HomeMy WebLinkAboutRiver Walk SRD Site Plan TOWN OF SOUTH WINDSOR
INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION Qp4
,} �
Application# h q- 14.f Date Received l
INSTRUCTIONS
1. One application (1) 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,
Section 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: Corner Meadow,L.L.C.
Address: 40 Windy Hill Drive, South Windsor, CT 06074
Phone: (home) 644-6524 (work) 644-2561 (fax) 644-4683
B. Legal owner's name: Corner Meadow, L.L.C.
Address 40 Windy Hill Drive, South Windsor, CT 06074
Phone(home) 282-1751 (cell) 543-2244 (fax)436-4764
(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 River Walk Senior Residence Development
1. Contact Person(if further information is needed)
Karen M. Isherwood,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.
Assessor's map# 88 Parcel# 7 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
®** (you are required to supply a copy of the letter with the list of the names of the abutters).
letter attached
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:
No filling nor excavation of on-site wetlands proposed On-site wetlands disturbance consists of
construction disturbance. Propose construction of 18 unit SRD and related improvements Time
element: 2 f construction seasons.
I. 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).
1,200f sq. ft. of on-site disturbance; 2.29f ac. upland review area disturbance. See above.
K. Acreage of wetlands and watercourses in regulated areas to be altered:
1,200 sq. ft. (on-site-temporary;
L. Acreage of wetlands and watercourses to be created: .20f acre
M. Lineal feet of proposed stream alteration: 0
N. Total land area of project and percentage, which is wetlands: 12.23 acresl55.9%(6.84 ac.)
O. 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.O.T., The Army Corps
of Engineers, and any other State, Local or Federal Permits.)PZC, ZBA approved),�DEP/Corps
of Engineers(to be determined).
Direct Abutters List
River Walk SRD
Sullivan Avenue
South Windsor, Connecticut
DPI Project No. 02-1687
Map/Lot No. Progegy Owner Mailing Address
88/1 Town of South Windsor 1540 Sullivan Avenue
88/6 John J. Mitchell 1209 Sullivan Avenue
88/9 Marilyn M. Morrison 259 Pierce Road
88/18 William E. &Martha M. Aman 878 Strong Road
DESIGN PROFESSIONALS, INC.
civil engineers ♦ planners ♦ surveyors
gis ♦ gps ♦ landscape architects
Transmitted via certified mail
November 1, 2004
Dear Current Abutting Property Owner,
Re: Application of Corner Meadow, LLC
River Walk Senior Residence Development
Sullivan Avenue&Pierce Road
South Windsor, Connecticut
DPI Project No. 1687-
In accordance with regulations of the Inland Wetlands Agency and the Planning&Zoning
Commission, we are required to notify you that an application has been filed on the property
abutting yours and is subject to a hearing(s)by the Inland Wetlands Agency and Planning&
Zoning Commission. The applications and plans are on file with the South Windsor Planning
Department in the Town Hall.
As an abutting property owner you are invited to the hearing(s) to ask questions and/ or
give comments, however, you are not required to attend. You may also submit written comments
regarding the application(s)prior to the meeting if you so desire. For further information
regarding the specific date this application will be heard, please contact Kelli Koehler,
Administrative Secretary,Michele Lipe, Deputy Planning Director, or Jeffrey Folger,
Environmental Planner, at the South Windsor Planning Department at 644-2511, ext. 253, 252 or
229, respectively. Thank you.
Sincerely;
DESIGN OFESSIONALS, INC.
By:
Peter R. DeMallie
President
165 South Satellite Road, South Windsor,Connecticut 06074
Tel: (8W)291-8755•Fax: (860)291-8757
Email: dpicivil@aol.com
Stormwater Management Plan
River Walk �pV ® % 200�
Senior Residence Development
Y
South Windsor, Connecticut
Prepared by
Design Professionals,Inc.
165 South Satellite Road
South Windsor, CT 06074
DPI Project No. 02-1687
April 21,2004
Rev. 11/01/04
Table of Contents: Page#
Introduction 1
Proposed Development 1
Off-Site Analysis 1
Peak Runoff control 1
Nonstructural Drainage System 1
Riparian Buffers 1
Erosion/Sedimentation Control Systems 1
Conveyance System 2
Discharge at the Natural Location 2
Maintenance and Operation 2
Topographic Contour Maps 2
Floodplain Boundaries 2
Drainage Design 2
Water Quality 4
On-Site Storm Sewer Calculations 4
nl in Co cuso s 4
Appendices
Site Location Map A
TR-55 Existing Conditions B
TR-55 Developed Conditions C
Detention/Infiltration Basin Design D
Detention/Infiltration Basin Routings E
Storm Sewer Calculations F
Introduction: The proposed River Walk Senior Residence Development consists of two
adjacent sites located on the west side of Sullivan Avenue in South Windsor,
Connecticut. The site consists of 11.91 acres of land presently owned by Corner
Meadow, L.L.C. and will also include an additional 0.29 acres to be purchased from the
abutting property owner to the north,John Mitchell. The site presently contains a vacant
single family home. The site is traversed by the Podunk River, and has substantial
wetland and floodplain areas associated with the Podunk River. Appendix A contains a
site location map.
Proposed Development: The proposed development of the site includes the construction
of 18 units of senior housing contained within 7 buildings. As part of the development,
an access roadway and driveways will be constructed with residences serviced by public
sanitary sewer and water.
The storm drainage system proposed for the development includes the installation of
storm-sewers within the proposed access street and a piped storm drainage system. The
drainage discharge from the development will be to a detention/infiltration basin which
will discharge to the Podunk River.
Off-Site Analysis: The site presently drains southwest directly to the Podunk River via
overland flow. The Podunk River traverses the site from north to south.
Peak Runoff Control: The intent of the design is to provide sufficient
detention/infiltration on site to provide post development peak discharges at or below
existing peak discharges.
Nonstructural Drainage Systems: The site will make use of an Infiltration/Detention
basin to help control the runoff on the site, and help treat the runoff prior to discharge.
Riparian Buffers: Buffer areas will be maintained between the Podunk River and the
proposed development.
Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control
plan has been developed as part of the site 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 temporary sediment basins during construction.
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.
Conveyance System: The on-site conveyance system consists of a piped stormwater
system discharging to the infiltration/detention basin. The piped drainage system has
been designed to accommodate the runoff from a 10 yr. design storm.
Discharge at the Natural Location: The site presently drains to the Podunk River, and
will continue to under developed conditions.
Maintenance and Operation: The following maintenance operations will be required to
ensure the proper and efficient operation of the Storm Water System and
Infiltration/Detention basin. 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 within each lot shall be inspected annually. The
sumps shall be cleaned when the depth of material within the sumps reaches 1'.
Pavement Sweeping: The pavement areas shall be swept at a minimum of once
per year, in the spring shortly after the end of the snow season.
Infiltration/Detention Water Quality Basin: The water quality basin shall be
inspected twice yearly. All large woody growth that may affect the flow of water
or the stability of the basins or swale 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. Any erosion
or other problems that may affect the proper operation of the water quality basin
shall be repaired promptly.
Topographic Contour Maps: A topographic contour map showing the drainage area at
a scale of 1"=40' is included in the rear of this report.
Floodplain Boundaries: There are floodplain boundaries on the site.
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 drainage piping on site was designed using the rational formula. The
detention/Infiltration basin was sized using a computer program by Hydrographs called
Hydroflow. The program allows for the development of hydrographs representing the
developed flows into the basin, and the modeling of the basin with
elevation/storage/discharge curves to represent the basin. The program then provides the
routing of the hydrograph through the basin, and provides peak discharge and storage
information.
The existing site was modeled using the TR-55 computer program. Only the portion of
the site that will be developed as part of the proposed development was included in the
calculations. Approximately 0.35 ac. of the developed site will not be routed through the
basin, and therefore this area was treated separately under both existing and proposed
conditions. The TR-55 calculations for existing conditions on the site are included in
appendix B.
The site was analyzed under developed conditions using the TR-55 computer program.
Under developed conditions,there will be an increase in peak runoff from the site. The
results of the TR-55 analysis are included in appendix C, and a summary of the existing
and developed peak discharges (in cubic feet per second) follows:
Storm Freq. Exist. Peak Discharge Developed Peak Disch.
2 0 + 1 1 0+6 6
10 0+ 3 3 1 + 11 12
25 0+4 4 1 + 13 14
50 1 +6 7 1 + 15 16
100 1 +7 8 2+ 18 20
The site will continue to discharge to the Podunk River. In order to mitigate for the peak
flows, a detention/infiltration basin is proposed. The basin has been sized to provide
sufficient detention for the 2-100 year storm events. The basin was sized to provide peak
flows at or below existing conditions. The results are summarized below:
Storm Freq. Exist.Peak Disch. Dev. Peak Disch. Dev. Peak Disch. Combined Dev.
(Bypassing Basin) (Det. Basin) Peak Discharge
2 1 0 0.63 0.6
10 3 1 1.23 2.2
25 4 1 3.04 4.0
50 7 1 4.41 5.4
100 8 2 5.15 7.1
The proposed detention basin was modeled using the Hydrograph Hydroflo computer
program. The basin design is included in appendix D. The Routing of the storm flows
under developed conditions for the 2-100 year storm events were prepared, and are
included in appendix E.
As can be seen from the detention basin design,the discharge for the 2-100 year storm
events is generally less than the existing peak discharge into the Podunk River.
Water Quality: The infiltration/detention basin has been designed with a volume below
the outlet discharge pipe that will provide capacity for the initial flush from the site. This
volume exceeds the volume of runoff from the site for a 1.0"rainfall event.
On-Site Storm Sewer Calculations: The storm sewer calculations for the storm piping
within the proposed private roadways are included in appendix F. The storm sewer has
been designed for a 10-year design storm utilizing the rational formula.
Conclusions: The on-site stormwater system with the associated infiltration/detention
basin will mitigate any potential water quality and quantity impacts from the
development of the site.
APPENDIX A
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APPENDIX B
1687-EXP
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : RIVER WALK User: KMI Date: 03-31-04
County : HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS
Subarea : EXIST
-------------------------------------------------------------------------------
Hydrologic soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Impervious Areas
Paved parking lots, roofs, driveways - .06(98) - -
OTHER AGRICULTURAL LANDS
Pasture, grassland or range good - 3.71(61) - -
Total Area (by Hydrologic soil Group) 3.77
-------------------------------------------------------------------------------
SUBAREA: EXIST TOTAL DRAINAGE AREA: 3.77 Acres WEIGHTED CURVE NUMBER: 62*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project RIVER WALK User: KMI Date: 03-31-04
County HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS
-------------------------------------------------------------------------------
Flow Type 2 year Length slope surface n Area Wp Velocit Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec (hr)
-------------------------------------------------------------------------------
sheet 3.2 50 .20 F 0.054
sheet 250 .06 F 0.319
shallow concent'd 280 .06 U 0.020
Time of concentration = 0.39*
- sheet Flow surface Codes ---
A smooth surface F Grass, Dense --- shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
c Cultivated < 20 % Res. H woods, Light P Paved
D Cultivated > 20 % Res. I woods, Dense U unpaved
E Grass-Range, Short 7 Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Page 1
1687-EXP
Project RIVER WALK User: KMI Date: 03-31-04
County HARTFORD State: CT Checked: Date:
Subtitle: EXISTING CONDITIONS
Data: Drainage Area 3.77 * Acres
Runoff Curve Number 62 *
Time of Concentration: 0.39 * Hours
Rainfall Type III
Pond and Swamp Area NONE
1 Storm Number 1 2 �===3 �=--4 �-- 5--�
1----------------------1------►------1------1------1------1
Frequency (yrs) l 2 1 10 I 25 1 50 1 100
24-Hr Rainfall (in) 3.2 4.7 5.5 6.2 1 6.9
Ia/P Ratio 1 0.38 1 0.26 10.22 i 0.20 i 0.18
Runoff (in) 0.48 1.26 1.76 12.23 12.73 I
I I I I I I I
l unit Peak Discharge 10.494 10.620 10.641 10.655 10.666 1
(cfs/acre/in) I I I I I I
i Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 11.00 i
1 0.0% Ponds used I I I I I i
1----------------------1------1------i------1------1------1
1 Peak Discharge (cfs) 1 1 l 3 1 4 ► 6 l 7
* - Value(s) provided from TR-55 system routines
Page 2
1687-EP
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project RIVER WALK User: KMI Date: 03-31-04
County HARTFORD State: CT Checked: Date:
subtitle: EXISTING CONDITIONS - AREA BYPASS BASIN
Subarea : EXIST
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
OTHER AGRICULTURAL LANDS
Pasture, grassland or range good - 0.35(61) - -
Total Area (by Hydrologic soil Group) .35
-------------------------------------------------------------------------------
SUBAREA: EXIST TOTAL DRAINAGE AREA: .35 Acres WEIGHTED CURVE NUMBER: 61*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : RIVER WALK User: KMI Date: 03-31-04
County : HARTFORD State: CT Checked: Date:
subtitle: EXISTING CONDITIONS - AREA BYPASS BASIN
-------------------------------------------------------------------------------
Flow Type 2 year Length slope surface n Area Wp Velocit Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec (hr)
-------------------------------------------------------------------------------
sheet 3.2 150 .06 F 0.212
Time of Concentration = 0.21*
--- sheet Flow surface codes ---
A smooth surface F Grass, Dense --- shallow concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- surface codes ---
d < 2 Res. H Woods
C Cultivate 0 % Light P Paved
D cultivated > 20 % 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 : RIVER WALK User: KMI Date: 03-31-04
County : HARTFORD State: CT Checked: Date:
subtitle: EXISTING CONDITIONS - AREA BYPASS BASIN
Data: Drainage Area .35 * Acres
Runoff curve Number . 61 *
Time of Concentration: 0.21 * Hours
Page 1
1687-EP
Rainfall Type III
Pond and swamp Area NONE
I storm Number=====___=�=== 23-- ---4-- ---5--�
1----------------------I------1------i------I------1------1
I Frequency (yrs) I 2 1 10 l 25 I 50 I 100 I
24-Hr Rainfall (in) j 3.2 4.7 5.5 6.2 I 6.9 I
jIa/P Ratio 0.40 0.27 0.23 10.21 0.19
jRunoff (in) 0.44 j 1.19 j 1.68 j 2.14 j 2.63
unit Peak Discharge 10.584 10.769 10.792 10.808 10.820 1
(cfs/acre/in) I I I I I
I Pond and swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00
1 0.0% Ponds used I I I I I
----------------------1------1------I------I------I------I
I Peak Discharge (cfs) 1 0 1 0 1 0 1 1 1 1 1
* - Value(s) provided from TR-55 system routines
Page 2
APPENDIX C
1687-PBP
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : RIVER WALK User: KMI Date: 03-31-04
County : HARTFORD State: CT Checked: Date:
subtitle: PROPOSED CONDITIONS - BASIN
subarea : PROP.
-------------------------------------------------------------------------------
Hydrologic soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
open space (Lawns,parks etc.)
Fair condition; grass cover 50% to 75% - 1.49(69) - -
Impervious Areas
Paved parking lots, roofs, driveways - 2.28(98) - -
Total Area (by Hydrologic Soil Group) 3.77
-------------------------------------------------------------------------------
SUBAREA: PROP. TOTAL DRAINAGE AREA: 3.77 Acres WEIGHTED CURVE NUMBER: 87*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : RIVER WALK User: KMI Date: 03-31-04
County : HARTFORD State: CT Checked: Date:
Subtitle: PROPOSED CONDITIONS - BASIN
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope surface n Area Wp Velocit Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec (hr)
-------------------------------------------------------------------------------
sheet 3.2 50 .20 E 0.037
sheet 100 .02 E 0.163
shallow Concent'd 60 .01 P 0.008
Time of concentration = 0.21*
--- sheet Flow surface codes ---
A smooth surface F Grass, Dense --- shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H woods, Light P Paved
D Cultivated > 20 % Res. I woods, Dense U Unpaved
E Grass-Range, Short 7 Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : RIVER WALK User: KMI Date: 03-31-04
Page 1
1687-PBP
County : HARTFORD State: CT Checked: Date:
Subtitle: PROPOSED CONDITIONS - BASIN
Data: Drainage Area 3.77 * Acres
Runoff Curve Number 87 *
Time of Concentration: 0.21 * Hours
Rainfall Type III
Pond and Swamp Area NONE
1 Storm Number 1 2 �===3 �===4 �-- 5--�
1----------------------1------1------1------1------1------1
Frequency (yrs) 1 2 1 10 1 25 1 50 ► 100 1
j24-Hr Rainfall (in) j 3.2 i 4.7 j 5.5 6.2 j 6.9 '
Ia/P Ratio 10.09 0.06 0.05 0.05 j 0.04
used 0.10 0.10 0.10 10.10 1 0.10 I
Runoff (in) 1.91 3.29 4.04 4.71 5.38
unit Peak Discharge 10.871 10.871 10.871 10.871 10.871 1
1 (cfs/acre/in) I I I I I I
Pond and Swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds used I I I I I I
1----------------------1------1------1------1------1------1
1 Peak Discharge (cfs) 1 6 1 11 1 13 I 15 1 18
- Value(s) provided from TR-55 system routines
Page 2
1687-PP
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project RIVER WALK User: KMI Date: 03-31-04
County HARTFORD State: CT Checked: Date:
subtitle: PROPOSED CONDITIONS - AREA BYPASS BASIN
subarea : PROP.
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Fair condition; grass cover 50% to 75% - .20(69) - -
Impervious Areas
Paved parking lots, roofs, driveways - .15(98) - -
Total Area (by Hydrologic Soil Group) .35
-------------------------------------------------------------------------------
SUBAREA: PROP. TOTAL DRAINAGE AREA: .35 Acres WEIGHTED CURVE NUMBER: 81*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : RIVER WALK User: KMI Date: 03-31-04
County : HARTFORD State: CT Checked: Date:
subtitle: PROPOSED CONDITIONS - AREA BYPASS BASIN
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope surface n Area Wp velocit Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec (hr)
-------------------------------------------------------------------------------
Sheet 3.2 100 .06 E 0.105
sheet 60 .20 E 0.043
Time of Concentration = 0.15*
--- sheet Flow surface Codes ---
A smooth surface F Grass, Dense --- shallow Concentrated ---
B Fallow (No Res.) G Grass, Burmuda --- surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % 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 RIVER WALK User: KMI Date: 03-31-04
County HARTFORD State: CT Checked: Date:
Page 1
1687-PP
subtitle: PROPOSED CONDITIONS - AREA BYPASS BASIN
Data: Drainage Area .35 * Acres
Runoff Curve Number 81 *
Time of Concentration: 0.15 * Hours
Rainfall Type III
Pond and Swamp Area NONE
I storm Number 1 �===2 �===3 �---4 �-- 5--�
1----------------------1------1------1------1------1------1
Frequency (yrs) i 2 1 10 I 25 1 50 1 100 1
I I I I I I I
24-Hr Rainfall (in) 1 3.2 1 4.7 1 5.5 1 6.2 I 6.9
Ia/P Ratio j 0.15 0.10 0.09 0.08 10.07
jused j 0.15 10.10 0.10 j 0.10 0.10
Runoff (in) 1.47 i 2.72 i 3.43 i 4.07 i 4.71
junit Peak Discharge 10.924 10.951 10.951 10.951 10.951
(cfs/acre/in) I I I I I
1 Pond and swamp Factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00
I 0.0% Ponds used I I I I I I
----------------------I------I------1------I------1------1
1 Peak Discharge (cfs) 1 0 1 1 I 1 I 1 1 2
* - value(s) provided from TR-55 system routines
Page 2
APPENDIX D
Reservoir Report Page 1
Reservoir No. 3 - 2.61 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(cuft) Total storage(cult)
0.00 71.40 9,542 0 0
1.00 72.00 10,220 9,881 9,881
3.00 74.00 12,590 22,810 32,691
5.00 76.00 15,120 27,710 60,401
Culvert i Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 12.0 6.0 0.0 0.0 Crest Len ft = 3.50 0.00 0.00 0.00
Span in = 12.0 6.0 0.0 0.0 Crest El.ft = 73.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El.ft = 71.40 71.40 0.00 0.00 Weir Type = Rect - - -
Length ft = 20.0 1.0 0.0 0.0 Multi-Stage = Yes No No No
Slope% = 0.50 1.00 0.00 0.00
N-Value = .013 .013 .000 .000
Ord.coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No EAItration 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 Civ B Civ C Civ D Wr A Wr B Wr C Wr D EAU Total
ft cuft ft efs cfs efs cfs cfs afs cfs cfs cfs cfs
0.00 0 71.40 0.00 0.00 - - 0.00 - - - - 0.00
1.00 9,881 72.00 0.61 0.37 --- --- 0.00 --- --- - -- 0.37
3.00 32,691 74.00 5.37 0.27 - - 5.11 - - - -- 5.37
5.00 60,401 76.00 7.65 0.09 -- -- 7.53 - - - -- 7.62
APPENDIX E
Hydrograph Summary Report Page I
hlyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
NO. type flow interval peak hyd(s) elevation storage description
(origin) (Cftft) (min) (min) (tuft) (ft) (cuft)
I SOS Runoff 6,30 1 729 23,626 -- — — PROP.STORM THRU BASIN
2 Reservoir 0.63 1 1122 20,346 1 72.30 12,413 THRU 2.51 BASIN
Prof. file: 1687-DRAINAGE.gpw I Return Period: 2 yr Run date: 04-20-2004
Hydrafkm Hydrographs by lntelisotve
Hydrograph Summary Report Page 1
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (Cft) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 11.00 1 729 41,571 — --- PROP.STORM THRU BASIN
2 Reservoir 1,23 1 785 33,276 1 73.06 2ZO17 THRU 2.51 BASIN
I I
Proj. file: 1687-DRAIN) Return Period: 10 yr Run date: 04-20-2004
Hydraflow Hydrographs by IntelisoNe
Hydrograph Summary Report Page I
Hyd, Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type now interval peak hyd(s) elevation storage description
(origin) (clfs) (min) (min) (cuff) (ft) (cult)
I SCS Runoff 13,54 1 729 51,538 — — — PROP.STORM THRU BASIN
2 Reservoir 3-04 1 757 41,838 1 73.34 25,157 THRU 2_51 BASIN
_A I
Proj. file: 1687-DRAINAGE.gpw Return Period: 25 yr Run date: 04-20-2004
Hydrafkyw Hydrographs by Intelisolve
Hydrograph Summary Report Page I
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cis) (min) (min) (cuft) (ft) (cuft)
SCS Runoff 15.77 1 729 60,396 — — PROP.STORM THRU BASIN
2 Reservoir 4,41 1 753 50,143 1 73,58 27,881 THRU 2.5A BASIN
Proj. file: 1687-DRAINAGE.gpw I Return Period: 50 yr Run date: 04-20-2004
Hydraflow Hydrographs by Intelisolve
'11'yd-rograph Summary Report Page I
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfS) (min) (min) (tuft) (ft) (cuft)
I SCS Runoff 18.00 1 729 69,349 — — — PROP.STORM THRU BASIN
2 Reservoir 5,15 1 752 58,553 1 73.87 31,189 THRU 2-5:1 BASIN
Prof file: 1687-DRAINAGE.gpw I Return Period: 100 yr Run date: 04-20-2004
Hydrafkxv Hydrographs by Intelisolve
nydrograph Report Page 1
Hydrograph type = Reservoir Peak discharge = 0.63 cf-,--
Inflow hyd. No. = I Reservoir name = 2-5:1 POND
Max. Elevation = 72.30 ft Max. Storage = 12,413 cuft
Storage Indicatim method used. Outflow hydrograph volume 20,346 cuft
Hydrograph Discharge Table
18.72 0.15 72.30 0-66 0.63 -- -- -- -- -- -- -- 0.63
18.73 05 72.29 0.64 0.62 -- -- -- -- -- -- -- 0.62
18-75 0-15 7229 O�04 0.62 -- -- -- -- -- -- -- O�02
18.77 0.15 72.28 0.64 0.82 --- --- --- --- '-- --- --- 0.02
18.78 0.15 72.29 0.64 0.82 --- --- - --- --- --- --- 0.62
18.80 0.15 72'28 0.83 0.62 --- --- --- --' --- --- --- 0.62
18.82 0'15 72'28 0.03 0.62 -- -- -- -- -- -- -- 0.62
18.83 0.15 72.28 0.83 0.61 --- --- --- --- --- --- --- 0.81
18.85 0.15 7Z27 0.63 0.81 --- --- --- --- --- --- --- 0.61
18.87 0.15 72,27 0.63 8.61 --- --- --' --- --- ---- --- 0.01
18.88 0.15 72.27 O'G2 0.81 --- --' --' --- --- --- --- 0.61
18.90 DA5 72.27 0'62 0.61 --- --- --' --- --- --' --- 0-61
18.92 0.15 72.26 0.62 0.61 --- --- --' --- --' --- --- 0.61
18.83 0.15 72.28 0.62 0.61 --- --- --- --- --- --- --- 0.61
18.95 0.15 72.26 &62 0.60 --- --- --- --- -- --- --- 0.80
18.97 O�15 73.26 0.61 8.60 --- --- --- ---' --- ---- --- 0.6O
18.98 0.15 72.25 0.61 0.60 --' --' --- --- --- --- --- 0.60
19.00 0.15 7225 0.81 0.60 --- --- --- --- --- --' --- O'GO
10.02 0.15 72.25 8.81 0.60 --- --- --- --' -_- --- --- 0.60
19.03 0.15 72.24 0.61 0.60 --- --- --- --- --- --- --- 0.80
19.05 0.15 72.24 0.80 0.00 --- --- --- --- --- ---- --- 0.80
.. End
Hydrograph Report Page I
Hydrograph type = Reservoir Peak discharge = 1.23 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = 2.5:1 POND
Max. Elevation = 73.06 ft Max. Storage = 22,017 cuft
Storage lndir_�method used, Outflow hydrograph volume 33,276 cuff
Hydrograph Discharge Table
13.17 1.14 73.08 1.22 0.89 --- --- 0.33 --- --- --- --- 1-22
13.18 113 73.06 1.22 0.89 -- -- 0.32 -- -- -- -- 1.22
13.20 1.12 73.08 1.22 (lSO --- --- 0.32 --- --- --- --- 1.22
13.22 1.11 73.06 1.22 0.90 -- -- 0.32 -- -- -- -- 1.21
1323 1.10 73.06 1.21 O.&O '-- ---- 0.32 --- --'- --- '--- 121
13.25 1.09 73.86 1.21 0.90 --- --- 0.31 1.21
13.27 1.08 73.06 1.21 0.90 --' --- 0.31 --- --- --' --- 1.21
13.28 1.08 73.06 1.21 0.90 --- --- 0.31 --- '=- --- --- 1.20
13.30 1.07 73M 1.20 0.90 --- --' 0.30 --- --- --' --' 1.20
13.32 1.06 73M 1.20 0.90 --- ---- 0.30 --- --- --- --- 120
1333 1.06 73.06 1,20 0.80 --- --- 0.30 --- --- --- --' 1.19
, 13.35 1.05 73.09 1.19 0.90 --- --- 0.29 --- --- --- --' 1.18
13.37 1.05 73.06 1.19 0.90 --- --- 0.29 --- --' --- --- 1,19
13.38 1,04 7305 1.19 0.80 --- --- 0.28 --- --- --- '-- 1.18
13.40 1M 73.05 1.18 0.80 --- --- 0.28 --- ---- --- --- 1 18
13.42 1.03 73.05 1.18 0.90 -'-- --- 0.28 --- --- --- '--- 1.18
13.43 102 73.05 1.18 0.90 --- --- 0.27 --- --- --- --- 1.17
13A5 1.02 73.05 117 0.90 --- --' 0.27 --' --' --- --' 1.17
Hydrograph Report Page I
"raflow Hydrographs by Intelisolve
Hyde No. 2
THRU 2.5:1 BASIN
Hydrograph type = Reservoir Peak discharge = 3.04 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd, No. = 1 Reservoir name = 2-5-1 POND
Max. Elevation = 73.34 ft Max. Storage = 25,157 cuff
Storage Indication method used. Outflow hydrograph volume=41,838 cuft
Hydrograph Discharge Table
Time Inflow Elevation CIv A CIv B CIV C Civ D Wr A Wr B Wr C Wr D Ell Outflow
(hrs) cfs ft CfS Cft cfs cfs cfs cfs Cfs cfs cfs cfs
12.53 4.07 73.33 2.94 0.68 - 2.25 2.94
12.55 3.82 73-33 2-98 0.68 - 2.30 2-98
12.57 3.58 73.34 3.01 0.67 2.34 3.01
12,58 3.35 73.34 3.03 0.67 2.36 ---- ----- 7---- ----- 3.03
12.60 3.14 73.34 3.04 0.67 ----- 2.37 ----- ----- ---- ----- 3.04
12-62 2-95 73.34<< 3.04 0.67 ----- 2.37 ----- ----- 3,04<<
12.63 2.77 73.34 3.03 0.67 2.36 3.03
12.65 2.62 73.34 3.02 0.67 2.35 3.02
12.67 2.49 73.33 3.00 0.68 2-32 3.00
12.68 2.37 7133 2-97 0.68 ----- ----- 2.30 2.97
12.70 2.28 73.33 2.95 0.68 ----- ----- 2.26 ----- ----- 2.94
12.72 2.19 73.32 2.91 0.68 ----- ----- 2.23 ---- ----- ----- ----- 2.91
...End
Hydrograph Report Page I
Hydrograph type = Reservoir Peak discharge = 4.41 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = 2.5:1 POND
Max. Elevation = 73.58 ft Max. Storage = 27,881 cuft
Storage lndica�ffmAhod used. Outflow hydrograph volume 50,143 cuff
Hydrograph Discharge Table
Time Inflow Elevation CIv A Giv B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow
12.53 4.69 73.58 4.41 0.46 -- -- 3.95 -- _- -- -- 4.41
12.55 4.40 73.58<< 4.41 0.45 -- -- 3.96 -- -- -- -- 4.41 «<
12'57 4.12 73�58 4.41 0,46 -- -- 3-95 -- -- -- -- 4.41
12.58 3.86 73.58 440 0.40 --- --- 3.84 --- --- --- '-- 4,40
12.60 2.62 73.57 4.38 0.46 --- --- 3.92 --- --- --- --- 4.38
12.02 3.39 73.57 4.36 0.46 '--- --- 3.00 --- --- '--' --- 4.38
12.03 3.19 73.56 4.33 0.47 --- --- 3.86 --- --' --' --' 4.33
12'65 3'02 73.58 4.30 0.47 --- --- 3.02 --- --- --- --- 4.30
13.67 2.86 73.55 4.27 0.48 --' --' 3.79 --- --' --- --- 4.27
12.68 2.73 7&54 4.23 0.49 --- --- 3.74 --- --- --- --- 4-23
12.70 2.62 7153 4.19 0.50 --- --- 3�70 --- --- ---- '-- 4.19
-End
_
Hydrograph Report Page I
Hydraftow Hydrographs by Intelisotm
Hyd. No. 2
THRU 2.5:1 BASIN
Hydrograph type = Reservoir Peak discharge = 5.15 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = 2.5:1 POND
Max. Elevation = 73.87 ft Max. Storage = 31,189 cuft
Storage Indication method used. Oufflmv hydrograph volum A 58,553 cuft
Hydrograph Discharge Table
Time Inflow Elevation CIv A CIv B CIv C CIv D WrA Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.37 8,93 73.77 4.95 0.35 4.60 - - 4.95
12.38 8.46 73-79 5.00 0.34 4.66 - - 5.00
12.40 8.05 73.80 5.04 0.33 4.71 - - 5.04
12.42 7.68 73.82 5.07 0.33 ----- ----- 4.74 ----- ----- ----- ----- 5.07
12.43 7.33 73.83 5.09 0.32 ---- ----- 4-76 ----- ---- ---- ----- 5.09
12-45 7.00 73.84 5.11 0.32 4.79 ----- ----- ----- 5.11
12.47 6.66 73.85 5.12 0.32 4.80 5.12
12.48 6.32 73-86 5.13 0.32 4-82 5-13
12,50 5.98 73.86 5.14 0.31 4.83 5.14
12.52 5,64 73.87 5.15 0.31 ----- ----- 4.84 --- ----- 5,15
12.53 5.31 73.87<< 5.15 0.31 ----- ----- 4.84 ---- ----- ----- ----- 515 <<
12.55 4.98 73-87 5.15 0.31 ---- ----- 4.84 ----- ----- ----- ----- 5.15
12.57 4.67 73.87 5.15 0.31 - - 4.84 - 5.15
12.58 4.37 73.86 5.14 0.31 - - 4-83 - 5-14
12-60 4-09 73.86 5.14 0.31 - - 4.82 - 5.13
12,62 3.84 73.85 5.13 0.32 --- ---- 4.81 --- ----- ----- ----- 5.12
12-63 3.61 73.84 5.11 0.32 ---- ----- 4.79 511
12.65 3.41 73.84 5.10 0.32 ----- ----- 4,78 ----- ----- ----- 5.10
12.67 3.24 73.83 5-08 0.33 4.76 5,08
12,68 3.09 73.82 5.07 0.33 4.74 5.07
12.70 2.96 73.81 5.05 OM 4.72 5.05
12.72 2.85 73.80 5.02 0.34 ----- ----- 4.69 --- ----- 5.02
12.73 2.76 73.78 4.99 0.34 ----- ----- 4.65 ----- ----- 4.99
12.75 2.68 73.77 4.96 0.35 ----- ----- 4.61 ----- ----- ----- ----- 4.96
12.77 2.62 73-76 4.93 0-35 4.58 - - - - 4-93
12.78 2.57 73.75 4.90 0.36 4.54 - - - - 4.90
...End
APPENDIX F
JOB
esign nHEE1 NO OF
professionals, inc. CA1(,Vl.ATFD Ry DAT( --- -.
)ESIGN STORM FREG?UENCY clvllengineers • planners • surveyors • gis Cori � CHECKED By
.. DATE .- -- -•---- --
Run tncrn► A x C T.C. i (a
roa+ To A C Inc r. o . in ImAr S: L t
cf: NOTE
Qs V
�
a
9 )� I V�/. 3 1.7 1� 0
4 • o U'? D •o � , n � 3,
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513
-------------
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s
w` 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074'
SOR-CO TELEPHONE (860) 644-2511
MAR 3 1 2006
March 31, 2006
Mr. William Aman
878 Strong Road
South Windsor, CT 06074
Re:- ,Riverwalk SRD Certificates of Occupancy
Dear Mr. Aman,
We understand you will soon begin requesting Certificates of Occupancy(CO)for the
_ Riverwalk SRD on Pierce Road and.Sullivan Ave. The Town's primary concern in
issuing any-CO is the safety of,the persons living at the development. We also expect
most of the work around of the occupied buildings to be completed to minimize the
inconvenience of living in a construction area. With those considerations, the following
items need to completed before the Town will sign-off any CO requests.
-1. The main driveway(Wildlife Trail) must be swept clean and kept clear of
construction materials and equipment so at least one lane is kept open at all times
and both lanes are open nights.and weekends. All potential hazards to vehicles
using this road must be removed, covered or visibly marked and barricaded.
2. The street name sign and stop sign must be installed on Wildlife Trail at Pierce Road
3. The street lights from Pierce Road to the units to be occupied must be installed,
energized and working.
4. The sidewalks.must be installed along the entrance drive and common areas to
directly in front of the units to be occupied.
5.-The unit-driveway must be paved prior to issuance of a CO.
6. All curb must be installed to help control runoff and minimize erosion.
7. The construction debris and garbage on site must be picked up and disposed
properly.
.8. All damaged catch basin tops, manhole frames and covers and utility gates in the
pavement must be replaced. Several catch basin tops are chipped and cracked
from snow plowing and/or construction equipment traffic. These all need to be
shimmed until the top pavement course is installed.
9. Several electric/phone/cable transformers/boxes/handholes appear to be set high,
way above finished grade. These need to be lowered so the bases are at the same
level as the surrounding finished grade.
10.An as-built plan must be completed,showing the unit to be occupied and all other
completed units. This can be updated .with each CO request. When the site
construction is complete the as-built needs to be completed.
11.The sanitary sewer main Fines must be completed and pass the required air and
mandrel tests.
Page 2
Mr. William Aman
March 31, 2006
12.We need to receive the materials certifications, quantity slips and compaction test
results for the bituminous concrete pavement binder course before any CO will be
approved. We will also need this information for the top course of pavement when it
is installed (the final pavement can be bonded and completed after CO are issued).
13.All easements must be finalized and recorded in the Town Clerk's office.
14.Finish grading and seeding the perimeter areas where feasible by June 15, 2006.
15.The Town will require a bond to cover all unfinished site work and a final as-built.
Quantity estimates need to be submitted ASAP so the bond amount can be
established and set by the Planning & Zoning Commission.
Please call me at 644-2511 x245 if you have any questions.
Sincerely,
effrey B. Doolittle, P.E.
Town Engineer
cc: Marcia Banach, Director of Planning
Bernie Drabeck, Engineering Inspector
Chris Doug"an, Chief Building Official
Jeff Folger, Environmental Planner,/
Barbara Barbour, 5 Old Parish Road, South Windsor
John Mitchell, Comer Meadow, LLC, 40 Windy Hill Drive, South Windsor
Lloyd Folsom, Folsom Construction, 138 Rye Street, South Windsor
Ralph Alexander, 225 Oakland Road, Suite 306, South Windsor, (Via Facsimile)
tOW N 8F�
r -aa� O-P Sou W
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
Soe.co TELEPHONE (860) 644-2511
August 2, 2010
Corner Meadow LLC
Barbara Barbour
7 Wild Life Trail
South Windsor CT 06074
Dear Ms. Barbour:
Re: 04-74P, River Walk SRD-Landscape Bond Release
This is to advise you that the Planning and Zoning Commission voted on July 27, 2010 to release the
above mentioned bond in the total amount of$5,000.
If you have any further questions contact the Planning Department at 644-2511, ext. 252. Thank you.
Very truly yours,
Patrick Kennedy, Chairman `� ....
PLANNING&ZONING COMMISSION
PK/ma
cc: Town Engineer
DESIGN PROFESSIONALS, INC.
civil engineers-planners-surveyors
gis-gps-landscape architects
(ZEE - -E®
LETTER OF TRANSMITTAL
OCY 0 5 z006
SOUTH W�NDSORROMG DEPT.
TO: Marcia Banach DATE: 104-06
RE: UulJa DPI Project No.:
WE ARE SENDING YOU:
❑ for your use ❑ at your request
® for approval ® for your files
❑ for review and comment ❑other
THE FOLLOWING: I am submitting 2 copies of the latest approved change order plan for
Riverwalk SRD. More specifically, this revision corrects the conflict between
the san. Lateral for unit#1 and the 12"pvc pipe for the yard drain#2 which
we were originally seeking to eliminate.
Please let me know if this is acceptable. Thank you.
cc: Bill Aman w/enclosures(2 copies: 1 for contractor/1 for client)
DESIGN PROFESSIONALS, INC.
By:
Karen Isherwood, P.E.
Project Manager
165 South Satellite Road, South Windsor,Connecticut 06074
Tel: (860)291-8755 .Fax: (860)291-8757
www.designprofessionalsinc.com
SOW N St
co
5 &
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
°Sox-coy TELEPHONE (860) 644-2511
April 18, 2007
John Mitchell
Corner Meadow, LLC
40 Windy Hill Drive
South Windsor, CT 06074
Dear Mr. Mitchell:
Re: Expiring Letters of Credit Appl#04-74P, Corner Meadow LLC
We have not as yet received the renewal of the letter of credit in the amount of$95,960.00, which will expire
5/2/07, as noted in our previous renewal request.
Please be advised that discussion of this matter will be placed on the 4/24/07 agenda of the Planning &
Zoning Commission. Calling of the letters of credit will be initiated at that time, if we have not received a
renewal.
Very truly yours,
Michele R. Lipe, AICP
Assistant Director of Planning
MRL/dma