sweeping: The parking lots within the senior residence facility shall
be swept at a minimum of twice per year. Once in the spring shortly after the end
of the snow season, and once in the fall after the leaves have fallen.
Outlet Structure: The detention basin outlet structure shall be inspected twice
annually, and all debris and silt shall be removed. The discharge point from the
outlet system shall be inspected also, and all silt and debris shall be removed. The
riprap at the discharge shall be re-arranged and additional stone added as needed.
All silt and debris shall be disposed of at a suitable location.
Emergency Spillway: The stone spillway shall be inspected twice yearly. All
large woody growth that may affect the flow of water or the stability of the
spillway shall be removed. The spillway shall also be inspected after any flow
passes through it. The riprap shall be re-arranged and added to as required to
maintain the design as per the design plans.
Topographic Contour Maps: Topographic contour maps have been provided showing
the drainage areas for the site at a scale of 1"=20'. The maps showing the existing and
developed conditions are included in the rear of this report.
Floodplain Boundaries: The floodplain boundaries are shown on the site plan.
Drainage Design: The drainage design of the site has been completed utilizing a number
of computer programs and generally accepted design methods. The runoff from the site
under existing and developed conditions was developed utilizing the TR-55 computer
program. The flood routing and detention and infiltration basin modeling was completed
utilizing the Hydroflow Hydrographs for Windows computer program by Intelisolve.
The drainage piping on site was designed using the rational formula.
Under existing conditions, the site drains to the north. The TR-55 calculations for the
existing runoff to the north are contained in appendix A. The summary of the results is as
follows:
Design Storm Peak Discharge(CFS)
2 year 0
10 year 1
25 year 1
50 year 1
100 year 1
Under developed conditions, the site was designed to drain to the north to the proposed
detention basin The TR-55 analysis for the discharge to the basin is included in appendix
B. The summary of the existing, and developed conditions discharges to the detention
basin are as follows for the 2-100-year storm event:
Design Storm Exist. Peak Discharge (CFS) Developed Peak Discharge(CFS)
2 year 0 1
10 year 1 2
25 year 1 2
50 year 1 3
100 year 1 3
The detention basin has been designed to contain the 2-100 year storm events within the
basin, and to discharge at a rate less than or equal to the peak rate of runoff to the north
under existing conditions. Storm events up to and including the 100-year storm event
will discharge from the basin through 2 orifices, and the outlet pipe. Storms in excess of
the 100-year storm event would discharge through a catch basin top on the outlet
structure. In event that the outlet structure becomes clogged, or for very large storms, a
riprap emergency spillway has also been provided. The design of the detention basin is
included in appendix C.
The hydrograph routings of the 2-100 year design storms through the detention basin are
included in appendix D. A summary of the existing and post developed drainage
discharges from the detention basin are as follows:
Storm Event Existing Discharge (CFS) Developed Discharge (CFS)
2 year 0 0.36
10 year 1 1.06
25 year 1 1.28
50 year 1 1.42
100 year 1 1.56
On-Site Storm Sewer Calculations: The storm sewer calculations for the storm piping
within the proposed subdivision roadway are included in appendix E. The storm sewer
has been designed for a 10-year design storm utilizing the rational formula.
On Site Water Quality Measures: As part of the design of the detention basin,the basin
was designed to provide extended detention for the smaller storm events (2year or
smaller). The two year storm event was designed to provide extended detention and will
take approximately 35 hours to drain. A small 1" orifice will be provided in the outlet
structure to provide the extended detention.
Conclusions: The on-site stormwater system with the associated water quality and
detention basin is expected to mitigate any potential impacts from the development of the
site both due to increase of runoff, and water runoff quality.
APPENDIX A
RUNOFF CURVE NUMBER COMPUTATION Version 2 .00
Project : KEBALO-PLEASANT VALLEY RD User: GBS Date: 02/12/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS-02-12-04
Subarea : 1
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
OTHER AGRICULTURAL LANDS
Pasture, grassland or range good - 0 . 68 (61) - -
Total Area (by Hydrologic Soil Group) . 68
-------------------------------------------------------------------------------
SUBAREA: 1 TOTAL DRAINAGE AREA: .68 Acres WEIGHTED CURVE NUMBER: 61*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
R
TIME OF CONCENTRATION AND TRAVEL TIME Version 2 . 00
Project KEBALO-PLEAS ANT VALLEY RD User: GBS Date: 02/12/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS-02-12-04
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
Sheet 3 .2 150 .04 F 0 .249
Shallow Coneent'd 130 .04 U 0 .011
Time of Concentration = 0 .26*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res . ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 o Res . H Woods, Light P Paved
D Cultivated > 20 o Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2 . 00
Project : KEBALO-PLEASANT VALLEY RD User: GBS Date: 02/12/99
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS-02-12-04
Data: Drainage Area .68 * Acres
Runoff Curve Number 61 *
Time of Concentration: 0 .26 * Hours
Rainfall Type III
Pond and Swamp Area NONE
Storm Number 1 2 3 4 5
---------------------- ------ ------ ------ ------ ------
Frequency (yrs) 2 10 25 50 100
24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6 .2 6 .9
Ia/P Ratio 0 .40 0 .27 0 .23 0 .21 0 . 19
Runoff (in) 0 .44 1.19 1.68 2 .14 2 .63
Unit Peak Discharge 0 .544 0 .715 0 .738 0 . 754 0 .766
(cfs/acre/in)
Pond and Swamp Factor 1.00 1.00 1 .00 1 .00 1 .00
0 .0o Ponds Used
Peak Discharge (cfs) 0 1 1 1 1
F
* - Value (s) provided from TR-55 system routines
APPENDIX B
RUNOFF CURVE NUMBER COMPUTATION Version 2 .00
Project : KEBALO-PLEASANT VALLEY RD User: GBS Date: 02/12/99
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED CONDITIONS 02-12-04
Subarea : 1
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc . )
Good condition; grass cover > 750 - 0 .32 (61) - -
Impervious Areas
Paved parking lots, roofs, driveways - 0 .36 (98) - -
Total Area (by Hydrologic Soil Group) .68
-------------------------------------------------------------------------------
SUBAREA: 1 TOTAL DRAINAGE AREA: .68 Acres WEIGHTED CURVE NUMBER: 81*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
n
TIME OF CONCENTRATION AND TRAVEL TIME Version 2 .00
Project : KEBALO-PLEASANT VALLEY RD User: GBS Date: 02/12/99
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED CONDITIONS 02-12-04
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3 .2 70 .04 F 0 .136
Open Channel 240 2 0 .033
Time of Concentration = 0 .17*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res . ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 a Res . H Woods, Light P Paved
D Cultivated > 20 o Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
F
GRAPHICAL PEAK DISCHARGE METHOD Version 2 . 00
Project : KEBALO-PLEASANT VALLEY RD User: GBS Date: 02/12/99
County : HARTFORD State: CT Checked: Date:
Subtitle: DEVELOPED CONDITIONS 02-12-04
Data: Drainage Area . 68 * Acres
Runoff Curve Number 81 *
Time of Concentration: 0 .17 * Hours
Rainfall Type III
Pond and Swamp Area NONE
s
Storm Number 1 2 3 4 5
---------------------- ------ ------ ------ ------ ------
Frequency (yrs) 2 10 25 50 100
24-Hr Rainfall (in) 3 .2 4 .7 5 .5 6 .2 6 .9
Ia/P Ratio 0 .15 0 .10 0 .09 0 .08 0 . 07
Used 0 .15 0 .10 0 .10 0 .10 0 .10
Runoff (in) 1.47 2 .72 3 .43 4 .07 4 . 71
Unit Peak Discharge 0 .895 0 .922 0 .922 0 .922 0 .922
(cfs/acre/in)
Pond and Swamp Factor 1. 00 1 .00 1. 00 1 .00 1.00
0 .0o Ponds Used
Peak Discharge (cfs) 1 2 x 2 3 3
-----------------------------------------------------------
-----------------------------------------------------------
* - Value (s) provided from TR-55 system routines
APPENDIX C
Reservoir Report Page 1
Reservoir No. 1 - PROP. POND Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft)
0.00 76.00 320 0 0
1.00 77.00 900 610 610
2.00 78.00 1,875 1,388 1,998
3.00 79.00 3,420 2,648 4,645
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 12.0 1.0 8.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00
Span in = 12.0 1.0 8.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El.ft = 76.00 76.00 77.20 0.00 Weir Type = - - - -
Length ft = 50.0 0.5 0.5 0.0 Multi-Stage = No No No No
Slope% = 0.50 1.00 1.00 0.00
N-Value = .013 .013 .013 .000
Orif.Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a No Yes No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft
Note:All outflows have been analyzed under inlet and outlet control-
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 76.00 0.00 0.00 0.00 - -- -- - - --- 0.00
1.00 610 77.00 0.00 0.03 0.00 -- -- - -- -- - 0.03
2.00 1,998 78.00 1.16 0.04 1.15 - - - - - - 1.18
3.00 4,645 79.00 2.04 0.05 2.04 , - - -- - -- - 2.08
APPENDIX D
P
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 0.36 cfs
Storm frequency = 2 yrs Time interval = 6 min
Inflow hyd. No. = 1 Reservoir name = PROP. POND
Max. Elevation = 77.52 ft Max. Storage = 1,327 cuft
Storage Indication method used. Outflow hydrograph volume=3,512 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.80 0.02 76.08 --- 0.00 ---- ---- ---- ----- ----- ----- ---- 0.00
10.90 0.03 76.09 ---- 0.00 ----- ----- ----- ---- ----- ---- ----- 0.00
11.00 0.03 76.11 ---- 0.01 ---- ----- ----- ---- ----- ---- ----- 0.01
11.10 0.03 76.12 -- 0.01 ----- --- --- --- --- --- -- 0.01
11.20 0.04 76.14 --- 0.01 --- -- ____ ____ ___ ____ _- 0.01
11.30 0.04 76:16 --- 0.01 ---_ -__ ___ ____ ___ ____ ___ 0.01
11.40 0.05 76.19 --- 0.01 ---- ---- ---- --- ----- ---- --- 0.01
11.50 0.06 76.21 ----- 0.01 ---- ---- ----- ---- ----- ----- ---- 0.01
11.60 0.08 76.25 ---- 0.01 ----- ----- ----- ----- ----- ----- ---- 0.01
11.70 0.11 76.30 - 0.01 --- -- ---- ----- ---- --- ---- 0.01
11.80 0.17 76.37 --- 0.02 ---- ----- ----- --- ---- ----- ---- 0.02
11.90 0.26 76.49 --- 0.02 ---- ---- ---- ---- --- ----- --- 0.02
12.00 0.44 76.68 -- 0.02 -_- _-_ _-_ -_ ____ ___ ----- 0.02
12.10 0.71 77.01 ---- 0.03 ----- --- ---- ----- ---- ----- ----- 0.03
12.20 0.82 << 77.20 ---- 0.03 ----- ----- ----- ----- ---- ----- ----- 0.03
12.30 0.71 77.37 0.12 0.03 0.11 -- --- ----- --- ---- -- 0.14
12.40 0.54 77.48 0.27 0.03 0.26 -- -- --- -- ---- -- 0.29
12.50 0.39 77.52<< 0.34 0.03 0.32 --- ---- _-_ ____ ___ -_ 0.36<<
12.60 0.28 77.51 0.32 0.03 0.32 ---- --- ----- --- ----- ---- 0.35
12.70 0.21 77.49 0.28 0.03 0.28 ----- ----- ----- ---- ----- ----- 0.31
12.80 0.16 77.46 0.24 0.03 0.24 ----- ---- ----- ---- ----- ----- 0.27
12.90 0.14 77.44 0.21 0.03 0.20 -- -- -- ---- ---- --- 0.23
13.00 0.13 77.42 0.18 0.03 0.17 -- -- ---- -- ---- -- 0.20
13.10 0.12 77.40 0.15 0.03 0.14 -- --- ----- --- ---- ----- 0.17
13.20 0.11 77.39 0.14 0.03 0.13 ---- ---- --- --- ----- ---- 0.16
13.30 0.11 77.38 0.12 0.03 0.12 ----- ----- ---- ----- ---- ----- 0.15
13.40 0.10 77.37 0.11 0.03 0.11 ----- ---- ---- ---- ----- ---- 0.14
13.50 0.10 77.36 0.10 0.03 0.10 ----- ---- -- --- --- -- 0.13
13.60 0.10 77.35 0.10 0.03 0.09 -- ___ ___ _-_ ____ -_ 0.12
13.70 0.09 77.35 0.09 0.03 0.08 ----- ---- ---- ---- ----- -- 0.11
13.80 0.09 77.34 0.08 0.03 0.08 --- --- ---- --- ----- 0.11
13.90 0.09 77.33 0.08 0.03 0.07 ---- ----- ----- ----- ----- ----- 0.10
14.00 0.08 77.33 0.07 0.03 0.07 ----- ----- -- ----- ----- ----- 0.10
14.10 0.08 77.33 0.07 0.03 0.07 -- -- --- ---- ---- --- 0.09
14.20 0.08 77.32 0.06 0.03 0.06 --- -- ----- --- ---- -- 0.09
14.30 0.07 77.32 0.06 0.03 0.06 --- ---- --- --- ---- -- 0.09
14.40 0.07 77.31 0.06 0.03 0.05 ----- ---- ----- ----- ---- ----- 0.08
14.50 0.07 77.31 0.05 0.03 0.05 ---- ----- ----- ---- ----- --- 0.08
Continues on next page...
Page 2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.60 0.07 77.31 0.05 0.03 0.05 --- --- ---- -- -- --- 0.08
14.70 0.07 77.31 0.05 0.03 0.05 ----- ----- ----- ---- ----- ----- 0.08
14.80 0.07 77.31 0.04 0.03 0.04 ----- ----- ----- ----- ----- ---- 0.07
14.90 0.06 77.30 0.04 0.03 0.04 --- -- --- --- -- --- 0.07
15.00 0.06 77.30 0.04 0.03 0.04 ----- -- -- --- ----- --- 0.07
15.10 0,06 77.30 0.04 0.03 0.04 ---- ----- ---- --- ---- ---- 0.07
15.20 0.06 77.30 0.04 0.03 0.04 ---- --- -- ----- --- ---- 0.07
15.30 0.06 77.29 0.04 0.03 0.04 ----- ----- ----- --- ----- ----- 0.07
15.40 0.06 77.29 0.04 0.03 0.04 ----- ---- ----- ----- ----- ----- 0.07
15.50 0.05 77.29 0.03 0.03 0.03 ----- ---- --- - ----- --- --- 0.06
15.60 0.05 77.29 0.03 0.03 0.03 0.06
15.70 0.05 77.28 0.03 0.03 0.03 --- ---- -- ---- ---- ---- 0.06
15.80 0.05 77.28 0.03 0.03 0.03 -- ----- -_-_ ___ _____ ____ 0.06
15.90 0.05 77.28 0.03 0.03 0.03 ----- ----- ----- ---- ----- ----- 0.06
16.00 0.04 77.27 0.03 0.03 0.03 ----- ----- ----- ----- --- ---- 0.06
16.10 0.04 77.27 0.03 0.03 0.03 ---- -- - --- ---- ---- 0.06
16.20 0.04 77.27 0.03 0.03 0.03 --- --- --- ----- ---- -- 0.06
16.30 0.04 77.26 0.02 0.03 0.02 -- --- --- --- --- ---- 0.05
16.40 0.04 77-26 0.02 0.03 0.02 ---- ----- ---- ---- --- --- 0.05
16.50 0.04 77.26 0.02 0.03 0.02 ----- ----- ----- ----- ---- ---- 0.05
16.60 0.04 77.25 0.02 0.03 0.02 ----- ----- ----- -- --- ----- 0.05
16.70 0.04 77.25 0.02 0.03 0.02 ---- --- -- ---- --- ---- 0.05
16.80 0.04 77.25 0.02 0.03 0.02 ----- ---- --- --- --- ---- 0.05
16.90 0.04 77.25 0.02 0.03 0.02 --- ---- ____ ____ ___ _- 0.05
17.00 0.04 77.24 0.02 0.03 0.02 ---- ---- ----- ---- --- ---- 0.05
17.10 0.03 77.24 0.02 0.03 0.02 ---- ---- ----- ----- ---- ----- 0.04
17.20 0.03 77.24 0.01 0.03 0.01 R ----- ----- ---- ----- ----- ----- 0.04
17.30 0.03 77.24 0.01 .0.03 0.01 --_ ___ _____ ____ -__ _- 0_04
17.40 0.03 77.23 0.01 0.03 0.01 --_ _- ___ -_ ____ -_ 0.04
17.50 0.03 77.23 0.01 0.03 0.01 ----- --- ----- ---- ---- --- 0.04
17.60 0.03 77.23 0.01 0.03 0.01 ---- -- --- - ---- ---- 0.04
17.70 0.03 77.23 0.01 0.03 0.01 ----- ---- ---- - --- ---- ----- 0.04
17.80 0.03 77.22 0.01 0.03 0.01 ---- ----- ----- ----- ----- ----- 0.04
17.90 0.03 77.22 0.01 0.03 0.01 ---- ---- -- ---- --- --- 0.04
18.00 0.03 77.22 0.01 0.03 0.01 ---- ---- ----- --- -- --- 0.04
18.10 0.03 77.22 0.01 0.03 0.01 ---- _____ --- _____ ____ ___ 0.04
18.20 0.03 77.21 0.01 0.03 0.01 -- ----- --- ---- ---- ---- 0.03
18.30 0.03 77.21 0.00 0.03 0.00 ----- ----- ----- ----- ----- ----- 0.03
18.40 0.03 77.21 0.00 0.03 0.00 ----- ---- ----- ----- ----- ---- 0.03
18.50 0.03 77.21 0.00 0.03 0.00 -- --- --- ----- --- ----- 0.03
18.60 0.03 77.21 0.00 0.03 0.00 ---- ----- ---- -- -- --- 0.03
18.70 0.02 77.21 0.00 0.03 0.00 ---- ----- -- ----- ---- ----- 0.03
18.80 0.02 77.20 0.00 0.03 0.00 ---- ----- -- ---- ---- ---- 0.03
18.90 0.02 77.20 0.00 0.03 0.00 ---- ----- ----- ----- ----- ----- 0.03
19.00 0.02 77.20 0.00 0.03 0.00 ---- ---- ---- ----- ----- ---- 0.03
19.10 0.02 77.20 0.00 0.03 0.00 --- -- --- --- - ----- 0.03
19.20 0.02 77.20 - 0.03 ____ 0.03
19.30 0.02 77.20 -- 0.03 --- -- --- -- -- --- --- 0.03
19.40 0.02 77.20 ----- 0.03 -- ---- ---- -- ---- ---- ---- 0.03
19.50 0.02 77.20 --- 0.03 ----- ----- ---- ----- ---- ----- ---- 0.03
19.60 0.02 77.19 --- 0.03 --- ----- ---- --- --- ----- ----- 0.03
Continues on next page...
Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Ell Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.70 0.02 77.19 -- 0.03 -- ----- ---- --- ---- ---- --- 0.03
19.80 0.02 77.19 ---- 0.03 ---- ----- ----- ----- ----- ----- ---- 0.03
19.90 0.02 77.19 ----- 0.03 ---- ----- ---- ---- ---- ----- ----- 0.03
20.00 0.02 77.19 --- 0.03 -- ---- -- -- ----- ---- -- 0.03
20.10 0.02 77.19 - 0.03 --- ---- -- -- --- -- --- 0.03
20.20 0.402 77.18 -- 0.03 --- ---- ---- -- -- ----- ----- 0.03
20.30 0.02 77.18 -- 0.03 ---- ----- ---- --- ---- -- ----- 0.03
20.40 0.02 77.18 ----- 0.03 ---- ----- ----- ----- ----- ----- ----- 0.03
20.50 0.02 77.18 ----- 0.03 ----- ----- ----- ---- ----- ----- ---- 0.03
20.60 0.02 77.18 -- 0.03 -- -- -- --- -- - ---- 0.03
20.70 0.02 77.18 ----- 0.03 --- --- --- -- --- -- ---- 0.03
20.80 0.02 77.17 ---- 0.03 ----- --- --- ----- -- ---- ---- 0.03
20.90 0.02 77.17 --- 0.03 ---- --- ---- --- ----- --- --- 0.03
21.00 0.02 77.17 ---- 0.03 ---- ---- ----- ----- ----- ----- ----- 0.03
21.10 0.02 77.17 ---- 0.03 ----- ---- ----- ----- ----- ----- ----- 0.03
21.20 0.02 77.16 --- 0.03 --- _- --- - --- -- --- 0.03
21.30 0.02 77.16 ----- 0.03 --- ---- --- ---- --- ---- ---- 0.03
21.40 0.02 77.16 ----- 0.03 ---- ----- --- --- -- ---- --- 0.03
21.50 0.02 77:16 ---- 0.03 ---- ---- ----- --- ----- --- ---- 0.03
21.60 0.02 77.15 ----- 0.03 ---- ----- --- ----- ---- ---- ---- 0.03
21.70 0.02 77.15 ---- 0.03 ---- --- ----- ---- ----- ----- ----- 0.03
21.80 0.02 77.15 ----- 0.03 -- --- ---- ---- --- -- - --- 0.03
21.90 0.02 77.15 ----- 0.03 --- ---- ---- ---- ----- ----- ---- 0.03
22.00 0.02 77.14 --- 0.03 --- -- ----- --- ---- --- --- 0.03
22.10 0.02 77.14 . ---- 0.03 -- ----- ---- ---- ---- --- -- 0.03
22.20 0.02 77.14 ----- 0.03 ----- --- ----- ---- ----- ---- ----- 0.03
22.30 0.02 77.14 --- 0.03 ----- ---- ----- --- ----- ----- ---- 0.03
22.40 0.02 77.14 ----- 0.03 -- --- --- --- --- --- --- 0.03
22.50 0.02 77.13 -- 0.03 ---- ---- -- -- ---- --- ---- 0.03
22.60 0.02 77.13 --- 0.03 ---- --- ----- --- --- --- ---- 0.03
22.70 0.02 77.13 ---- 0.03 ---- ----- ---- ---- ---- ---- ---- 0.03
22.80 0.02 77.13 ---- 0.03 ---- ---- ----- ----- ----- ---- ---- 0.03
22.90 0.02 77.12 ----- 0.03 ----- --- ---- --- ----- ----- ----- 0.03
23.00 0.02 77.12 - 0.03 -- ----- -- -- -- --- --- ----- 0.03
23.10 0.02 77.12 -- 0.03 --- ---- ---- --- --- -- -- 0.03
23.20 0.02 77.12 -- 0.03 --- ---- ---- --- --- ---- ----- 0.03
23.30 0.02 77.11 ----- 0.03 ---- --- ---- --- --- ----- --- 0.03
23.40 0.02 77.11 ----- 0.03 ----- ---- ----- ----- ----- ---- ---- 0.03
23.50 0.02 77.11 ---- 0.03 ---- ---- ----- --- ----- ----- ----- 0.03
23.60 0.02 77.10 -- 0.03 ---- --- --- ---_ --- ---- -- 0.03
23.70 0.02 77.10 -- 0.03 ---- --- --- ---- --- ---- -- 0.03
23.80 0.01 77.10 - 0.03 -- ----- -- --- ---- --- --- 0.03
23.90 0.01 77.09 ---- 0.03 --- --- ---- ---- ---- ---- ----- 0.03
24.00 0.01 77.09 ----- 0.03 ----- ----- ----- ---- ---_ -- ----- 0.03
24.10 0.01 77.09 ---- 0.03 ---- ----- --- ---- -- ----- --- 0.03
24.20 0.01 77.08 -- 0.03 ----- - ----- ---- - ---- ---- 0.03
24.30 0.00 77.08 --- 0.03 ---- ---- --- - ---- -- --- 0.03
24.40 0.00 77.07 -- 0.03 --- --_ ___ _- ____ ____ w__ 0.03
24.50 0.00 77.06 -- 0.03 --- ---- --- ---- -- ---- --- 0.03
24.60 0.00 77.06 ----- 0.03 ----- ----- ---- ---- ---- ---- ----- 0.03
24.70 0.00 77.05 -- 0.03 ---- -- ----- --- ---- ----- --- 0.03
Continues on next page...
Page 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B Civ C Civ D Wr A Wr B Wr C Wr D Exfi1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
24.80 0.00 77.04 ---- 0.03 ---- ----- ---- --- ---- --- ---- 0.03
24.90 0.00 77.04 ---- 0.03 ----- ----- ----- --- ----- ----- ----- 0.03
25.00 0.00 77.03 ----- 0.03 ----- ----- ----- ----- ----- ---- ----- 0.03
25.10 0.00 77.02 --- 0.03 --- -- -- - ---- -- -- -- 0.03
25.20 0.00 77.02 ---- 0.03 -- ---- --- --- --- -- ---- 0.03
25.30 0100 77.01 -- 0.03 ---- ---- ---- ---- --- ---- ----- 0.03
25.40 0.00 77.00 ----- 0.03 ----- --- ----- -- ---- ---- ----- 0.03
25.50 0.00 76.99 ----- 0.03 --- ---- ----- ----- ----- ----- ----- 0.03
25.60 0.00 76.97 ----- 0.03 ----- ----- ---- ----- ----- ----- ----- 0.03
25.70 0.00 76.96 -- 0.03 ---- ----- ---- ---- --- ---- --- 0.03
25.80 0.00 76.94 --- 0.02 ---- --- ---- --- --- --- ---- 0.02
25.90 0.00 76.93 - -- 0.02 -- ---- ---- ---- ---- --- ----- 0.02
26.00 0.00 76.91 ---- 0.02 ---- --- ----- --- ---- ----- ---- 0.02
26.10 0.00 76.90 ----- 0.02 ----- ---- ----- ----- ----- ----- ----- 0.02
26.20 0.00 76.89 ---- 0.02 ----- ----- ----- ---- ---- ----- ----- 0.02
26.30 0.00 76.87 - 0.02 ---- -- -- --- _---- - ----- 0.02
26.40 0.00 76.86 --- 0.02 ---- ---- --- -- ----- --- ----- 0.02
26.50 0.00 76.84 ---- 0.02 ---- --- ---- ---- ---- --- ---- 0.02
26.60 0.00 76:83 --- 0.02 ---- --- --- --- ----- ---- ---- 0.02
26.70 0.00 76.82 --- 0.02 ----- ---- ---- --- ----- ----- ----- 0.02
26.80 0.00 76.80 -_- 0.02 ----- ---- ----- ---- ----- -_-- --- 0.02
26.90 0.00 76.79 -- 0.02 __- ---- --- --- -- --- --- 0.02
27.00 0.00 76.78 ---- 0.02 ---- ----- -_-- ___-_ __-- __-_ __-_ 0.02
27.10 0.00 76.76 _-- 0.02 ---- --- ---- --- --- ---- ---- 0.02
27.20 0.00 76.75 --- 0.02 --- - --- ---- ----- --- ---- --- 0.02
27.30 0.00 76.74 ---- 0.02 ----- ----- ---- ----- ---- ---- ----- 0.02
27.40 0.00 76.72 ---- 0.02 --- R ---- ----- ----- ----- ---- ----- 0.02
27.50 0.00 76.71 ---- 0.02 -- -- ---- ---- --- __-- -- 0.02
27.60 0.00 76.70 ----- 0.02 --- --- --- -- -- --- --_ 0.02
27.70 0.00 76.69 ---- 0.02 --- ---- ---- --- -- ---- --- 0.02
27.80 0.00 76.67 --- 0.02 ----- ----- ----- ----- ---- ----- -_-- 0.02
27.90 0.00 76.66 ----- 0.02 ----- ---- ---- ----- ----- --- ----- 0.02
28.00 0.00 76.65 ---- 0.02 ---- ----- ----- ----- ---- ---- ----- 0.02
28.10 0.00 76.64 ---- 0.02 -- ---- -- -- --- --- ---- 0.02
28.20 0.00 76.63 ---- 0.02 --- ----- ----- ---- --- ---- ----- 0.02
28.30 0.00 76.61 ----- 0.02 --- ____ _--_ _____ _-_ _-_ -__ 0.02
28.40 0.00 76.60 ---- 0.02 ---- --_-- ----- ---- ---- ---- ----- 0.02
28.50 0.00 76.59 ----- 0.02 ---- ----- ---- --- ----- ----- ----- 0.02
28.60 0.00 76.58 ---- 0.02 ----- --- ---- ----- ----- ----- ----- 0.02
28.70 0.00 76.57 --- 0.02 -- -- ---- --- -- --- ----- 0.02
28.80 0.00 76.56 --- 0.02 --- ---- --- ---- --_ ----- --- 0.02
28.90 0.00 76.55 --- 0.02 _- ---- -- ---- -- --- ---- 0.02
29.00 0.00 76.53 --- 0.02 ---- ---- ----- ----- ----- ---- ----- 0.02
29.10 0.00 76.52 ----- 0.02 ---- ----- ----- ---- ----- ----- ----- 0.02
29.20 0.00 76.51 ----- 0.02 ---- ---- ---- ---- ----- ---_ --- 0.02
29.30 0.00 76.50 -- 0.02 ---- ----- --- --- --- --- -- 0.02
29.40 0.00 76.49 ---- 0.02 ----- ----- --- -_- -_--- -- --- 0.02
29.50 0.00 76.48 ---- 0.02 --_ -- - - --- --- --- =- 0.02
29.60 0.00 76.47 --- 0.02 ---- --- --_- --- ---- --- ----- 0.02
29.70 0.00 76.46 ----- 0.02 ----- ----- ---- --- --- ----- --- 0.02
29.80 0.00 76.45 ---- 0.02 ----- ---- ----- --- ---- ----- --- 0.02
Continues on next page...
Page 5
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAR Outflow
(hrs) ds ft cfs cfs cfs cfs cfs efs ds cfs cfs cfs
29.90 0.00 76.44 --- 0.02 --- --- - ---- ---- ----- ---- 0.02
30.00 0.00 76.43 ----- 0.02 ---- ----- ----- ----- ----- ----- ----- 0.02
30.10 0.00 76.42 ----- 0.02 ---- ---- ---- ---- ---- ----- ----- 0.02
30.20 0.00 76.41 ---- 0.02 ---- --- -- - --- -- ---- --- 0.02
30.30 0.00 76.40 --- 0.02 -- --- ---- --- ----- -- -- 0.02
30.40 0'00 76.39 ----- 0.02 --- ---- --- ---- ---- ----- -- 0.02
30.50 0.00 76.39 --- 0.02 ----- _---_ ---- ---- ---- ----- --- 0.02
30.60 0.00 76.38 ----- 0.02 --- ----- ---- ---- ---- ----- ----- 0.02
30.70 0.00 76.37 ---- 0.01 --- ----- ---- ----- ---- ---- ----- 0.01
30.80 0.00 76.36 -- 0.01 --- -- - --- ---- ----- -- 0.01
30.90 0.00 76.35 --- 0.01 ---- -- ---- -- -- --- ---- 0.01
31.00 0.00 76.34 -- 0.01 ---- ----- --- ---- ----- --- --- 0.01
31.10 0.00 76.33 ----- 0.01 ----- ---- ---- --- ---- --- ----- 0.01
31.20 0.00 76.32 ----- 0.01 ----- ----- ---- ----- ----- ----- ----- 0.01
31.30 0.00 76.32 ----- 0.01 ----- ----- ----- ----- ----- ----- ----- 0.01
31.40 0.00 76.31 ----- 0.01 -- -- --- -- ----- ---- ----- 0.01
31.50 0.00 76.30 --- 0.01 ---- --- -- ---- ---- ---- ---- 0.01
31.60 0.00 76.29 ---- 0.01 -- -- ---- ----- --- ---- --- 0.01
31.70 0.00 76:29 ---- 0.01 ---- ----- --- ----- ---- ---- ----- 0.01
31.80 0.00 76.28 ----- 0.01 ----- ----- ----- ----- ----- ----- ----- 0.01
31.90 0.00 76.27 ----- 0.01 ----- ----- --- ----- ---- -- ----- 0.01
32.00 0.00 76.26 -- 0.01 -- --- --- ---- -- ---- -- 0.01
32.10 0.00 76.26 ---- 0.01 ---- -- --- -- --- ----- -- 0.01
32.20 0.00 76.25 -- 0.01 ---- -- ___ ____ ___ ___ ___ 0.01
32.30 0.00 76.24 ----- 0.01 ---- ---- --- ----- -- ---- -- 0.01
32.40 0.00 76.23 ----- 0.01 ----- ----- ---- ----- ---- ----- ---- 0.01
32.50 0.00 76.23 ----- 0.01 ---- F ----- ----- ----- ---- ---- ----- 0.01
32.60 0.00 76.22 ---- 0.01 --- --- _-_ -_ -__ ___ ____ 0.01
32.70 0.00 76.21 -_ 0.01 ----- ---- ---- --- --- --- -- 0.01
32.80 0.00 76.21 ---- 0.01 ---- ----- ---- ----- ---- --- ---- 0.01
32.90 0.00 76.20 ---- 0.01 ----- ----- ----- ---- ----- --- ---- 0.01
33.00 0.00 76.20 ----- 0.01 ----- ---- --- ----- ----- --- ----- 0.01
33.10 0.00 76.19 ----- 0.01 ---- ---- --- ---- ----- ----- ---- 0.01
33.20 0.00 76.18 --- 0.01 --- ---- ----- ----- -- ---- --- 0.01
33.30 0.00 76.18 -- 0.01 ---- -- --- --- -- ---- --- 0.01
33.40 0.00 76.17 ---- 0.01 --- --- ---- -- ---- ---- -- 0.01
33.50 0.00 76.17 ----- 0.01 ---- ---- --- ---- ----- ----- ----- 0.01
33.60 0.00 76.16 ---- 0.01 ----- ---- ---- ----- ----- ----- ----- 0.01
33.70 0.00 76.16 ----- 0.01 ----- ---- ----- ----- ---- ----- ---- 0.01
33.80 0.00 76.15 ---- 0.01 --- --- ----- --- ---- --- --- 0.01
33.90 0.00 76.15 ---- 0.01 ---- ---- -- ----- --- ---- --- 0.01
34.00 0.00 76.15 ---- 0.01 -- ----- --- ___ ____ _- __- 0.01
34.10 0.00 76.14 --- 0.01 ---- --- ---- --- ----- ----- --- 0.01
34.20 0.00 76.14 ----- 0.01 ----- ---- ----- ----- ---- ---- ---- 0.01
34.30 0.00 76.13 --- 0.01 ---- ----- ---- ----- ---- ----- ----- 0.01
34.40 0.00 76.13 --- 0.01 _-_ ____- -____ __-- _-- ___ ____ 0.01
34.50 0.00 76.13 - 0.01 --- --- -- ----- _--- -- --_ 0.01
34.60 0.00 76.12 --- 0.01 ---_ --_-- --- ---- ----- ---- ---- 0.01
34.70 0.00 76.12 --- 0.01 ---- ---- ---- ---- ---- ---- ----- 0.01
34.80 0.00 76.12 ----- 0.01 ----- ----- ---- ----- -_-- ---- ----- 0.01
34.90 0.00 76.11 --- 0.01 ----- ----- ----- ---- ----- ----- ----- 0.01
Continues on next page...
Page 6
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Civ C Clv D Wr A Wr B Wr C Wr D Ell Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
35.00 0.00 76.11 ---- 0.01 ---- ----- -- ----- ---- ----- --- 0.01
35.10 0.00 76.11 ----- 0.00 ---- ----- ---- ----- ---- ----- ----- 0.00
35.20 0.00 76.10 ---- 0.00 ----- --- ----- ----- ---- --- ----- 0.00
35.30 0.00 76.10 -- 0.00 -- ----- --- ---- --- -- ---- 0.00
35.40 0.00 76.10 -- 0.00 ---- ----- -- ---- --- ---- -- 0.00
35.50 MO 76.09 --- 0.00 --- ---- ----- ---- ---- ---- ----- 0.00
35.60 0.00 76.09 -- 0.00 ---- --- ----- ---- ----- ---- --- 0.00
35.70 0.00 76.09 ----- 0.00 ----- ----- ---- ----- ----- ---- ----- 0.00
35.80 0.00 76.09 ----- 0.00 ----- ---- --- ----- ---- ---- ---- 0.00
35.90 0.00 76.08 ---- 0.00 ----- --_ ____ _-_ _____ ___ ___ 0.00
36.00 0.00 76.08 ----- 0.00 --- -- ----- ---- ---- -- ----- 0.00
36.10 0.00 76.08 --- 0.00 --- ____ ____ -__ ---- ___ ____ 0.00
36.20 0.00 76.08 -- 0.00 ----- - - ---- ----- --- --- ---- 0.00
End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 1.06 cfs
Storm frequency = 10 yrs Time interval = 6 min
Inflow hyd. No. = 1 Reservoir name = PROP. POND
Max. Elevation = 77.90 ft Max. Storage = 1,865 cult
Storage Indication method used. Outflow hydrograph volume=6,507 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EA1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.10 1.36 77.54 0.39 0.03 0.37 ----- ---- --- ---- --- ----- 0.40
12.20 1.52 << 77.76 0.81 0.03 0.79 ----- ---- ----- ----- ----- ----- 0.83
12.30 1.30 77.88 1.03 0.04 0.99 ---- ---- ---- ----- ----- ----- 1.03
12.40 0.97 77.90<< 1.06 0.04 1.02 -- --- - --- ----- ---- 1.06<<
12.50 0.68 77.85 0.99 0.04 0.95 --- --- --- -- ----- -- 0.99
12.60 0.49 77.77 0.83 0.03 0.81 ---- -- ---- -- ---- ----- 0.85
12.70 0.36 77.68 0.65 0.03 0.64 ----- ----- ----- ----- ---- ----- 0.68
12.80 0.28 77.60 0.53 0.03 0.50 ----- ----- ----- ----- ---- ----- 0.53
12.90 0.25 77.55 0.41 0.03 0.39 ----- ---- ---- ----- ---- ----- 0.42
13.00 0.23 77.51 0.33 0.03 0.32 ---- ---- --- --- ----- --- 0.35
13.10 0.21 77.48 0.27 0.03 0.27 ---- ---- --- --- ----- ---- 0.30
13.20 0.19 77.46 0.24 0.03 0.23 ----- ---- --- --- --- ---- 0.27
---End
F
Hydrograph Report Paget
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 1.28 cfs
Storm frequency = 25 yrs Time interval = 6 min
Inflow hyd. No. = 1 Reservoir name = PROP. POND
Max. Elevation = 78.08 ft Max. Storage = 2,208 cult
Storage Indication method used. Outflow hydrograph volume=8,202 cuft
Hydrograph Discharge Table
Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D EMI Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.00 1.13 77.54 0.38 0.03 0.37 ----- --- ---- ----- ----- --- 0.40
12.10 1.73 77.75 0.80 0.03 0.78 ----- ----- ----- ----- ----- ----- 0.82
12.20 1.91 << 77.97 1.13 0.04 1.11 ----- ----- ----- ----- ----- ---- 1.14
12.30 1.62 78.06 1.25 0.04 1.22 ---- --- ----- ----- ---- ---- 1.26
12.40 1.20 78.08 << 1.28 0.04 1.24 -_- -- -- ---- --- -- 1.28<<
12.50 0.83 78-05 1.23 0.04 1.20 ---- ___ ___ ____ ____ ____ 1.24
12.60 0.60 77.97 1.13 0.04 1.10 ----- ----- ---- ---- ----- ----- 1.14
12.70 0.44 77.83 0.95 0.04 0.92 ----- ----- ---- ----- ----- ---- 0.95
12.80 0.35 77.71 0.71 0.03 0.71 ---- ----- ----- ---- ----- ----- 0.74
12.90 0.30 77.63 0.56 0.03 0.54 --- -- -- -- --- ----- 0.57
13.00 0.28 77.57 0.45 0.03 0.42 ---- ---- --- --- ----- ---- 0.46
13.10 0.25 77.53 0.36 0.03 0.35 --- --- - --- ---- ---- 0.38
13.20 0.23 77.50 0.30 0.03 0.29 ---- ----- ---- ----- ---- ----- 0.32
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 1.42 cfs
Storm frequency = 50 yrs Time interval = 6 min
Inflow hyd. No. = 1 Reservoir name = PROP. POND
Max. Elevation = 78.21 ft Max. Storage = 2,562 cuft
Storage Indication method used. Outflow hydrograph volume=9,721 cuft
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 0.85 77.52 0.35 0.03 0.34 ----- --- -- ----- _--- ---- 0.37
12.00 1.35 77.68 0.64 0.03 0.64 ----- ----- ---- ----- ----- ----- 0.67
12.10 2.05 77.89 1.05 0.04 1.01 ---- ----- ----- ----- ----- ---- 1.04
12.20 2.25 << 78.08 1.28 0.04 1.24 ----- --- -- --- --_ -- 1.28
12.30 1.90 78.18 1.39 0.04 1.35 ---- --- --- ---- ---- --- 1.39
12.40 1.40 78:21 << 1.41 0.04 1.39 --- --- ---- ----- ---- --- 1.42<<
12.50 0.97 78.18 1.39 0.04 1.35 ---- ----- ----- ---- --- ---- 1.39
12.60 0.70 78.11 1.32 0.04 1.28 ----- ---- ----- ----- ---- ----- 1.32
12.70 0.51 78.02 1.20 0.04 1.17 ---- ----- ----- ----- ----- ---- 1.21
12.80 0.40 77.87 1.02 0.04 0.98 - -- -- ---- -- -- 1.01
12.90 0.35 77.74 0.77 0.03 0.76 ----- ---- --- ----- ----- --- 0.79
13.00 0.32 77.64 0.59 0.03 0.57 -- ---- ----- --- ----- --- 0.61
13.10 0.29 77.58 0.48 0.03 0.45 ----- ---- -_-- ----- ----- ----- 0.48
13.20 0.27 77.54 0.38 0.03 0.37 R ----- ---- ----- ----- ----- ----- 0.40
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Hydrograph type = Reservoir Peak discharge = 1.56 cfs
Storm frequency = 100 yrs Time interval = 6 min
Inflow hyd. No. = 1 Reservoir name = PROP. POND
Max. Elevation = 78.35 ft Max. Storage = 2,921 cuft
Storage Indication method used. Outflow hydrograph volume=11,265 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfrl Outflow
(hrs) cfs ft cfs efs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 1.00 77.62 0.55 0.03 0.52 ---- ---- ---- ----- ----- --- 0.56
12.00 1.58 77.77 0.84 0.03 0.82 ----- ----- ----- --- ----- ---- 0.85
12.10 2.37 78.01 1.18 0.04 1.16 ----- ----- ---- ---- ----- ----- 1.20
12.20 2.60<< 78.17 1.38 0.04 1.34 ----- ---- ----- --- --- --- 1.38
12.30 2.18 78.30 1.49 0.04 1.47 ----- --- ---- --- --- --- 1.51
12.40 1.60 78-35 << 1.53 0.04 1.52 ---- --- ---- - -- ----- --- 1.56 <<
12.50 1.11 78.32 1.51 0.04 1.49 - --- ---- ----- --- ---- ---- 1.53
12.60 0.80 78.25 1.45 0.04 1.42 ----- ----- ----- ----- ----- ----- 1.46
12.70 0.58 78.15 1.36 0.04 1.32 ----- ----- ---- ----- ----- ----- 1.36
12.80 0.46 78.05 1.23 0.04 1.20 --- -- ---- --- ---- -- 1.24
12.90 0.40 77.90 1.06 0.04 1.02 --- ----- ---- ----- ----- ---- 1.05
13.00 0.36 77.76 0.81 0.03 0.79 --- ---- ---- ---- --- ---- 0.83
13.10 0.33 77.66 0.61 0.03 0.60 ---- __- ____ -_- ____ ____ 0.63
13.20 0.31 77.59 0.50 0.03 0.47 ----- ----- ----- ----- ---- ---- 0.50
13.30 0.29 77.55 0.41 0.03 0.39 ----- ----- ---- ---- ----- ----- 0.42
...End
APPENDIX E
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Abutters list
KF Realty, LLC
960 Pleasant Valley Road
Raymond J. Martin 972 Pleasant Valley Road South Windsor, CT 06074
The Hayes Corporation 1481 Pleasant Valley Road South Windsor, CT 06074
Bin Im Kyeong 326 Quarry Brook Drive South Windsor, CT 06074
Clayton& Carolyn Woodman 318 Quarry Brook Drive South Windsor, CT 06074
Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074
165 South Satellite Road, South Windsor, Connecticut 06074
Tel: (860) 291-8755 •Fax: (860) 291-8757
CONNECTICUT DEPARTMENT OF ENVIRONMENTAL PROT9PITIION
Statewide Inland Wetlands & Watercourses Activity Reporting Form 2004
In accordance with the requirements of Section 22a-39-14 of the Regulations of Connecticut State Agencies,this form is to be completed for each action taken
by an inland wetlands agency established pursuant to Section 22aA2 of the Connecticut General Statutes. Use a separate form to report each action taken
by the agency. It is recommended that this form be made part of the application package. Inland wetlands agencies are responsible for verifying that the
information provided below is accurate and that it reflects the final action of the agency.
1. TOWN IN WHICH THE ACTION IS OCCURRING: South Windsor
Does this project cross municipal boundaries? Yes No X
If so,please list the other towns in which the action is occurring:
2. LOCATION: USGS Quad Map name: Manchester AND Number: 38
Attach a clean 8'/z "x 11"original scale photocopy of the USGS Quad Map with,in red ink, the boundary of the project site
outlined(where possible)or the project site pinpointed with an arrow. Do not circle the"general vicinity"of the site. In the lower
right-hand corner of each USGS Quad Map there is an identifying name,write the name from the corresponding map in the space
provided above. Quad numbers are found on the Connecticut Town and Quadrangle Index Map (the directory to all USGS Quad
Maps). Please provide the number in the space provided above. Do not attach a copy of the National Wetlands Inventory Map.
Do Not attach a copy of the Connecticut Town and Quadrangle Index Map.
3. NAME OF APPLICANT,VIOLATOR OR PETITIONER: K_-F- RPa1 t-Y', T,Tf'
Supply the name of the person applying for a permit,petitioner for a map amendment or jurisdictional ruling,or recipient of the
enforcement action.
4. NAME FOR PROJECT SITE: K.F. Realty, LLC, Pleasant Valley Road
Supply the name given to the project,or the name by which the project site is generally known.
Briefly describe the project: 6-unit senior residence facility
5. ACTMTY TYPE CODE: 12 ,
Provide the code or codes which best characterize the activity being reported. A maximum of 4 codes may be entered. For example,
locating a driveway in a buffer/upland review area would be code"9"and code"12"(code "T is not used). The construction of a
house in the buffer/upland review area would most likely be codes"2"for excavation,"9"for driveway construction,and "12"for
buffer/upland review area. Construction of a parking lot in a buffer/upland review area may be codes"1","7","10",and "12".
1 ... Filling 7 . . . . Culverting(not for roadways)
2 ... Excavation 8 .. .. Underground Utilities (no other activities)
3 . .. Land Clearing/Grubbing(no other activity) 9 . . .. Roadway/Driveway Construction
4 ... Stream Channelization 1.0 ... Drainage Improvements
5 . .. Stream Stabilization 11 ... Pond Dredging/Dam Construction
6 ... Stream Clearance (removal of debris only) 12 . ..Activity in Buffer/Upland Review Area
6. ACTMTY PURPOSE CODE: C
Enter only one code letter which best characterizes the activity. ALL STATE AGENCY PROJECTS MUST ONLY CODE"N".'
A .. . Residential Improvement by Homeowner I .. . Storm Water/Flood Control
B .. . New Residential Development for Single Family Units J . . . Erosion/Sedimentation Control
C .. . New Residential Development for Multi-Family/Condos K. . . Recreation/Boating/Navigation
D . . . Commercial/Industrial Uses L ... Routine Maintenance
E .. . Municipal Project M . . Map Amendment
F ... Utility Company Project 'N.. . State Agency Project
G .. .Agriculture,Forestry or Conservation P .. . Other
H ... Wetland Restoration,Enhancement,Creation REVISED 1198
7.�AREA OF WETLANDS AND/OR WATERCOURSES ALTERED:
Include areas that are altered or are proposed to be altered,temporary or permanent,for all agency permits,denials,amendments,
and enforcement actions. Remember,these figures represent only the acreage altered,not the total acreage of wetlands or
watercourses:on the site. Figures should be provided by the applicant in the application. Provide all information in acreage
including those areas less than one acre. To convert from square feet to acres,divide square feet by the number 43,560. Enter a
zero if there is no alteration. Open water body altered refers to lakes,ponds or similar bodies of water that are filled or dredged.
Stream alterations are to be reported in linear feet and include the total length of the river,brook,stream or other watercourse
directly altered as a result of the action taken by the agency. Include any culverting(roadway,etc.),channel improvements,rip rap
installation,relocation or dredging.
A. Wetland Area Altered: 0 ACRES
B. Open Water Body Area Altered: n ACRES
C. Stream Alteration: n LINEAR FEET
8. BUFFER/UPLAND REVIEW AREA ALTERED: 0.30 ACRES
Buffer or upland review areas are those areas adjacent to wetlands or watercourses where activities are regulated by the local
agency. Report the acreage of upland review areas that are altered or are proposed to be altered,temporary or permanent,for all
agency permits,denials,amendments,and enforcement actions;or for agent approval pursuant to 22a-42a(c)(2), For example,a 2
acre project site may have an activity occurring in I acre of buffer/upland review area and 0.25 acres of wetlands. Therefore,0.25
acres will be reported on line 7A and 1 acre on line 8.
9. AREA OF WETLANDS AND/OR WATERCOURSES RESTORED,ENHANCED OR CREATED : 0 ACRES
Mitigation measures may be considered as a condition of issuing a permit for an activity. Report areas that are,or are
proposed to be,restored,enhanced or created for all agency permits,denials,amendments,and enforcement actions. Restored or
enhanced applies to previously existing wetlands or watercourses. For example,a wetland area filled two years ago is proposed to be
restored by removing the existing fill. Created applies to an upland area which is converted into wetlands or watercourses.
FOR MUNICIPAL AGENCY USE ONLY FOR STATE USE ONLY
THE INLAND WETLANDS AGENCY MUST ENSURE THAT THE INFORMATION DATE RECEIVED:
PROVIDED BELOW IS ACCURATE AND THAT IT REFLECTS THE FINAL
ACTION OF THE AGENCY. COMPLETED FORMS FOR ACTIONS TAKEN 1
DURING A CALENDAR MONTH SHALL BE MAILED BY THE AGENCY TO
THE DEP NO LATER THAN THE 15TH DAY OF THE FOLLOWING MONTH.
MAIL REPORTING FORMS TO:
Inland Water Resources Division,DEP,
79 Elm Street, Hartford, CT. 06106
QUESTIONS MAY BE DIRECTED TO THE WETLANDS MANAGEMENT GIS CODE #:
SECTION AT(860) 424-301 9.
NAME/TITLE OF PERSON COMPLETING THIS FORM: FILE# (SAME AS QUAD #):
(PRINT)
(SIGNATURE) FORM COMPLETED: YES NO
DATE ACTION WAS TAKEN: MONTH YEAR
WAS A PUBLIC HEARING HELD? YES No IF "NO", DATE MAILED TO TOWN:
ACTION TAKEN: ENTER LETTER DATE RETURNED TO DEP:
A. PERMIT GRANTED BY AGENCY
B. PERMIT DENIED BY AGENCY
C. PERMIT EXTENDED/AMENDED BY AGENCY -
- D. AGENT APPROVAL PURSUANT TO 22a-42a(C)(2)
E. APPEAL OF AGENT APPROVAL PURSUANT TO 22a-42a(C)(2)
F. MAP AMENDMENT(AMENDMENT TO THE OFFICIAL TOWN
WETLANDS MAP, NOT A PROJECT SITE MAP)
G. ENFORCEMENT NOTICE/ORDER
H. JURISDICTIONAL RULING (I.E.: ACTIVITIES "PERMITTED AS OF
RIGHT" OR ACTIVITIES CONSIDERED NON-REGULATED) REVISED 1198
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
SOR•CON� TELEPHONE (860) 644-2511
March 26, 2004
Certified#70020510000081151461
Design Professional, Inc.
Attn: Galen Semprebon
165 South Satellite Road
South Windsor, CT 06074
RE: Appl. #04-10P—Quarry Brook Village Senior Residence Development,RR Rural
Residential zone
Dear Mr. Semprebon:
At the March 17, 2004 regular meeting,the Inland Wetlands Agency/Conservation Commission
approved application#04-1 OP—Quarry Brook Village Senior Residence Development—960
Pleasant Valley Road—Inland Wetland/Conservation Commission application for the
construction of a 6-unit Senior Residence Development on 3.1 acres,private drive, stormwater
structures, and associated improvements on property located northerly of Pleasant Valley Road.
RR Rural Residential zone. This approval is subject to the following conditions:
1. One blueprint copy of the entire set of plans and this letter reproduced thereon, must be
submitted to this Commission. This must be completed within 65 days of approval prior
to any construction activity on the site. Plans submitted to Planning&Zoning
Commission shall be considered having met this requirement.
2. The application shall indemnify and hold harmless the Town of South Windsor against
any liability, which might result from the proposed operation or use.
3. The permit is valid for five years and shall expire on March 17, 2009. It is the
landowner(s)/applicant(s)responsibility to track expiration dates and notify the
Commission of a renewal request at least 65 days prior to expiration.
4. All approvals required must be obtained and submitted prior to any activity on the site.
5. A contact person shall be identified on the plans.
6. We recommend a bond in the amount of$5,000 be submitted to the Planning&Zoning
Commission to ensure compliance with the erosion and sediment control measures.
Quarry Brook Village Senior Residence Development
March 26, 2004
Page 2
7. We recommend a bond in the amount of$5,000 be submitted to the Planning&Zoning
Commission to ensure the establishment of the detention basin.
8. Planting details should give information regarding the soil amendments within the
proposed detention basin. The standard recommendation call for a minimum of 12"of
topsoil amended with leaf compost, 30%by volume. This should be included in the
construction details.
9. The rear deck steps should be relocated to the sides of the decks instead of to the rear.
10. A maintenance plan for the retention basin should be added to the plans.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
"tAx-+-hP ldr
Elizabeth A. Warren, Chairperson
EW:dr
cc: Chief Building Official
KF Realty, LLC