HomeMy WebLinkAboutApp 06-44P Quality Paving IWACC TOWN OF SOUTH WINDSOR RECEIVED
INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICA M3 1 2006
Application# CA r 9 y P Date Received R i t}L south Windsor
INLAND WETLANDS AGENCY
CONSERVATION COMMISSION
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,
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: Quality Paving,Co.,Inc.
Address: 194 South Main Street,East Windsor,CT 06088
Phone: (work) 860-690-6510 (fax)860-292-1103
B. Legal owner's name: Quality Paving, Co.,Inc.
Address: 194 South Main Street,East Windsor,CT 06088
Phone: (work) 860-690-6510 (fax) 860-292-1103
(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): Quality Paving
1. Contact Person(if figther information is needed)
Karen Isherwood,P.E.,Design Professionals, Inc.,phone 860-291-8755
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#96 Parcel#13 Zone: I
F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet
if necessary)
See attached.
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).**
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: R
The purpose is for the construction of a commercial building, gravel parking area and bituminous
pavement, a water quality basin and associated grading. There will be 22,309 SF of disturbance
within the Upland Review Area.
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).
22, 309 SF in the regulated buffer area, of which 200 SF is for stabilization at the basin
outlet.
K. Acreage of weUailds ail(1 WdLCil:ourSCs in.1'CgULitLGl[cllGitJ W UG a1lc1G11.
0.004 acre
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: 53,329±total SF/4.8%wetlands
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, WPCA
. P. The applicant (or designated representative) hereby attests that a sign will be posted at the
following location(s): 100 Strong Road by Design Professionals, Inc. on or before the following
date: as dijected by Town Staff
Signature:
These signs must be displayed continuously for at least ten (10) da s prior to scheduled meeting
(see Regulations, Section 7.3a)
The undersigned hereby applies for the regulated activities listed in paragraph H above,for an 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
othe ' e evaluating a me 'ts of the application both before and after a final decision has been
ued
Si of Owner of Property
Date
Signature of Applicant
Date
DESIGN PROFESSIONALS, INC.
civil engineers .planners . surveyors . gis .gps
RECEIVED Transmitted via certified mail
AUG 3 1 2006 September,2006
South Windsor
INLAND WETLANDS AGENCY
Dear Current Abutting Property Owner, CONSERVATION COMMISSION
Re: Quality Paving Co.,Inc. DPI Project No. 05-2147
Strong Road
South Windsor, Connecticut
In accordance with regulations of the Inland Wetlands Agency, 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. The application 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 Michele Lipe, Assistant
Planning Director, or Jeffrey Folger,Environmental Planner,at the South Windsor Planning
Department at 644-2511, ext. 252 or 229,respectively. Thank you.
Sincerely,
DESIGN PROFESSIONALS,INC.
By:.Am�UAM Nky-u'
Andrea M. Momnie
Executive Coordinator
PO BOX 1167, South Windsor,Connecticut 06074
Tel: (860)291-8755 •Fax: (860)291-8757
Direct Abutters
RECEIVED
Quality Paving Co.,Inc. AUG 3 1 200 L008 Strong Road 6
South Windsor, CT 'South Windsor
DPI Project No. 2147 CONSERVATI NCOMNUSMISSfON
August 30, 2006
RLR Investments,LLC Glen A.Knafel Kevin J.&Laurie A.Charette
PO Box 8000 119 Route 81 100 Strong Road
Willmington,OH 45177 Higganum,CT 06441 South Windsor,CT 06074
Sep 25 06 12: 34p Design Professionals 860-291 -8757 p. 2
� o
HIGHLAND SOILS LLC
April 5, 2006
Joe Urso
Design Professionals,Inc.
165 South Satellite Road
South Windsor,CT 06074
RE. QUALITYPAVING CO.INC.
STRONG ROAD
SOUTH WINDSOR, CT
Dear Joe:
The inland wetland boundaries on the above-referenced property were field
delineated on July 28,2005. The wetlands were field dflueated in accordance with the
standards of the National Cooperative Soil Survey and the definition of wetlands as found
in the Connecticut General Statutes,Chapter 440, Section 22A-38. I have reviewed the
plans prepared by your office and have found the representation of the field delineated
wetlands to be substantially correct.
The wetlands are associated with a brook that farms the eastern boundary of the
property. The brook is well defined by topography and is.:ssociated with terrace
escarpments of sand and gravel. The brook has eroded through the sand and gravel and has
exposed the lacustrine clays that dominate the substratum in the area. The wetland
boundaries generally follow the top of the embankment of-the brook. The site is dominated
by moderately well drained soils of the Sudbury Series. These soils formed on ten-aces of
sand and gravel. At the time the delineation was condw-,ted the site was wooded with
mixed hardwood species.
If you have any questions,or require additional information,please call me at(860)
742-5868.
Ve yours,
John P.Ianni
Professional Soil Scientist
CPESC
c:\doeuments and settings\highland soi1s\1et2005\I48.doc
P.O.Sox 337,Storrs,Connecticut 06268 (850)742.5868
RECEIVED
AUG 31 2006
Stormwater Management Plan South Windsor
Quality Paving INLAND WETLANDS AGENCY
Strong Road CONSERVATION COMMISSION
South Windsor, Connecticut
iw�1«
Prepared by
Design Professionals, Inc.
425 Sullivan Avenue
South Windsor, CT 06074
DPI Project No. 2147
August 30,2006
Table of Contents: Page#
Introduction 1
Proposed Development 1
Off-Site Analysis 1
Peak Runoff control 1
Nonstructural Drainage System 1
Erosion/Sedimentation Control Systems 1
Discharge at the Natural Location 2
Maintenance and Operation 2
Topographic Contour Maps 2
Floodplain Boundaries 2
Drainage Design 2
Water Quality 3
Conclusions 3
Appendices
Site Location Map A
Drainage Calculations(C/Tc) B
Detention/Water Quality Basin Design C
Detention/Water Quality Basin Routings D
Introduction: The improvements being considered are proposed on a 1.22 ac. parcel of
Industrially Zoned land north of Strong Road,west of US Route 5. The site is primarily
wooded and bordered by Residentially developed properties to the south, and Industrial
properties to the east, north and west.
Proposed Development: The proposed development of the site includes the construction
of a 42'x60' building, an outdoor storage areas for stone, and gravel accessways and
parking areas with an additional bituminous entrance drive.
The storm drainage system proposed for the development includes the creation of a
narrow, shallow detention basin which will receive all stormwater via overland flow.
The drainage discharge from the detention/water quality basin will discharge easterly into
the existing brook along the eastern boundary.
Off-Site Analysis: The site presently drains easterly off-site via overland flow to an
existing brook located along the eastern boundary. The brook flows northerly until it
joins with Bancroft Brook.
Peak Runoff Control: The intent of the design is to provide sufficient detention on site
to provide post development peak discharges at or below existing peak discharges.
Nonstructural Drainage Systems: The site will make use of a detention/water quality
basin to help control the runoff on the site, and help treat the runoff prior to discharge.
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. Seeding and mulching disturbed areas as soon as practical during construction.
4. Installation of construction entrance pads and sweeping of roadways as needed.
5. Maintenance of the above measures.
Discharge at the Natural Location: The site presently drains to an existing brook 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 Detention/Water
Quality 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.
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.
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 no 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 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.
Under developed conditions, there will be an increase in peak runoff from the site.
Design calculations for existing and proposed conditions were done using the rational
formula. Supporting documentation is provided in appendix B. A summary of the
existing and developed peak discharges(in cubic feet per second)follows:
Storm Freq. Exist. Peak Discharge Developed Peak Disch.
2 0.88 4.30
10 1.14 5.38
25 1.31 6.11
50 1.44 6.67
100 1.58 7.24
The site will continue to discharge easterly to the existing brook along the eastern
boundary of the site. In order to mitigate for the peak flows, a detention/water quality
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.
(Det. Basin)
2 0.88 0.22
10 1.14 0.32
25 1.31 0.38
50 1.44 0.43
100 1.58 0.50
The proposed detention basin was modeled using the Hydrograph Hydroflo computer
program. The basin design is included in appendix C. The Routing of the storm flows
under developed conditions for the 2-100 year storm events were prepared, and are
included in appendix D.
As can be seen from the detention basin design, the discharge for the 2-100 year storm
events is less than the existing peak discharge off-site.
Water Quality: The detention/water quality basin has been designed as a long and
narrow basin with untreated stormwater designed to enter the basin overland via sheet
flow. Calculations were done to determine the water quality volume required from the
proposed development(1785 CF). The 12" invert discharging stormwater out of the
detention basin has been designed at an elevation F above the bottom of the basin to
provide 2051 CIF of storage within the basin prior to discharge.
Conclusions: The on-site stormwater system with the associated detention/water quality
basin will mitigate any potential water quality and quantity impacts from the
development of the site.
lk r
APPENDIX A
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DPI Proj. No. 2147
Quality Paving
Strong Road
South Windsor, Connecticut
July 25,2006
Water Quality Volume Calculations
Reference: 2004 Connecticut Stormwater Quality Manual
WQV=(1") (R)(A)
12
WQV=volume in ac-ft
R= 0.05 +0.009I
I=%impervious coverage
A= site area in ac = 1.22 ac
WQV=(1") (0.05+0.009*49.1)(1.22)=0.041ac-ft= 1785 cf
12
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R6servoir Report
Paw
Reservoir No. 2 - quality paving Hydrallow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas.Average end area method used.
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuff) Total storage(curt)
0.00 65.00 3,100 0 0
0.25 65.25 3,700 850 850
0.50 65.50 4,320 1,003 1,853
0.75 65.75 4,900 1,153 3,005
1.00 66.00 7,600 1,563 4 4,568
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [g] [C] [D]
Rise in = 12.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00
Span in = 12.0 0.0 0.0 0.0 Crest El.ft = 0.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 0.00 0.60 0.00 0.00
Invert El.It = 65.00 0.00 0.00 0.00 Weir Type = - - - -
Length ft = 26.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope% = 11.50 0.00 0.00 0.00
N-Value = .010 .000 .000 .000
Orif.Coeff. = 0.60 0.00 0.00 0.00
Multistage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqR Tailwater Elev.= 0.00 ft
Note.All outflows have been analyzed under inlet and outlet control.
Stage/Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cis cis cis cis cis cis cis cfs cfs cis
0.00 0 65.00 0.00 - - - - - - - - 0.00
0.03 85 65.03 0.00 - - - - - - - - 0•00
0.05 170 65.05 0.01 - - - - - - - - 0.01
0.08 255 65.08 0.03 - - - - - - - - 0.03
0.10 340 65.10 0.05 - - - - - - - - 0.05
0.13 425 65.13 0.07 - - - - - - - - 0.07
0.15 510 65.15 0.11 - - - - - - - - 0.11
0.18 595 65.18 0.13 - - - - - - - - 0.13
0.20 680 65.20 0.18 - - - - - - - - 0.18
0.23 765 65.23 0.23 - - - - - - - - 0.23
0.25 850 65.25 0.27 - - - - - - - - 0.27
0.28 950 65.28 0.34 - - - - - - - - 0.34
0.30 1,051 65.30 0.38 - - - - - - - - 0.38
0.33 1,151 65.33 0.43 - - - - - - - - 0.43
0.35 1,251 65.35 0.52 - - - - - - - - 0.52
0.38 1,351 65.38 0.58 - - - - - - - - 0.58
0.40 1,452 65.40 0.64 - - - - - - - - 0.64
0.43 1,552 65.43 0.74 - - - - - - - - 0.74
Continues on next page...
quality paving Page 2
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Clv B CN C Clv D Wr A Wr B Wr C Wr D Exfil Total
It cult It Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cis
0.45 1,652 65.45 0.81 - - - - - - - - 0.81
0.48 1,752 65.48 0.88 - - - - - - - - 0.88
0.50 1,853 65.50 0.99 - - - - - - - - 0.99
0.52 1,968 65.53 1.07 - - - - - - - - 1.07
0.55 2,083 65.55 1.14 - - - - - - - - 1.14
0.57 2,198 65.58 1.21 - - - - - - - - 1.21
0.60 2,314 65.60 1.34 - - - - - - - - 1.34
0.62 2,429 65.63 1.42 - - - - - - - - 1.42
0.65 2,544 65.65 1.50 - - - - - - - - 1.50
0.67 2,659 65.68 1.62 - - - - - - - - 1.62
0.70 2,775 65.70 1.70 - - - - - - - - 1.70
0.72 2,890 65.73 1.77 - - - - -t - - - 1.77
0.75 3,005 65.75 1.89 - - - - - - - - 1.89
0.77 3,161 65.78 1.96 - - - - - - - - 1.96
0.80 3,318 65.80 2.07 - - - - - - - - 2.07
0.82 3,474 65.83 2.18 - - - - - - - - 2.18
0.85 3,630 65.85 2.24 - - - - - - - - 2.24
0.87 3,786 65.88 2.33 - - - - - - - - 2.33
0.90 3,943 65.90 2.41 - - - - - - - - 2.41
0.92 4,099 65.93 2.49 - - - - - - - - 2.49
0.95 4,255 65.95 2.56 - - - - - - - - 2.56
0.97 4,411 65.98 2.62 - - - - - - - - 2.62
1.00 4,568 66.00 2.67 - - - - - - - - 2.67
...End
APPENDIX D
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 0.88 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 4.789 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=473 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.49
0.10 0.58
0.12 0.68
0.13 0.78
0.15 0.88 <<
0.17 0.78
0.18 0.68
0.20 0.58
0.22 0.49
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 1.14 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 6.245 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=617 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.63
0.10 0.76
0.12 0.89
0.13 1.02
0.15 1.14 <<
0.17 1.02
0.18 0.89
0.20 0.76
0.22 0.63
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 1.31 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 7.168 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=708 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.73
0.10 0.87
0.12 1.02
0.13 1.17
0.15 1.31 <<
0.17 1.17
0.18 1.02
0.20 0.87
0.22 0.73
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 1.44 cfs
Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 7.892 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=780 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.80
0.10 0.96
0.12 1.12
0.13 1.28
0.15 1.44 <<
0.17 1.28
0.18 1.12
0.20 0.96
0.22 0.80
...End
Hydrograph Report Page
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 1.58 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 8.614 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=851 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.88
0.10 1.05
0.12 1.23
0.13 1.40
0.15 1.58 <<
0.17 1.40
0.18 1.23
0.20 1.05
0.22 0.88
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 4.30 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 6.301 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=775 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.03 2.87
0.05 4.30 <<
0.07 2.87
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 5.38 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 7.880 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=969 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.03 3.59
0.05 5.38 <<
0.07 3.59
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 6.11 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 8.936 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=1,Ogg cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.03 4.07
0.05 6.11 <<
0.07 4.07
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 7.24 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 10.600 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=1,304 cuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
0.03 4.83
0.05 7.24 <<
0.07 4.83
...End
y Nydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Hydrograph type = Reservoir Peak discharge = 0.50 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = quality paving
Max. Elevation = 65.34 ft Max. Storage = 1,227 cuft
Storage Indication method used. Outflow hydrograph volume=1,299 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv 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
0.07 4.83 65.29 0.36 ----- ----- ----- ----- --- ----- ---- ----- 0.36
0.08 2.41 65.33 0.46 ----- ---- ----- ----- ----- ---- ---- ----- 0.46
0.10 0.00 65.34 0.50 --- ____ _____ ____ ___ ____ _____ __- 0.50<<
0.12 0.00 65.34 0.47 ----- _-- ----- ----- ----- ---- ----- ---- 0.47
0.13 0.00 65.33 0.45 ----- ----- ---- ----- ----- ----- ----- ----- 0.45
0.15 0.00 65.32 0.43 ----- ----- ----- ---- ---- ----- --- ---- 0.43
0.17 0.00 65.32 0.42 ----- ----- --- _-- ----- - --- ---- 0.42
0.18 0.00 65.31 0.41 ---- ---- ----- ----- ----- -- ---- -_-- 0.41
0.20 0.00 65.30 0.39 ----- ----- ----- ----- ----- ----- ----- ----- 0.39
0.22 0.00 65.30 0.38 ----- ----- ----- --- ---- ----- ----- ----- 0.38
0.23 0.00 65.29 0.37 ---- ---- --- ---- ----- --- ----- --- 0.37
0.25 0.00 65.29 0.36 ----- ----- --- ----- ----- _-- -- -__ 0.36
0.27 0.00 65.28 0.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.35
0.28 0.00 65.28 0.34 ----- ---- ----- ----- ----- ----- ----- ---- 0.34
0.30 0.00 65.27 0.33 ---- ----- --- --- -- ----- -- --- 0.33
0.32 0.00 65.27 0.32 --- --- --- - ----- --- ----- ---- 0.32
0.33 0.00 65.26 0.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.31
0.35 0.00 65.26 0.29 ----- ----- ----- ---- -- --- -- ----- 0.29
0.37 0.00 65.25 0.28 ----- -- ---- --- ----- ----- ----- --- 0.28
0.38 0.00 65.25 0.27 ---- ---- ---- ---- ----- --- --- ---- 0.27
0.40 0.00 65.25 0.26 ----- ---- ----- ---- ----- ----- --- ----- 0.26
0.42 0.00 65.24 0.26 ----- ----- ----- ----- ---- ---- ----- ---- 0.26
...End
t O•N N Sf4
O ^ J /�
` V/ s
C
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
sox-Co TELEPHONE (860) 644-2511
To: Design Professionals
425 Sullivan Avenue
South Windsor, CT 06074
From: Jeffrey H. Folger—Environmental Planner/Conservation Officer
Date: September 22, 2006
Re: App. #06-44P—Quality Paving site plan. Plans dated 2/21/06.
I have reviewed the proposed plan with the following initial comments:
The anticipated pollutant load will consist primarily of hydrocarbons generated by the asphalt
material used by the applicant. The stormwater structure does not appear to address the capture
and containment of floatables, notably hydrocarbons. How will the current design address these
concerns?
The maintenance plan must address periodic removal for floating and suspended material.
The planting medium within the swale and basin must be amended with a 30%mixture by
volume of leaf compost. This will increase the organic component in the soil which will aid in
moisture retention for planted material and the adsorbtion of metals.
A detail of the outlet structure from the swale must be shown on the plans.
A construction sequence must be provided on the plans. The installation and stabilization of the
proposed stormwater structures must be accomplished early on in the process.
A soil report has not been received showing soil types present on the site. This should include
both upland and hydric soil types.
A report on the wetland functions and values should be submitted evaluating the project's
potential impacts to wetland function and water quality.
Additional erosion control must be installed between the proposed swale and the parking lot to
prevent sedimentation during construction.
CC. Town Engineer
Director of Planning
DESIGN PROFESSIONALS, INC.
civil engineers .planners . surveyors . gis RECEIVED
September 28,2006 ` S E P 2 8 2006
Town of South Windsor
' South Windsor
1540 Sullivan Ave. INLAND WETLANDS AGENCY
South Windsor,Ct 06074 CONSERVATION COMMISSION
Attn:Ms.Marcia Banach,Director of Planning,Towp oft uth Windsor
Re: Appl#06-44P;Quality Paving site plan
We are submitting revised sets of plans in response to town staff review comments. Specifically our responses to your
comments are as follows:
South Windsor:Environmental Planner/Conservation Officer(dated September 22,2006)
We have revised the plan to alter the water quality basin outlet structure.We have replaced the 12"CPP with a
catch basin structure designated to have a type C-L top.It will be a shallow structure providing a 2'minimum
sump area.We have also specified the use of a trap hood to be installed in the storm structure which will
prohibit the discharge of hydrocarbons from the basin area.
We have prmAded information pertaining to the maintenance of the catch basin structure in the Operations
and Maintenance guideline both on the plans and in our revised stormwater management report.
We have revised the landscaping sheet,note I Ic.to reflect the need to amend the soil within the Swale and
basin areas with a 30%mixture by volume of leaf compost.
A detail has been provided for the new basin outlet structure.
We have added the notes for sequence of construction on sheet#3 of 4.
We faxed the letter from John Ianni to your office on Monday,9/25/06.
In our conversation on 9/27,you indicated that you had received my fax and determined there was no need for
additional information pertaining to the wetland functions and values from the wetland scientist.
We added an additional length of silt fencing to be installed between the gravel area and the drainage
swale/basin as requested.
I am also including two,(2)copies of our Stormwater Management Plan,revised 9/28/06 to incorporate the changes to
the outlet structure.The site continues to discharge post-construction peak flows for all storm events,at or below pre-
construction peak flows.Please review the enclosed,and call with any questions or comments,or if you need additional
information.
Sincerely,
K en I erwood,P.
Stormwater Management Plan
Quality Paving
Strong Road RECEIVED
South Windsor, Connecticut 2006
SEP 2 8
South Windsor
INLAND WETLANDS AGENCY
CONSERVATION COMMISSION
�6I4IIIII.flf,A�4,,
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ENS ®•°.��;0.
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fill fl11111 l`���
Prepared by
Design Professionals, Inc.
425 Sullivan Avenue
South Windsor, CT 06074
DPI Project No. 2147
August 30, 2006
*Rev.: 9/28/06
Table of Contents: Page#
Introduction 1
Proposed Development 1
Off-Site Analysis 1
Peak Runoff control 1
Nonstructural Drainage System 1
Erosion/Sedimentation Control Systems 1
Discharge at the Natural Location 2
*Maintenance and Operation 2
Topographic Contour Maps 2
Floodplain Boundaries 2
*Drainage Design 2
*Water Quality 3
Conclusions 3
Appendices
Site Location Map A
Drainage Calculations (C/Tc) B
*Detention/Water Quality Basin Design C
*Detention/Water Quality Basin Routings D
Introduction: The improvements being considered are proposed on a 1.22 ac. parcel of
Industrially Zoned land north of Strong Road,west of US Route 5. The site is primarily
wooded and bordered by Residentially developed properties to the south, and Industrial
properties to the east, north and west.
Proposed Development: The proposed development of the site includes the construction
of a 42'x60' building, an outdoor storage areas for stone, and gravel accessways and
parking areas with an additional bituminous entrance drive.
The storm drainage system proposed for the development includes the creation of a
narrow, shallow detention basin which will receive all stormwater via overland flow.
The drainage discharge from the detention/water quality basin will discharge easterly into
the existing brook along the eastern boundary.
Off-Site Analysis: The site presently drains easterly off-site via overland flow to an
existing brook located along the eastern boundary. The brook flows northerly until it
joins with Bancroft Brook.
Peak Runoff Control: The intent of the design is to provide sufficient detention on site
to provide post development peak discharges at or below existing peak discharges.
Nonstructural Drainage Systems: The site will make use of a detention/water quality
basin to help control the runoff on the site, and help treat the runoff prior to discharge.
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. Seeding and mulching disturbed areas as soon as practical during construction.
4. Installation of construction entrance pads and sweeping of roadways as needed.
5. Maintenance of the above measures.
Discharge at the Natural Location: The site presently drains to an existing brook 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 Detention/Water
Quality 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.
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.
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.
*Catch Basin: The catch basin should be inspected annually. The catch basin
sumps should be cleaned when the depth of material within the sumps reaches 1'.
Topographic Contour Maps: A topographic contour map showing the drainage area at
a scale of F=40' is included in the rear of this report.
Floodplain Boundaries: There are no 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 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.
Under developed conditions, there will be an increase in peak runoff from the site.
Design calculations for existing and proposed conditions were done using the rational
formula. Supporting documentation is provided in appendix B. A summary of the
existing and developed peak discharges(in cubic feet per second) follows:
Storm Freq. Exist. Peak Discharge Developed Peak Disch.
2 0.88 4.30
10 1.14 5.38
25 1.31 6.11
50 1.44 6.67
100 1.58 7.24
The site will continue to discharge easterly to the existing brook along the eastern
boundary of the site. In order to mitigate for the peak flows, a detention/water quality
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. *Rev.9/28/06
(Det. Basin-obsolete) (Det. Basin)
2 0.88 0.22 0.12
10 1.14 0.32 0.53
25 1.31 0.38 0.80
50 1.44 0.43 1.04
100 1.58 0.50 1.30
* Rev.9/28/06 —Modified outlet structure from 12" HDPE pipe to a type C-L catch basin
structure with a 12" HDPE outlet pipe at 1.0% slope fitted with a 6" orifice at the outlet
to restrict flow. A trap hood has been specified to be fitted within the catch basin
structure to prohibit the ability of hydrocarbons/floatables to discharge from the
stormwater system.
The proposed detention basin was modeled using the Hydrograph Hydroflo computer
program. The *revised basin design is included in appendix C. The Routing of the storm
flows under developed conditions for the 2-100 year storm events were prepared, and are
included in appendix D.
As can be seen from the detention basin design, the discharge for the 2-100 year storm
events is less than the existing peak discharge off-site.
*Water Quality: The detention/water quality basin has been designed as a long and
narrow basin with untreated stormwater designed to enter the basin overland via sheet
flow. Calculations were done to determine the water quality volume required from the
proposed development(1785 CF). The top of frame for the catchbasin structure has been
designed at an elevation 1.2' above the bottom of the basin which will provide 2731 CF
of storage within the basin prior to discharge.
Conclusions: The on-site stormwater system with the associated detention/water quality
basin will mitigate any potential water quality and quantity impacts from the
development of the site.
APPENDIX A
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APPENDIX B
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DPI Proj. No. 2147
Quality Paving
Strong Road
South Windsor, Connecticut
July 25,2006
Water Quality Volume Calculations
Reference: 2004 Connecticut Stormwater Quality Manual
WQV=(I") (EL)(A)
12
WQV=volume in ac-ft
R=0.05+0.009I
I=% impervious coverage
A=site area in ac = 1.22 ac
WQV=(111) (0.05 +0.009*49.1)(1.22�=0.041ac-ft= 1785 cf
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APPENDIX C
Reservoir Report
Page 1
Reservoir No. 2 - quality paving 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(cult)
0.00 65.00 3,100 0 0
0.25 65.25 3,700 850 850
0.50 65.50 4,320 1,003 1,853
0.75 65.75 4,900 1,153 3,005
1.00 66.00 7,600 1,563 4,568
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 6.0 0.0 0.0 0.0 Crest Len it = 8.90 0.00 0.00 0.00
Span in = 6.0 0.0 0.0 0.0 Crest El.ft = 65.20 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert El.ft = 62.30 0.00 0.00 0.00 Weir Type = Riser - - -
Length ft = 30.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope% = 1.00 0.00 0.00 0.00
N-Value = .010 .013 .000 .000
Onf.Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No 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 cuft ft cis cfs cfs cfs cfs cis cfs cis cfs cfs
0.00 0 65.00 0.00 - - - 0.00 - - - - 0.00
0.03 85 65.03 1.47 - - - 0.00 - - - - 0.00
0.05 170 65.05 1.47 - - - 0.00 - - - - 0.00
0.08 255 65.08 1.47 - - - 0.00 - - -- - 0.00
0.10 340 65.10 1.47 - - - 0.00 - - - - 0.00
0.13 425 65.13 1.47 - -- - 0.00 - - - - 0.00
0.15 510 65.15 1.47 - - - 0.00 - - - - 0.00
0.18 595 65.18 1.47 - - - 0.00 - - - - 0.00
0.20 680 65.20 1.47 - - - 0.00 - - - - 0.00
0.23 765 65.23 1.47 - - - 0.12 - - - -- 0.12
0.25 850 65.25 1.47 - - - 0.33 - - - - 0.33
0.28 950 65.28 1.47 - - - 0.61 - - - - 0.61
0.30 1,051 65.30 1.47 - - - 0.94 - - - - 0.94
0.33 1,151 65.33 1.47 - - - 1.31 - - - - 1.31
0.35 1,251 65.35 1.54 - - - 1.54 - - - - 1.54
0.38 1,351 65.38 1.56 - - - 1.56 - - - - 1.56
0.40 1,452 65.40 1.57 - - - 1.57 - - - - 1.57
0.43 1,552 65.43 1.58 - - - 1.58 - - - - 1.58
Continues on next page...
quality paving Page 2
Stage/Storage/Discharge Table
Stage Storage Elevation Civ A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cis cis cis efs cfs cfs cfs cfs cis cis
0.45 1,652 65.45 1.59 - - - 1.59 - - - - 1.59
0.48 1,752 65.48 1.60 - - - 1.59 - - - - 1.59
0.50 1,853 65.50 1.60 - - - 1.60 -- - - - 1.60
0.52 1,968 65.53 1.61 - - - 1.61 - - - - 1.61
0.55 2,083 65.55 1.62 - - - 1.62 - - - - 1.62
0.57 2,198 65.58 1.63 - - - 1.62 - - - - 1.62
0.60 2,314 65.60 1.63 - - - 1.62 - - - - 1.62
0.62 2,429 65.63 1.64 - - - 1.63 - - - - 1.63
0.65 2,544 65.65 1.65 - - - 1.63 - - - - 1.63
0.67 2,659 65.68 1.65 - - - 1.64 - - - - 1.64
0.70 2,775 65.70 1.66 - - - 1.65 - - - - 1.65
0.72 2,890 65.73 1.67 - - - 1.66 - - - - 1.66
0.75 3,005 65.75 1.67 -- - - 1.66 - - - - 1.66
0.77 3,161 65.78 1.68 - - - 1.65 - - - - 1.65
0.80 3,318 65.80 1.69 - --- - 1.65 -- - - -- 1.65
0.82 3,474 65.83 1.69 - - - 1.69 - - - - 1.69
0.85 3,630 65.85 1.70 - - - 1.67 - - - - 1.67
0.87 3,786 65.88 1.70 - - - 1.69 - - - - 1.69
0.90 3,943 65.90 1.71 -- -- - 1.70 - - - - 1.70
0.92 4,099 65.93 1.72 - - - 1.71 - - - - 1.71
0.95 4,255 65.95 1.72 - - - 1.71 - - - - 1.71
0.97 4,411 65.98 1.73 - - - 1.69 - - - - 1.69
1.00 4,568 66.00 1.74 - - - 1.74 - - - - 1.74
...End
APPENDIX D
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 0.88 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 4.789 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=473 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.49
0.10 0.58
0.12 0.68
0.13 0.78
0.15 0.88 <<
0.17 0.78
0.18 0.68
0.20 0.58
0.22 0.49
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 1.14 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 6.245 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=617 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.63
0.10 0.76
0.12 0.89
0.13 1.02
0.15 1.14 <<
0.17 1.02
0.18 0.89
0.20 0.76
0.22 0.63
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 1.31 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 7.168 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph volume=708 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.73
0.10 0.87
0.12 1.02
0.13 1.17
0.15 1.31 <<
0.17 1.17
0.18 1.02
0.20 0.87
0.22 0.73
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 1.44 cfs
Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 7.892 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=780 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.80
0.10 0.96
0.12 1.12
0.13 1.28
0.15 1.44<<
0.17 1.28
0.18 1.12
0.20 0.96
0.22 0.80
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
quality paving existing
Hydrograph type = Rational Peak discharge = 1.58 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.15
Intensity = 8.614 in/hr Time of conc. (Tc) = 9 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=851 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.08 0.88
0.10 1.05
0.12 1.23
0.13 1.40
0.15 1.58 <<
0.17 1.40
0.18 1.23
0.20 1.05
0.22 0.88
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 4.30 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 6.301 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=775 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.03 2.87
0.05 4.30 <<
0.07 2.87
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 5.38 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 7.880 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=969 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.03 3.59
0.05 5.38 <<
0.07 3.59
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 6.11 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 8.936 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=1,099 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.03 4.07
0.05 6.11 <<
0.07 4.07
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 6.67 cfs
Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 9.768 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=1,201 cuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.03 4.45
0.05 6.67 <<
0.07 4.45
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
qual. paving developed
Hydrograph type = Rational Peak discharge = 7.24 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 1.2 ac Runoff coeff. = 0.56
Intensity = 10.600 in/hr Time of conc. (Tc) = 3 min
IDF Curve = SampleFHA.idf Asc/Rec limb fact = 1/1
Hydrograph Volume=1,304 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
0.03 4.83
0.05 7.24 <<
0.07 4.83
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Hydrograph type = Reservoir Peak discharge = 0.12 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = quality paving
Max. Elevation = 65.23 ft Max. Storage = 767 cuft
Storage Indication method used. Outflow hydrograph volume=95 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ 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
0.10 0.00 65.23 << 1.47 ---- ----- ----- 0.12 ----- ----- ----- -----
0.12 «
0.12 0.00 65.22 1.47 ----- ----- --- 0.11 ---- ---- ----- 0.11
0.13 0.00 65.22 1.47 ----- ----- 0.10 -- -- 0.11
5 0.00 65.22 1.47 ----- ----- ----- 0.09 ----- ----- ---- 0.10
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Hydrograph type = Reservoir Peak discharge = 0.53 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = quality paving
Max. Elevation = 65.27 ft Max. Storage = 920 cuft
Storage Indication method used. Outflow hydrograph volume=289 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfl Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.08 1.79 65.26 1.47 ----- ----- ---- 0.46 ----- ----- ----- ----- 0.46
0.10 0.00 65.27 << 1.47 ----- ----- ---- 0.53 ----- --- ----- ----- 0.53 <<
0.12 0.00 65.26 1.47 ---- ---- -- 0.44 ----- ----- -- ---- 0.44
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Hydrograph type = Reservoir Peak discharge = 0.80 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = quality paving
Max. Elevation = 65.29 ft Max. Storage = 1,010 cuft
Storage Indication method used. Outflow hydrograph volume=419 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.08 2.04 65.29 1.47 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76
0.10 0.00 65.29 << 1.47 --- ----- ----- 0.80 ----- ---- ----- ---- 0.80 <<
0.12 0.00 65.28 1.47 ---- ---- ----- 0.66 -- --- --- ---- 0.66
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Hydrograph type = Reservoir Peak discharge = 1.04 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = quality paving
Max. Elevation = 65.31 ft Max. Storage = 1,078 cuft
Storage Indication method used. Outflow hydrograph volume=521 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D EXH1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.08 2.22 65.31 1.47 ----- ---- ----- 1.02 ---- ---- ----- ----- 1.02
0.10 0.00 65.31 << 1.47 ----- --- ----- 1.04 ---- ---- --- --- 1.04 <<
0.12 0.00 65.29 1.47 -—- ----- ----- 0.84 0.84
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Hydrograph type = Reservoir Peak discharge = 1.30 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = quality paving
Max. Elevation = 65.32 ft Max. Storage = 1,148 cuft
Storage Indication method used. Outflow hydrograph volume=624 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ExH1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.08 2.41 65.32 << 1.47 ----- ---- ----- 1.30 ---- ----- ----- ----- 1.30<<
0.10 0.00 65.32 1.47 -- ----- --- 1.28 ----- ---- ----- --- 1.28
0.12 0.00 65.31 1.47 --- ---- ---- 1.02 ---- -- ---- --- 1.02
...End
--- x67.72
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MEMORANDUM
To: South Windsor Inland Wetland/Conservation Commission.
From: Jeffrey H. Folger—Environmental Planner
Date: September 28, 2006
Re: Appl. #06-44P -Review of the proposed Quality Paving site plan. Plans dated 2/21/06
The project is to construct a 2520 sgft industrial building, gravel equipment storage area and driveway
on approx. 1.22 acres. Regulated activities include the location of parking areas and a stormwater
outfall in the Upland Review Area(URA). Total area of disturbance within the URA is estimated at
22,309 sgft.
Site: The site is located in the Bancroft Brook watershed. The parcel is comprised of 1.2 acres.
Currently the site is an early to middle successional forest on a level terrace. The terrace slopes to the
Bancroft Brook floodplain off of the site. The understory of the site has been significantly reduced due
to the current owner storing construction materials on the property.
The regulated area on the site wetland is a small watercourse that flows from a culvert in Strong Road
north along the eastern edge of the property. Surface flow via road runoff and some subsurface flow
contribute to the hydrology of the watercourse. The channel averages 2-3 feet in width with an average
flow depth of 1-2 inches. The watercourse will dry up during periods of low rainfall. Major functions
of this watercourse are stormwater conveyance, groundwater exfiltration, sediment trapping, and
limited wildlife habitat.
Major functions of this wetland area would be stormwater conveyance, flood storage wildlife habitat,
nutrient and sediment trapping, and recreational value.
Detention is not needed due to the site's location in the watershed, but a water quality swale is
proposed. Stormwater is planned to sheet flow to the swale and discharge to the watercourse.
Impacts: The construction site itself is relatively level. The site is proposed to be cleared with minor
cuts and fills to level the site. The soils are mapped as Sudbury Fine Sandy Loam 0 to 3% (SsA).
Erosion potential for this soil is listed as low. Impacts caused by the proposed construction of the
building and storage areas should be able to be contained with standard perimeter erosion controls.
Loss of wildlife habitat is expected due to the amount of the forested area to be cleared.
The length and volume of the proposed swale is adequate to treat the proposed land use however due to
the nature of the intended industrial use, an asphalt contractor, hydrocarbon generation is a concern.
The plans include a structure within the water quality swale that will capture floating material and
contain it until it can be removed from the system. An inspection and maintenance plan has been
included but will need to be revised to insure greater oversight for the removal of captured material.
QUALITY PAVING CO. , INC .
September 20,2011
Town of South Windsor
Inland Wetlands Department
Attn:Jeff Folger
1540 Sullivan Avenue
South Windsor,CT 06074
Dear Mr.Folger,
I am writing regarding extending the wetlands permit for the property located on Strong Road here is
South Windsor.
Due to the economy my company has been unable to comply with the criteria on the permit. As a small
company we are struggling financially and are asking for an extension on our permit. We have every intention
of being in compliance with your agency but, extenuating circumstances has lead us to slow down with our
future plans. We are asking for an extension of at least 4 to 5 years to recover from the recession.
In advance we thank you for considering our request. We look forward to hearing from you.
Sincerely,
4;�-j
Kevin Charette
President
61_�
194 SOUTH MAIN STREET-EAST WINDSOR, CT 06088
PHONE 860-523-4182 FAX 860-292-1103
J
October 13, 2006
Certified #70020460000197442558
Design Professionals, Inc.
Attn: Ms. Karen Isherwood
P.O. Box 1167
425 Sullivan Avenue
South Windsor, CT 06074
RE: Appl. #06-44P—Quality Paving site plan, property located northerly of Bancroft
Lane, I Industrial zone
Dear Mrs. Isherwood:
At the October 4, 2006 regular meeting, the Inland Wetlands Agency/Conservation
Commission approved with conditions application #06-44P—Quality Paving site plan —
Strong Road— Inland Wetland/Conservation Commission application to construct an
industrial building, parking, stormwater structures, and associated improvements on
property located northerly of Bancroft Lane. I Industrial 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 October 4, 2011. 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.
Quality Paving Co., Inc.
October 13, 2006
Page 2
6. We recommend a bond in the amount of$2,000 be submitted to the Planning &
Zoning Commission to ensure compliance with the erosion and sedimentation
control measures.
7. We recommend a bond in the amount of$3,000 be submitted to the Planning &
Zoning Commission to ensure establishment of the stormwater system.
8. Shift the energy dissipater off of the adjacent property.
9. The operation and maintenance schedule to be revised on the plans to state
there will be monthly inspections of the sump area and cleaning when necessary.
10. Add stone prior to the pavement on the access drive which is located on the west
side of the property.
11. Revise the amount of upland review area to be disturbed in order to
accommodate the relocation of the gravel storage bins as required in the zoning
regulations.
Very truly yours,
Elizabeth A. Warren, Chairperson
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
EW:dr
cc: Chief Building Official
Quality Paving Co., Inc.
16141cP6N9
ITEM: New Business
Aopi. #06-44P—Oua—&X Papqn47 site Alan, Strong Road
Ms. Karen Isherwood from Design Professionals, Inc. was present to represent Kevin
Charette who is the owner of Quality Paving. Ms. Isherwood explained that this
application is seeking to allow construction of a 2520 square foot industrial building with
two garage bays on the easterly side. The wetlands on the property were flagged by
Highland Soils in July of 2005. The total acreage of this property is 1.22 acres. The
site will have two access driveways in order to alleviate trucks backing out on the main
road. A 50' x 30' shed is proposed for storage of stone and gravel which is associated
with the paving business. Ms. Isherwood described the drainage proposed for this site.
There will be .004 acres of direct disturbance to the wetlands. Landscaping plan notes
will be added to the plan as well as construction sequence. Erosion and sedimentation
control measures that will be used on this site are silt fencing down gradient of all
disturbed areas; additional line of silt fencing between the gravel area and the proposed
swale; construction entrance pad located at the eastern entrance; and a temporary
stockpile location.
Jeff explained that the energy dissipater shown on the plan is going over the property
line so it has been requested that it be shifted so it is on the subject property. Jeff also
requested that the operation and maintenance plan that is shown on the plan be
revised to have scheduled monthly inspections of the sump area by the applicant and
cleaning as necessary. This seems to be an appropriate use for this site. The concern
about the flows in the stream are addressed by the 6" orifice on the outlet structure.
The flows coming out of there will be held within the swale and metered out slowly and
should not put additional strain on the stability of the stream. Water quality for this site
should be good. The only utility proposed for this building is electricity.
Answering questions from the Commission, Ms. Isherwood explained that the erosion
areas should not sheet flow over into the brook. There is an existing natural buffer on
the east side of the plan which will be retained. There is also a 50' buffer requirement
by the Planning & Zoning Commission. In the northwest corner of the property there is
a 30'x 50'that is going to be paved to allow for the stone stockpiles.
Commissioner Kelly requested that on both access drives, stone be put down prior to
pavement during construction. The applicant was not opposed to this suggestion.
No public was present to speak regarding this application.
Motion to: approve with conditions appl #06-44P — Quality Paving site plan Strong
Road — Inland Wetland Conservation Commission application to construct
an industrial building, parking, stormwater structures, and associated
improvements on property locate northerly of Bancroft Lane I Industrial
zone.
Was made by Commissioner Heffler
Seconded by Commissioner Appleton
The motion: carried
The vote was as follows: unanimous
ea�71��
MEMORANDUM ,+ -k
To: South Windsor Inland Wetland/Conservation Commission.
From: Jeffrey H. Folger—Environmental Planner
Date: September 28, 2006
Re: Appl. #06-44P - Review of the proposed Quality Paving site plan. Plans dated 2/21/06
The project is to construct a 2520 sgft industrial building, gravel equipment storage area and driveway
on approx. 1.22 acres. Regulated activities include the location of parking areas and a stormwater
outfall in the Upland Review Area(URA). Total area of disturbance within the URA is estimated at
22,309 sqft.
Site: The site is located in the Bancroft Brook watershed. The parcel is comprised of 1.2 acres.
Currently the site is an early to middle successional forest on a level terrace. The terrace slopes to the
Bancroft Brook floodplain off of the site. The understory of the site has been significantly reduced due
to the current owner storing construction materials on the property.
The regulated area on the site wetland is a small watercourse that flows from a culvert in Strong Road
north along the eastern edge of the property. Surface flow via road runoff and some subsurface flow
contribute to the hydrology of the watercourse. The channel averages 2-3 feet in width with an average
flow depth of 1-2 inches. The watercourse will dry up during periods of low rainfall. Major functions
of this watercourse are stormwater conveyance, groundwater exfiltration, sediment trapping, and
limited wildlife habitat.
Major functions of this wetland area would be stormwater conveyance, flood storage wildlife habitat,
nutrient and sediment trapping, and recreational value.
Detention is not needed due to the site's location in the watershed, but a water quality swale is
proposed. Stormwater is planned to sheet flow to the swale and discharge to the watercourse.
Impacts: The construction site itself is relatively level. The site is proposed to be cleared with minor
cuts and fills to level the site. The soils are mapped as Sudbury Fine Sandy Loam 0 to 3% (SsA).
Erosion potential for this soil is listed as low. Impacts caused by the proposed construction of the
building and storage areas should be able to be contained with standard perimeter erosion controls.
Loss of wildlife habitat is expected due to the amount of the forested area to be cleared.
The length and volume of the proposed swale is adequate to treat the proposed land use however due to
the nature of the intended industrial use, an asphalt contractor,hydrocarbon generation is a concern.
The plans include a structure within the water quality swale that will capture floating material and
contain it until it can be removed from the system. An inspection and maintenance plan has been
included but will need to be revised to insure greater oversight for the removal of captured material.
09-29-201 S - The water quality swale has been installed and is
stable. No additional structures have been installed at his time.
QUALITY PAVING CO. , INC .
September 30,2015
Town of South Windsor
Pamela Oliva—Zoning Enforcement Officer
1540 Sullivan Avenue
South Windsor,:CT 06074
Re: Request for Permit Extension for Quality Paving Co.,Inc.120 Strong Road
Dear Ms.Oliva,.
I am writing requesting an extension to the permits that we hold for the lot at 120 Strong Road in hopes
that financing can be secured now that the economy in this industry has increased.
To date,the retention pond is almost complete,the fencing has been bought,the excavation of the lot has
been almost complete and the landscaping is almost done.
Being a small business that is driven by oil our industry has suffered significantly longer than most
companies. We are finally seeing a light at the end of the tunnel due to oil futures retreating
Another extension would be appreciated at this time so that we may develop the property at 120 Strong
Road. Thank you in advance for considering,our request.
Sincerely,
Kevin.J.Charette—President
194 SOUTH MAIN ST. EAST WINDSOROR. CT
PRONR: 860-523-4192
01404
SCANNED
G
w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
f�°sox•co TELEPHONE (860) 644-2511
October 9, 2015 Certified#70111570000063328758
Quality Paving Co., Inc.
Attn: Kevin J. Charette, President
194 South Main Street
East Windsor, CT 06088
RE: Permit extension, Appl. #06-44P—Quality Paving site plan, property located northerly of Bancroft
Lane, I Industrial zone,
Dear Mr. Charette:
At the October 7, 2015 regular meeting, the Inland Wetlands Agency/Conservation Commission approved
a permit extension of five years,up to the limit allowed by the statutory change, for application#06-44P—
Quality Paving site plan—Strong Road—Inland Wetland/Conservation Commission application to
construct an industrial building, parking, stormwater structures, and associated improvements on property
located northerly of Bancroft Lane. I Industrial 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 October 7,2020. 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$2,000 be submitted to the Planning &Zoning
Commission to ensure compliance with the erosion and sedimentation control measures.
7. We recommend a bond in the amount of$3,000 be submitted to the Planning &Zoning
Commission to ensure establishment of the stormwater system.
8. Shift the energy dissipater off of the adjacent property.
9. The operation and maintenance schedule to be revised on the plans to state there will be monthly
inspections of the sump area and cleaning when necessary.
10. Add stone prior to the pavement on the access drive which is located on the west side of the
property.
11. Revise the amount of upland review area to be disturbed in order to accommodate the relocation
of the gravel storage bins as required in the zoning regulations.
Very truly yours,
_t J Ja'Ll.(''YL_ 1r:
Elizabeth A. Warren, Chairperson
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
cc: Chief Building Official