HomeMy WebLinkAbout05-63P DBB Management Site Plan of Dev TOWN OF SOUTH WINDSOR
PLANNING& ZONING COMMISSION
APPLICATION FORM
Application No: -t�-&s-(P
Official Receipt Date:
Receipt No:
APPLICANT: DBB Management, LLC
PROJECT NAME: DBB MANAGEMENT, LLC
ADDRESS: 111 Farm Brook Lane, South Windsor, CT 06074
OWNER OF RECORD ON LAND RECORDS: McGuire Road Associates, LLC &DBB Management, LLC
ADDRESS: 111 Farm Brook Lane, South Windsor, CT 06074 RECEIVE
COMPLETE LOCATION OF PROPERTY: 59& 67 McGuire Road OCT 0 0 2005
ASSESSOR'S MAP#5 PARCEL#14& 15 ZONE GC SOUTH'AVINOSOR RL ANNINIG DEPT,
NAME, ADDRESS, TEL&FAX#OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED:
Peter DeMallie, Design Pl vfessionals, Inc-, 165 South Satellite Road,South Windsor, CT 06074
TeL (860)291-8755, Fax(860) 291-8757
THIS APPLICATION IS FOR: (Check all that apply):
F Zone Change to (Public Hearing required and Certified letter to abutters required)
f- Subdivision/Resubdivision F Open Space Subdivision(Public Hearing Required)
rSubdivision r Minor Major
r Resubdivision(Public Hearing Required) F- Minor F- Major
i- Conditional Approval
F, Special Exception to Article (Public Hearing, Certified letter to abutters required
Site Plan of Development
r- General Plan of Development
r' Earth Filling(Sec. 15)and/or Earth Removal)(Sec. 14-Public Hearing Required)
F- Regulation Amendment: r- Zoning 1 Subdivision (Attach proposed amendment)
r" Temporary and Conditional Permit for
f` Major Home Occupation for
r Other(explain in detail)
An Application Pending sign is required to be posted on the property for all applications ten (10) days
prior to being heard by the Commission.
nature of Applicant ature of Property Owner
SOWN SF4
y x Tam OYCsoum ?d
G U
ti 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074
gOR,pp� AREA CODE 860/644-2511
CERTIFIED MAIL#7004 1160 0007 4128 2003
December 16, 2005
DBB Management, LLC
Patrick and Lynn Brannon
111 Farm Brook Lane
South Windsor, CT 06074
Re: Appl. #05-61 P, DBB Management Zoning Amendment to section 5.2.4.5
Dear Mr. and Mrs. Brannon:
We regret to inform you that the Planning and Zoning Commission at its December 13,
2005 meeting denied the above referenced application. The reasons for denial included:
1. The amendment is very specific to a singe type of business and thus is
inconsistent with principle of uniformity within a zoning district.
2. The commission does not agree that display of large quantities of single items
(motor vehicle parts)is in the best interest of South Windsor.
Very truly yours,
atrick Kennedy, Ch
Planning and Zoning Department
PK/bmm
cc: Peter DeMallie, Design Professionals, Inc.
N/F
32' GEORGE E. KING y
LANDSCAPE SCREEN W/BARK MULCH
D DRIVE 7 — MALUS 'CORALCOLE' (2" CAL/El&B)
-ORALBURST CRABAPPLE (12' O.C.)
19 — JUNIPER SQUARMATA 'BLUESTAR' (18"-24 SPRD/CONT.)
BLUE STAR (4' O.C.)
OF PLANTING BED CZ134t S.F.]
Y BROWN SHREDDED HARDWOOD BARK MULCH
22 — JUNIFEROUS HORIZONTAUS 'PRINCE OF WALES' (18"SPRD/CONT.)
PRINCE OF WALES HORIZONTAL JUNIPER (6' O.C.)
TMT (321 SF.)
f EXISTING PAVEMENT TO
BE REMOVED FOR LANDSCAPING
1 �yklw Qc
C.H.D.
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MEMORANDUM
To: Marcia Banach, Director of Planning
From: Jeffrey B. Doolittle, P.E., Town Engineer (30
Date: 1/10/05
RE: App 05-63P— DBB Mgmt McGuireRd Site Plan
I have reviewed the revised site plan proposed for the property at 59 and 67 McGuire
Road, and I have the following comments:
1. The proposed discharge pipe from the detention basin heads toward an existing
flared end within the Route 5 ROW. Check that the existing stormwater system
can accept the drainage flow from this site, and whether a permit from the DOT
may be needed for this new detention basin to discharge to their system.
2. The Stormwater Management Plan shows an increase in the peak discharges
from this site after the proposed development which may only be allowed if it can
be shown this will not affect any properties or drainage systems downstream.
This issue needs to be addressed.
3. In the maintenance and operations section of the Stormwater Management plan,
include a statement that the catch basins, yard drains and drywells on site will be
inspected and cleaned annually.
4. The driveway around the buildings at 59 McGuire Road connect with property at
67 McGuire Road (based on the property lines shown) and the Sunderland
property to the west (map 5, lot 13), however there are no cross travel easement
shown. It appears there need to be cross travel and/or access easements
between these three properties.
5. Label the existing and any proposed fences along the east side of 67 and 59
McGuire Road and on the south side of 59 McGuire Road properties.
6. Any dirt driveways or rough gravel driveways used around this site should be
upgraded with compact gravel, processed aggregate or bituminous concrete to
stable surfaces.
Please call me if you have any questions.
1►
Appl #05-63P, DBB Management Site Plan
1-24-06
Planning Department Report
1. Request for site approval for 59 and 67 McGuire Road, GC zone. This
application is before you in response to outstanding zoning violations for
unscreened outdoor storage, and for existing site uses for which site plan
approval was not received.
2. At this point, there is a fair amount of history that accompanies this site plan
approval request. The Zoning Enforcement Officer began citing DBB for _
unscreened and unapproved outside storage in May 2002. The ZEO's citation
noted that the remedy was to either remove the outside storage or apply to this
Commission for site plan approval for screened outdoor storage. In July 2002,
DBB applied for a zone change from residential to commercial for property
across McGuire Road from their existing site. The Commission denied the zone
change, citing among other things the increase in commercial traffic through the
residential neighborhood. While that zone change was pending, town Public
Works staff noted that the company used the Town's cul-de-sac for parking of
business-related and customer vehicles. The owners agreed to stop using the
cul-de-sac for parking.
In July of 2003, the ZEO began citing.DBB again as there had been no
cessation of the unscreened outdoor storage. In September 2004, the applicant
applied for a zone change from residential to GC for adjacent property, part of
which was owned by DBB. It was represented during the zone change process
that DBB would be submitting an application for site plan approval to PZC. In
November 2004, DBB submitted and the Commission approved a site plan
application for a driveway from their site to Route 5 over an easement granted
by the bowling alley. The Planning Dept staff report to the Commission noted
that the unscreened outdoor storage had continued unabated, and also that there
were businesses operating on the portion of the site that was the subject of the
zone change, without any site plan approvals. In January 2005, the Commission
approved the zone change for the adjacent property. Approval conditions
included a requirement that site plan approval is required for any new uses of
57 Maguire Rd and for outdoor storage.
In June 2005, the applicant was again cited by the ZEO for unabated outdoor
storage. In July 2005, the applicant appealed the ZEO's enforcement order to
the Zoning Board of Appeals, but the applicant subsequently withdrew the
i
appeal in November before it was acted upon by ZBA. Most recently, this
Commission denied a requested zoning amendment to allow the applicant's
specific outdoor storage.
3. There is a lot line revision shown on the plans; with the revision, maximum
impervious coverage for 59 McGuire Road is 57.9% and 67 McGuire Road is
57.2%; maximum allowed is 65%. Proposed lot size for 59 McGuire Road is
just over 3 acres, and 67 McGuire Road is 1.4 ac; minimum lot size allowed is
15,000 sf. We note that the proposed lot line revision would create a non-
conforming structure of the cell tower, thus needs to be further revised so no
nonconformities occur.
4. There is a list of current tenants on the site plan. One tenant listed, McCarthy
Concrete, is a tenant that we would expect to find in an industrial zone. A site
visit shows that the sites are used in more of an industrial manner than a
commercial manner, with outside storage of items occurring in many places.
5. The Zoning Board of Appeals granted a variance on December 1 to eliminate
the 50' buffers.
6. The zoning data table indicates that 56 parking spaces are required, and that 71
spaces are provided. Many areas shown on the site plan as parking spaces are
actually not available for parking, as they are being used for storage of truck
bodies and various items. It appears that the applicant is once again using the
Town cul-de-sac for parking. Customer parking appears to be occurring on the
Town street; there is a portable sign noting "Customer Parking" that points to
the cul-de-sac.
7. There are extensive areas shown on the site plan for outdoor storage, with no
screening shown. Section 3.13 of the zoning regulations prohibits storage or
display outside a building is such storage or display is visible from any public
way, street or passage; and further requires that any outdoor storage or display
receive approval from this Commission.
8. The site is served by public water and on-site septic systems. There are no
public sewers in this area.
9. The site contains numerous unscreened dumpsters. There is no new landscaping
proposed with this application.
10.If this application is approved, the Planning Department requests approval
conditions addressing all of the deficiencies noted above.
2
UPDATE 2/14/06
1. The plan has been revised to include screening of much of the outdoor
storage area. The types of screening trees are unspecified and listed as 4 feet
at planting. Staff recommend an approval condition that the applicant
provide a typical landscaping plan that identifies the types of evergreens,
height at planting (minimum 5 feet), height at maturity, and condition at
planting. The trees should be nursery stock.
2. The applicant is requesting a merchandise display area of 1900 square feet
between the building and Route 5. The note on the plan indicates that the
display will vary seasonally, with truck beds, flatbeds, storage bins, tool
cabinets in the spring and summer; and snowplows and sanding equipment
in the fall and winter. The snow plows are to be stacked three high, to a
height of 7.5 feet. The note indicates that up to 6 of each item will be
displayed.
3. The plan also notes that part of the outdoor storage will be screened by the
display items themselves. From the applicant's description of how the
outdoor displays vary over the seasons, there may be times when the display
merchandise does not actually screen the outdoor storage behind it.
3
MEMORANDUM RECEIVED
To: Marcia Banach, Director of Planning NOV 1 0 2005
From: Jeffrey B. Doolittle, P.E., Town Engineer SOUTH WINDSORPLAPININGDEPT,
Date: 11/10/05
RE: App 05-6313— DBB Mgmt McGuireRd Site Plan
I have reviewed the proposed site plan for the property at 59 and 67 McGuire Road, and
have the following comments:
1. On the topographic plan, it is not clear if the proposed outdoor storage area
includes a gravel or bituminous surface or a combination of both.
2. The proposed outdoor storage area appears to add a substantial amount of
impervious coverage to this property. Check that the impervious coverage in the
data block is correct.
3. There is a proposed elevation of 54.8 in the middle of the proposed outdoor
storage area that does not appear to be correct based on the other elevations.
4. Will the area around the proposed outdoor storage area, new driveways and
drainage basin be grass or have some other treatment?
5. The proposed discharge pipe from the detention basin heads toward an existing
flared end within the Route 5 ROW. Is this existing flared end and stormwater
system large enough and in suitable condition to accept the drainage flow from
this site? A permit from the DOT may be needed for this new drainage system to
discharge to their system along Route 5.
6. The proposed detention basin will be very difficult to construct and maintain as it
is long and only 2-3 feet wide in places. I suggest changing this design to a
simpler basin in one area or consider subsurface infiltration/storage with an
emergency overflow to the existing flared end along Route 5.
7. What is the elevation of the top of the berm around the proposed detention
basin? The drainage report shows a water elevation of 52.85 for the 100 year
storm but the south edge of the proposed outdoor storage area is at elevation
52.75 and there are no elevations on the east side of the basin. There needs to
be 1 foot of freeboard above the 100 year water elevation all around this basin.
8. Any proposed detention basin needs to have a rip rap emergency overflow
spillway.
9. What is the condition of the drainage on the west half of the site? There are
existing CB's that are covered and pipes that are not shown connecting with
anything. The drainage needs to be investigated and shown more completely.
10.The Stormwater Management Plan shows an increase in the peak discharges
from this site after the proposed development. These discharges must be less
than the existing discharges unless it can be shown they will not affect any
properties or drainage systems downstream. This report needs to address
stormwater drainage from the entire site. The report and plans need to include
stormwater treatment BMP's for the entire site in accordance with the EPA/DEP
Phase 2 stormwater management regulations.
11.The detail for the pavement cross section is shows a thin base and pavement and
may not stand up to heavy commercial truck traffic. This needs to be checked.
Please call me if you have any questions.
Ronnie Scalise RE: Appl #05-63P DBB Managment
.. Page 1
From: "William Lanning"<W Lan ning@southwindsorfire.org>
To: 'Ronnie Scalise"<scalis@southwindsor.org>
Date: 10/11/05 8:02AM
Subject: RE:Appl#05-63P DBB Managment
-----Original Message-----
From: Ronnie Scalise [mailto:scalis@southwindsor.org]
Sent: Friday, October 07, 2005 3:33 PM
To: Bob Deptula;Jeff Doolittle; Chris Dougan; Ray Favreau; Matt
Galligan; Mike Gantick; Kristian Lindstrom; Cathy Molloy; Sgt. Rich
Bond; Karl Reichle; Fred Shaw; Dennis Sheridan; Melvin Stead; William
Lanning
Subject:Appl#05-63P DBB Managment
Please review and comment on the attached.
Thank you.
Ronnie Scalise
Town of South Windsor
Administrative Secretary-Planning Department
(860)644-2511 x253
NO COMMENT on this application. Wm. R. Lanning
DESIGN PROFESSIONALS, INC.
civil engineers ♦ planners ♦ surveyors
landscape architects ♦ gis ♦ gps
Marcia Banach, Director of Planning RECEIVE November 23, 2005
Town of South Windsor
1540 Sullivan Avenue NOV 2 8 2005
South Windsor, CT 06074
RE: DBB Management, LLC SOUTH WINDSOR PLANNING DEPT. DPI Project No. 1670
McGuire Road
South Windsor, Connecticut
Dear Marcia,
On behalf of my client, DBB Management, LLC, and pursuant to the above-referenced
application, I hereby grant to the Planning&Zoning Commission a 60-day extension to open the
public hearing, pursuant to Connecticut General Statutes Section 22a-42a. Thank you.
Respectfully submitted,
DESIGN PROFESSIONALS INC.
n
Andrea M. Momnie
Executive Coordinator
CC: DBB Management, LLC
Harold Cummings, Esq.
Peter R. DeMallie
Karen M. Isherwood, P.E.
165 South Satellite Road, South Windsor, Connecticut 06074
Tel: (860)291-8755 •Fax: (860)291-8757
www.designprofessionalsinc.com
Stormwater Management Plan
DBB Management
McGuire Road
South Windsor, Connecticut
JJ
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Prepared by
Design Professionals, Inc.
165 South Satellite Road
South Windsor, CT 06074
DPI Project No. 1670
Revised:January 4, 2006
October 20, 2005
Table of Contents: Page#
Introduction 1
Proposed Development 1
Off-Site Analysis I
Peak Runoff control 1
Nonstructural Drainage System 1
Erosion/Sedimentation Control Systems 1
Discharge at the Natural Location 1
Maintenance and Operation 2
Topographic Contour Maps 2
Floodplain Boundaries 2
Drainage Design 2
Water Quality 3
Conclusions 3
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
Introduction: The improvements being considered are proposed on two adjacent sites
located on the south side of McGuire Road and the west side of John Fitch Boulevard
(US Route 5)in South Windsor, Connecticut. DBB Management operates Hartford
Truck from 67 McGuire Road which consists of 0.61 acres of land. The majority of
improvements being analyzed will occur within the adjacent property at 59 McGuire
Road which consists of 3.94 ac. This site presently contains a number of existing
structures which have historically been used for agricultural warehousing and now are
primarily used for storage. The site offers little variation in topography and contains
excessively drained Windsor loamy sandy soil. Appendix A contains a site location map.
Proposed Development: The proposed development of the site includes the construction
of a 24' wide bituminous private driveway, outdoor storage areas, and gravel access
driveways and parking areas.
The storm drainage system proposed for the development includes the creation of a large,
shallow detention basin which will receive all stormwater via overland flow. The
drainage discharge from the detention/infiltration basin will discharge easterly off-site
into the existing culvert within property owned by The State of Connecticut.
Off-Site Analysis: The site presently drains easterly off-site via overland flow to an
existing culvert located within property owned by The State of Connecticut.
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.
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 culvert off-
site, 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.
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 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 TR-55 computer
program. 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. 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.
To Ex. FE(East) To Ex. FE(East)
2 0 2
10 1 4
25 1 5
50 2 6
100 2 7
The site will continue to discharge easterly to the existing culvert within state property.
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.
(Det. Basin)
2 0 0.62
10 1 1.49
25 1 1.94
50 2 2.39
100 2 2.70
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 less than the existing peak discharge off-site.
Water Quality: The infiltration/detention basin has been designed as a very long and
narrow basin with untreated stormwater designed to enter the basin at the farthest point
possible from the outlet discharge pipe. Water quality will be provided by extending the
contact time stormwater has with the proposed vegetation within the basin prior to
discharge.
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
1670EXFE
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Existing Peak Runoff offsite Easterly to FE
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Impervious Areas
Paved parking lots, roofs, driveways 0.41(98) - - -
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix poor 0.92(48) - - -
Total Area (by Hydrologic Soil Group) 1.33
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 1.33 Acres WEIGHTED CURVE NUMBER: 63*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
0 TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
county : Hartford State: CT Checked: Date:
subtitle: Existing Peak Runoff offsite Easterly to FE
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope surface n Area Wp Velocit Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec (hr)
-------------------------------------------------- ---------
sheet 3.2 180 .001 j 0.772
Time of Concentration = 0.77*
--- 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
0 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
county : Hartford State: CT checked: Date:
subtitle: Existing Peak Runoff offsite Easterly to FE
Page 1
1670EXFE
Data: Drainage Area 1.33 * Acres
Runoff curve Number . 63 *
Time of concentration: 0.77 * Hours
Rainfall Type III
Pond and Swamp Area NONE
1 storm Number -----i 1 1 2 1 3 1 4 1 5 1
1----------------- 1------1------1------1------1------1
Frequency (yrs) i 2 i 10 i 25 i 50 i 100
24-Hr Rainfall (in) i 3.2 i 4.7 i 5.5 i 6.2 i 6.9
Ia/P Ratio i 0.37 i 0.25 i 0.21 i 0.19 i 0.17
Runoff (in) i 0.52 i 1.32 i 1.83 i 2.32 i 2.83
1 unit Peak Discharge 10.386 10.465 10.480 10.491 10.499 1
(cfs/acre/in) I I I
1 Pond and Swamp Factor) 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 0 1 1 1 1 1 2 1 2 1
* - value(s) provided from TR-55 system routines
0
Page 2
1670EXS
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Hartford Truck-DBB Mgmt User: kmi Date: 10-20-05
county : Hartford State: CT Checked: Date:
Subtitle: Existing Peak Runoff Offsite Southerly
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix poor 0.05(48) - - -
Total Area (by Hydrologic soil Group) .05
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: .05 Acres WEIGHTED CURVE NUMBER: 48*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
0 TIME OF CONCENTRATION AND TRAVEL TIME- Version 2.00
Project : Hartford Truck-DBB Mgmt User: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Existing Peak Runoff Offsite Southerly
-------------------------------------------------------------------------------
Flow Type 2 year Length Slope surface n Area Wp Velocit Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec (hr)
----------------------------------------7--------------------------------------
sheet 3.2 20 .20 j 0.016
Time of Concentration = 0.02*
--- 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
0 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : Hartford Truck-DBB Mgmt User: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Existing Peak Runoff Offsite southerly
Data: Drainage Area .05 * Acres
Runoff Curve Number 48 *
Time of Concentration: 0.02 * Hours
Rainfall Type III
Pond and Swamp Area . NONE
Page 1
1670EXS
I storm Number ( 1 1 2 1 3 1 4 1 5 i
(----------------------(------(------(------(------(------I
I Frequency (yrs) I 2 l 10 l 25 l 50 i 100 i
I I I I I I I
1 24-Hr Rainfall (in) I 3.2 ( 4.7 I 5.5 1 6.2 l 6.9 l
Ia/P Ratio i 0.68 j 0.46 0.39 j 0.35 0.31
used i 0.50 i 0.46 i 0.39 j 0.35 j 0.31
Runoff (in) i 0.09 i 0.48 i 0.78 i 1.09 i 1.44
1 unit Peak Discharge 10.527 10.622 10.958 11.117 11.173 1
(cfs/acre/in) I I I
I Pond and Swamp Factorl 1.00 l 1.00 i 1.00 1 1.00 i 1.00 1
I 0.0% Ponds used I I I I I I
1----------------------(------I------(------1------I------(
1 Peak Discharge (cfs) l 0 I 0 1 0 1 0 1 0 1
* - value(s) provided from TR-55 system routines
Page 2
1670EXW
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Hartford Truck-DBB Mgmt User: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Existing Peak Runoff Westerly
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix poor .24(48) - - -
Total Area (by Hydrologic Soil Group) .24
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: .24 Acres WEIGHTED CURVE NUMBER: 48*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME' Version 2.00
Project : Hartford Truck-DBB Mgmt User: kmi Date: 10-20-05
county : Hartford State: CT checked: Date:
Subtitle: Existing Peak Runoff westerly
------- ------------------ ----------------------
Flow Type 2 year Length slope Surface n Area Wp Velocit Time
-------------rain- (ft) (ft/ft) code (sq/ft) (ft) (ft/sec (hr)
------------------ ----------------------------
-
sheet 3.2 130 .005 j 0.313
Time of Concentration = 0.31*
--- 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
0 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : Hartford Truck-DBB Mgmt User: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Existing Peak Runoff Westerly
Data: Drainage Area .24 * Acres
Runoff Curve Number 48 *
Time of Concentration: 0.31 * Hours
Rainfall Type . III
Pond and swamp Area . NONE
Page 1
1670EXW
-----------------------------------------------------------
1 storm Number ( 1 1 2 1 3 1 4 1 5 1
(----------------------(------(------1------(------1------1
Frequency (yrs) i 2 i 10 i 25 i 50 I 100
24-Hr Rainfall (in) i 3.2 i 4.7 i 5.5 i 6.2 i 6.9
I Ia/P Ratio i 0.68 i 0.46 i 0.39 10.35 i 0.31
( used 1 0.50 1 0.46 i 0.39 1 0.35 1 0.31
Runoff (in) 0.09 j 0.48 0.78 1.09 1.44
unit Peak Discharge 10.342 10.403 10.521 10.590 10.637 1
(cfs/acre/in) I I I I I I
( Pond and swamp Factor) 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
(--------------- -------I------I------I------I------I------I
( Peak Discharge (cfs) i 0 I 0 1 0 1 0 ( 0 I
* - value(s) provided from TR-55 system routines
0
Page 2
APPENDIX C
1670PRFE
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Developed Peak Runoff Offsite Easterly to FE
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
open space (Lawns,parks etc.)
Good condition; grass cover > 75% 0.44(39) - - -
Impervious Areas
Paved parking lots, roofs, driveways 0.97(98) - - -
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix poor 0.02(48) - - -
Total Area (by Hydrologic Soil Group) 1.43
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: 1.43 Acres WEIGHTED CURVE NUMBER: 79*
-------------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
0 TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : Hartford Truck-DBB Mgmt User: kmi Date: 10-20-05
county : Hartford State: CT checked: Date:
subtitle: Developed Peak Runoff Offsite Easterly to FE
-------------------------------------------------------------------------------
Flow Type 2 year Length slope Surface n Area Wp Velocit Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec (hr)
--------------------- --------------------------------------
sheet 3.2 055 .01 a 0.017
Shallow concent'd 400 .005 u 0.097
Time of Concentration = 0.11*
--- 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 3 Range, Natural
* - Generated for use by GRAPHIC method
0 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Page 1
1670PRFE
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Developed Peak Runoff offsite Easterly to FE
Data: Drainage Area 1.43 * Acres
Runoff Curve Number 79 *
Time of Concentration: 0.11 * Hours
Rainfall Type III
Pond and swamp Area NONE
storm Number ( 1 1 2 1 3 1 4 1 5 1
(----------------------(------(------(------(------(------(
Frequency (yrs) i 2 i 10 i 25 i 50 i 100 I
( 24-Hr Rainfall (in) 1 3.2 ( 4.7 1 5.5 ( 6.2 1 6.9
1 Ia/P Ratio ( 0.17 1 0.11 ( 0.10 1 0.09 ( 0.08
j used j 0.17 i 0.11 j 0.10 j 0.10 0.10 j
( Runoff (in) ( 1.34 ( 2.55 ( 3.24 j 3.86 ( 4.49
unit Peak Discharge 10.981 11.009 11.016 11.016 11.016 1
(cfs/acre/in)
( Pond and swamp Factor( 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
1----------------------1------1------1------1------1------1
( Peak Discharge (cfs) 1 2 1 4 1 5 1 6 1 7 1
* - value(s) provided from TR-55 system routines
0
Page 2
1670PRS
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
County : Hartford State: CT checked: Date:
subtitle: Developed Peak Runoff Offsite-southerly
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
open space (Lawns,parks etc.)
Good condition; grass cover > 75% .022(39) - - -
Impervious Areas
Paved parking lots, roofs, driveways .016(98) - - -
Total Area (by Hydrologic Soil Group) .038
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: .038 Acres WEIGHTED CURVE NUMBER: 64*
-----------------------------------------------------------=-------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : Hartford Truck-DBB Mgmt User: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Developed Peak Runoff Offsite-southerly
-------------------------------------------------------------------------------
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 60 .01 a 0.018
Time of concentration = 0.02*
--- 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 ] Range, Natural
* - Generated for use by GRAPHIC method
0 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10720-05
County : Hartford State: CT Checked: Date:
subtitle: Developed Peak Runoff Offsite-Southerly
Data: Drainage Area .038 * Acres
Page 1
1670PR5
Runoff Curve Number . 64 *
Time of concentration: 0.02 * Hours
Rainfall Type III
Pond and swamp Area . NONE
1 storm Number 1 1 1 2 1 3 1 4 1 5 l
1----------------------I------1------i------1------1------1
Frequency (yrs) 1 2 l 10 I 25 1 50 1 100 I
24-Hr Rainfall (in) ' 3.2 i 4.7 i 5.5 j 6.2 6.9
Ia/P Ratio i 0.35 i 0.24 i 0.20 i 0.18 i 0.16
I Runoff (in) i 0.56 1 1.39 l 1.91 1 2.41 1 2.93 I
Unit Peak Discharge 11.110 11.177 11.167 11.159 11.154 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 1 1.00 I
I 0.0% Ponds used I I I I I I
1----------------------1------1------1------i------I------1
1 Peak Discharge (cfs) l 0 I 0 ( 0 1 0 1 0 1
* - Value(s) provided from TR-55 system routines
0
Page 2
167OPRW
RUNOFF CURVE NUMBER COMPUTATION Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
county : Hartford State: CT checked: Date:
subtitle: Developed Peak Runoff westerly
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab.)
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% .08(39) - - -
Impervious Areas
Paved parking lots, roofs, driveways .07(98) - - -
Total Area (by Hydrologic Soil Group) .15
-------------------------------------------------------------------------------
TOTAL DRAINAGE AREA: .15 Acres WEIGHTED CURVE NUMBER: 67*
-----------------------------------------------------------=-------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
county : Hartford State: CT checked: Date:
subtitle: Developed Peak Runoff westerly
- ------- ---------------------------------------------
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 20 .010 a 0.007
shallow concent'd 160 .01 u 0.028
Time of Concentration = 0.03*
--- 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
0 GRAPHICAL PEAK DISCHARGE METHOD Version 2.00
Project : Hartford Truck-DBB Mgmt user: kmi Date: 10-20-05
County : Hartford State: CT Checked: Date:
subtitle: Developed Peak Runoff westerly
Page 1
1670PRW
Data: Drainage Area .15 * Acres
Runoff curve Number 67 *
Time of concentration: 0.03 * Hours
Rainfall Type III
Pond and Swamp Area NONE
i storm Number l 1 I 2 l 3 l 4 i 5 i
1----------------------1------1------1------i------1------1
I Frequency (yrs) ( 2 l 10 l 25 i 50 l 100 l
24-Hr Rainfall (in) 3.2 4.7 5.5 6.2 6.9
I
Ia/P Ratio j 0.31 j 0.21 j 0.18 j 0.16 0.14
I Runoff (in) 0.69 1.60 2.16 j 2.68 j 3.23
unit Peak Discharge 11.141 11.153 11.152 11.151 11.150 1
(cfs/acre/in) + I I
I Pond and swamp Factorl 1.00 l 1.00 l 1.00 l 1.00 l 1.00 i
I 0.0% Ponds used I I I I - I I
i----------------------1------1------1------1------1------i
Peak Discharge (cfs) l 0 l 0 I 0 l 0 l 1 I
* - value(s) provided from TR-55 system routines
El
Page 2
APPENDIX D
Reservoir Report
Page 1
Reservoir No. 3 - revised basin w/3'bottom 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 s( qft) Incr.Storage(cult) Total storage(tuft)
0.0.00 52.00 6,900
52.25 7,300 0 0
0.50 52.50 1,775 1,775
7,800 1,888 3,663
0.75 52.75 9,200 2,125 5,788
0.85 52.85 10,500 985 6,773
1.00 53.00 16,800 2,048
8,820
Culvert/Orifice Structures Weir Structures
[A] IB] [C] [D] [A] [B] [C] [D]
Rise in = 24.0 0.0 0.0 0.0 Crest Len ft = 0.00 0.00 0.00 0.00
Span in = 24.0 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. = 3.33 0.00 0.00 0.00
Invert El.ft = 52.00 0.00 0.00 0.00 Weir Type = - _ _
Length ft = 20.0 0.0 0.0 0.0 Multi-Stage = No No No No
Slope% = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif.Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft
Stage/Storage/Discharge Table Note:All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D ExfII Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cis cfs
cfs
0.00 0 52.00 0.00 - _
0.25 1,775 52.25 0.39 - - _ - - - - - 0.00
0.50 3,663 52.50 1.14 - _ - - - - 0.39
0.75 5,788 52.75 2.09 - - _ - - - - - 1.14
0.85 6,773 52.85 2.54 - _ - - 2.09
1.00 8,820 53.00 3.17 - - - - - - 2.54
_ - - - -- 3.17
APPENDIX E
Hydrograph Report Pa"I
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Proposed to Basin
Hydrograph type = SCS Runoff Peak discharge = 2.30 cfs
Storm frequency = 2 yrs Time interval = 1 min
Drainage area = 1.43 ac Curve number = 79
Basin Slope 33.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=7,146 cult
Hydrograph Discharge Table
Time --Outflow Time --Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
11.65 0.24 12.22 1.23 12.78 0.31
11.67 0.27 12.23 1.16 12.80 0.30
11.68 0.29 12.25 1.12 12.82 0.30
11.70 0.32 12.27 1.08 12.83 0.29
11.72 0.34 12.28 1.05 12.85 0.29
11.73 0.37 12.30 1.01 12.87 0.28
11.75 0.40 12.32 0.98 12.88 0.28
11.77 0.43 12.33 0.94 12.90 0.27
11.78 0.46 12.35 0.91 12.92 0.27
11.80 0.49 12.37 0.87 12.93 0.27
11.82 0.53 12.38 0.83 12.95 0.26
11.83 0.56 12.40 0.79 12.97 0.26
11.85 0.60 12.42 0.75 12.98 0.25
11.87 0:64 12.43 0.71 13.00 0.25
11.88 0.68 12.45 0.67 13.02 0.24
11.90 0.72 12.47 0.63 13.03 0.24
11.92 0.77 12.48 0.59 13.05 0.24
11.93 0.83 12.50 0.55 13.07 0.23
11.95 0.92 12.52 0.51
11.97 1.05 12.53 0.47
11.98 1.23 12.55 0.43 ...End
12.00 1.45 12.57 0.41
12.02 1.69 12.58 0.38
12.03 1.93 12.60 0.37
12.05 2.14 12.62 0.35
12.07 2.26 12.63 0.35
12.08 2.30<< 12.65 0.34
12.10 2.24 12.67 0.33.
12.12 2.11 12.68 0.33
12.13 1.94 12.70 0.33
12.15 1.75 12.72 0.32
12.17 1.57 12.73 0.32
12.18 1.43 12.75 0.31
12.20 1.31 12.77 0.31
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Proposed to Basin
Hydrograph type = SCS Runoff Peak discharge = 4.43 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.43 ac Curve number = 79
Basin Slope 33.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 4.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=13,610 cult
Hydrograph Discharge Table
Time —Outflow
(hrs cfs)
12.05 4.19
12.07 4.40
12.08 4.43<<
12.10 4.29
12.12 4.02
End
Hydrograph Report Page
Hydraflow Hydrographs by Intelisoive
Hyd. No. 1
Proposed to Basin
Hydrograph type = SCS Runoff Peak discharge = 5.62 cfs
Storm frequency = 25 yrs Time interval = 1 min
Drainage area = 1.43 ac Curve number = 79
Basin Slope 33.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 5.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=17,308 tuft
Hydrograph Discharge Table
Time —Outflow
(hrs cfs)
12.05 5.34
12.07 5.59
12.08 5.62 <<
12.10 5.43
12.12 5.07
...End
Hydrograph Report Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Proposed to Basin
Hydrograph type = SCS Runoff Peak discharge = 6.67 cfs
Storm frequency = 50 yrs Time interval = 1 min
Drainage area = 1.43 ac Curve number = 79
Basin Slope `- 33.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=20,635 cuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.05 6.37
12.07 6.66
12.08 6.67<<
12.10 6.44
12.12 6.01
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Proposed to Basin
Hydrograph type = SCS Runoff Peak discharge = 7.74 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 1.43 ac Curve number = 79
Basin Slope 33.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 6.90 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=24,027 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
12.05 7.40
12.07 7.73
12.08 7.74
12.10 7.46
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Hydrograph type = Reservoir Peak discharge = 0.62 cfs
Storm frequency = 2 yrs Time interval = 1 min
Max. Elevation
Inflow No. = 1 Reservoir name = revised basin w/3
ation = 52.33 ft Max. Storage = 2,466 cuft
Storage Indication method used.
Hydrograph Discharge Table Outflow hydrograph volume=6,615 tuft
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.23 1.16 52.31 0.57 -----
---- ---- ---
12.25 1.12 52.31 0.59 ----- ---------- -----
-"--- ----- 0.57
-----
12.27 1.08 52.32 0.60 ----- 0.59
12.28 1.05 52.32 0.61 ----- ----- ----- ----- ----- 0.60
----- ----- ---- -----
2.30 1.01 52.33 << 0.61
-----
12.32 0.98 52.33 « ----- ----- 0.62 <<
12.33 0.94 52.33 << `-'- - 0.62 <<
0.62 ' -'
----- ----- -----
12.35 0.91 52.33 << ---- ---" 0.62 <<
----- ----- -----
37 0.87 52.33 « ----- - ----- ----- 0.62 <<
38 0.83 52.33 << -----
2.40 0.79 52.33 « -----
12.42 0.75 52.33 « ----- "'_"' _ ----- ----- 0.62 <<
12.43 0.71 52.33 << 0.62 --" ---- 0.62 <<
12.45 0.67 52.33 « 0.62 ----- ----- _-' ---" "---- 0.62 <<
12.47 0.63 52.33 << --"-- '"'"' "--- ----- 0.62 <<
12.48 0.59 52.33 << ""-'" - ----- 0.62 <<
.50 0.55 52.33 « 0.62 ----- _____
----- ----- --------- ----- ----- 0.62 <<
----
12.52 0.51 52.33<< '---' 0.62 <<'----
12.53 0.47 52.33« 0.62 ----- _""' ----- ----- 0.62 <<
12.55 0.43 52.33 << - 0.62 <<
.57 0.41 52.33 << 0.62 ----- _____
----- ----- ----- ----- 0.62 <<
12.58 0.38 52.33 << ""- -'---
----- ----- ----- ----- 0.62 <<
2.60 0.37 52.33 « '---
2.62 0.35 52.33 << ----- ----- -'-'
-----2.63 0.35 52.33 << 0.62 <<-'-'
12.65 0.34 52.33 << 0.62 -- --- ___
----- ----- ----
67 0.33 52.32 0.62 -----
12.68 0.33 52.32 0.61 ----- ---- 0.62
-
2.70 0.33 52.32 0.60 ----- _____
---- ---- -----
12.72 0.32 52.32 0.60 ----- - -----
----- ----- -----
2.73 0.32 52.31 0.59 ---- ___ _ 0.60
12.75 0.31 52.31 0.58 ----- ----- ----- ---------
2.77 0.31 52.31 0.58 ----- _____
12.78 0.31 52.31 0.57 ----- -"- 0.58
-
---- ---- ----- 0.57
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Hydrograph type = Reservoir Peak discharge = 1.49 cfs
Storm frequency = 10 yrs
Inflow hyd. No. = 1 Time interval = 1 min
Max. Elevation = 52.59 ft Reservoir name = revised basin w/3
Max. Storage = 4,468 cuft
Storage Indication method used.
Hydrograph Discharge Table Outflow hydrograph volume=12,957 cuft
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
Mrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.17 2.93 52.54 1.35 -----
----- -----
2.18 2.64 52.55 1.39 ----- ---- ---�- -_"" -- 1.35
----- -----
12.20 2.42 52.55 1.39 ----- ----- -----
---"- ."--- ---"- 1.39
-----
12.22 2.25 52.55 1.39 ----- ----- ----- ----- 1.39
-----
2.23 2.13 52.55 1.39 ----- ----- -�-"- 1.39
----- -----
12.25 2.04 52.58 1.40 ----- ----- -----
----- "---- ---- 1.39
12.27 1.97 52.58 1.42 __-_ --"-- --` ----- 1.40
2.28 1.91 52.59 1.44 ----- --""" _ 1.42
----- -----
12.30 1.84 ----- "''-- ---- 1.44
52.59 1.46 ----- ----- -----
----- -----
12.32 1.77 52.59 1.47 ----- -"--- ---- ----- 1.46
12.33 1.70 52.59 1.48 ----- --_"- ----- ----- 1.47
12.35 1.63 52.59 1.49 ----- ----- ----- - 1.48
----- -----
12.37 1.56 52.59 1.49 ---- - ---` - 1.49
2.38 1.49 52.59« ----- ""_"" 1.49
----- -----
12.40 1.42 52.59 1.49 ----- ----- ----- 1.49 <<
----- -----
12.42 1.35 52.59 1.49 ----- ----- ----- ----- 1.49
-----
12.43 1.27 52.59 1.48 ----- 1.49
12.45 1.20 52.59 1.47 ---- _ - ----- 1.48
12.47 1.13 52.59 1.46 ----- ----- ---- ----- 1.47
----- ----- ----
12.48 1.05 52.59 1.45 ----- 1.46
12.50 0.98 52.58 1.43 ----- ----- "---- 1.45
12.52 0.90 52.58 1.41 _-__ ---- ----- ----- 1.43
----- -----
12.53 0.83 52.58 1.39 ----- ----- -`-- ---" ----- 1.41
12.55 0.77 52.55 1.39 ----- ----- ----- ----- 1.39
12.57 0.72 52.55 1.39 ----- ----- ----- _--- ----- ----" - 1.39
---
12.58 0.68 52.55 1.39 ----- 1.39
----- -----
12.60 0.65 52.55 1.39 ----- _ --"-" ----- 1.39
----
12.62 0.63 52.55 1.39 ----- ----- -----
-_-- ----" ----- 1.39
----- -----
12.63 0.61 52.55 1.37 ----- -_--- r-- ----- 1.39
---
12.65 0.60 52.54 1.34 ---_ '-'-' - 1.37
...End _ -
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Hydrograph type = Reservoir Peak discharge = 1.94 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = revised basin w/3
Max. Elevation = 52.70 ft Max. Storage = 5,539 cuft
Storage Indication method used.
Outflow hydrograph volume=16,584 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
12.17 3.69 52.67 1.75
12.18 3.32 52.68 1.82 ----- ----- _----
1.75
2.20 3.03 52.69 1.87 ----- _____
----- -----
2.22 2.82 52.70 1.91 ----- -----
----- -----
23 2.66 52.70<< 1.94 ---- _____
----- -----
1.91
----- ----- - --
25 2.55 52.70<< 1.94 ----- ----- ----- ----- ----- --- -
---- 1.94 <<
27 2.46 52.70<< 1.94 ----- _____ ____
12.28 2.37 52.70<< 1.94 ----- _____ --'
----- -----
2.30 2.29 52.70<< 1.94 ----- ----- ----- ----- ----- -----
----- ----- 1.94 <<
2.32 2.20 52.70 << 1.94 ---- ----- ----- ----- 1.94<<
----- ----- -----
12.33 2.12 52.70<< 1.94 ----- ----- ----- ----- ----- 1.94<<
---- ---- ----- -----
12.35 2.03 52.70<< 1.94 ---- ----- ----- ----- 1.94<<
----- ----- ---- -----
12.37 1.94 52.70<< 1.94 ---- ----- ----- 1.94<<
--- ----- --
12.38 1.85 52.70<< - -"--
----- ----- -----
40 1.76 52.70<< 1.94 ----- ----- ----- ----- ----- ----- -----
----- ----- -----
----- 1.94<<
--
42 1.67 52.70<< 1.94 ----- ----- ----- ----- ----- 1.94<<
2.43 1.58 52.70<< 1.94 -- - ----- ----- ----- ----- ---------- ----- ----- 1.94<<
----
12.45 1.49 52.70<< 1.94 ----- ----- ----- ----- ----- 1.94<<
---- ----- ----- -----
12.47 1.39 52.70<< 1.94 ----- ----- ---_ _____ ----- ----- -----
----- 1.94<<
---
48 1.30 52.70<< 1.94 ----- ----- ----- _____ ----- 1.94 <<
---- -----
12.50 1.21 52.70<< 1.94 ----- ----- ----- _____ ----- 1.94<<
12.52 1.12 52.69 1.91 ---- ----- ----- _____ ------ -----
1.91
--- ----- ---- - ---
12.53 1.03 52.69 1.88 ----- ---- ----- --__ ----- 1.91
---- --- -----
12.55 0.95 52.68 1.84 ----- ---- ----- _____ _____ ----- 1.84
88
2.57 0.89 52.68 1.80 ---- ----- ----- ----- 1.84
58 0.84 52.67 1.77 ----- ----- ----- ----- 1.80
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Hydrograph type = Reservoir Peak discharge = 2.39 cfs
Storm frequency = 50 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = revised basin w/3
Max. Elevation = 52.81 ft Max. Storage = 6,475 cuft
Storage Indication method used.
Outflow hydrograph volume=19,850 cuft
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 eft cfs cfs cfs cfs cfs
12.17 4.35 52.77 2.24 -___
----- ----- -----
12.18 3.91 52.77 2.24 ----- ----- ----- -----
_____ 2.24
----- -----
12.20 3.57 52.77 2.24 ----- ----- ----- ----- ---- 2.24
----
12.22 3.32 52.77 2.24 ----- ----- ----- -----
----- ----- -''-' - 2.24
12.23 3.13 52.80 2.31 ----_ ----- ----- '-" ----- 2.24
12.25 3.00 52.81 2.37 2.31
----- ---- -----
12.27 2.89 52.81 << 2.39 ----- ----- ___-- -_-- ''-'- 2.37
---- -----
28 2.79 52.81 << ----- ----- ----- ----
30 2.69 52.81 << 2.39 ----- _____
12.32 2.59 52.81 << "'--
2.33 2.48 52.81 <<
----- ----- ----- -----
2.35 2.38 52.81 << 2.39 <<2.39 -----
----- --- -----
2.37 2.27 52.81 << 2.39 ----- _-_
12.38 2.17 52.81 << '-" '-'-'
2.40 2.06 52.81 << -'--'
2.42 1.96 52.81 << 2.39 ----- _____
----- ----- ----- ----- 2.39 <<
12.43 1.85 52.81 << "-' '--- - ---
45 1.74 52.81 2.36 ----- -� -"
12.47 1.63 52.80 2.30 �__ -�-- -- 2.36
-
2.48 1.52 52.77 2.24 ----- -� 2.30
-
2.50 1.41 52.77 2.24 ----- _____
----- ----- -----
12.52 1.30 52.77 2.24 ----- ---------- ---- 2.24
-
2.53 1.20 52.77 2.24 ----- _____
----- -----
12.55 1.11 52.77 2.24 ----- _ ----- ----- 2.24
2.57 1.04 52.77 2.24 ----- ---
----- ---- ---- 2.24
2.24
...End
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Hydrograph type = Reservoir Peak discharge = 2.70 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = revised basin w/3
Max. Elevation = 52.90 ft Max. Storage = 7,487 cuft
Storage Indication method used.
Outflow hydrograph volume=23,191 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.15 5.64 52.85 2.49 --_
----- -- ---
17 5.02 52.85 2.54 ----- ----- _____
12.18 4.50 52.85 2.54 -----
----- ----- -----
2.20 4.11 52.85 2.54 ----- -----
2.54
12.22 3.82 52.88 2.58 ----- ----- ----- -----
---- _
23 3.60 52.89 2.63 ----- ----- ----- ----- --
2.58
2.25 3.44 52.89 2.67 ----- ----- -----
2.63
12.27 3.32 52.90 << 2.70 ----- -----
28 3.20 52.90<< 2.70 ----- ----- -----
12.30 3.08 52.90<< ----- -----
2.70 ----- ---'-
-----
2.32 2.97 52.90<< 2.70 ----- ----- ---- ----- 2.70 <<
----- ----- -----
2.33 2.85 52.90 << 2.70 ----- ----- ----- ---- 2.70 <<
----- ---- -----
2.73 52.90 << 2.70 ---- ----- ----- ----- 2.70<<
----- ----- ----- -----
12.37 2.61 52.90<< 2.70 ----- ----- ----- ----- 2.70 <<
----- ----- -----
38 2.49 52.90 << 2.70 ----- ----- ----- ----- 2.70 <<
----- ----- -----
40 2.36 52.90 << 2.70 ----- ---- ----- ----- 2.70 <<
----- ----- ----- -----
12.42 2.24 52.90 << 2.70 ---- ---- ----- ----- 2.70 <<
--- ---- ----- -----
12.43 2.12 52.90 << 2.70 ----- ----- ----- ----- 2.70 <<
---- ----- -----
2.45 1.99 52.89 2.68 --- ----- ----- - 2.70
----- ----- -----
2.47 1.87 52.89 2.65 ---- ----- ----- ----- 2.68
----- ----- ----- -----
12.48 1.74 52.89 2.61 ----- ----- ----- ----- 2.61
----- ----- ---- -----
12.50 1.61 52.88 2.57 ----- ---- ----- ----- 2.61
----- ----- ----- -----
12.52 1.49 52.85 2.54 ----- ----- ---- ----- ----- 2.54
57
----- ----- -----
12.53 1.37 52.85 2.54 ----- ----- - ---- 2.54
----- ----- ----- -----
12.55 1.27 52.85 2.54 --- ----- ----_ - 2.54
---- ----- ---- -----
12.57 1.19 52.85 2.54 ----- ----- ----- � - 2.54
----- --- - ----- -----
12.58 1.12 52.85 2.54 ---- _ ---
----- -- -- -----
2.54
2.60 1.07 52.85 2.54 ----- ----- ---- ----- ----- 2.54
...End
10VI N Sfq
x � I ICI►�L�.I V ���C;►�!1.�2 G�
J
C•1 * U
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
�OSOR-CO TELEPHONE (860) 644,2511
CERTIFIED#7004 2510 0003 9803 0482
February 16, 2006
DBB Management LLC
111 Farm Brook Lane
South Windsor, CT 06074
Dear Madam/Sir:
Re: App105-63P,DBB Management Site Plan
We are pleased to advise you that that the Planning&Zoning Commission voted on February 14,2006,to
approve with modifications the above referenced application for a Site Plan of Development. This approval is
for site plan on property located at 59 and 67 McGuire Road:
1. No building permit will be issued until the final mylars have been filed in the Town Clerk's office.
2. A landscape bond in the amount of$2000.00 is required and must be submitted prior to filing of mylars.
3. All bonds must be in one of the forms described in the enclosed Bond Policy.
4. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of
South Windsor.
5. Pavement markings must be maintained in good condition throughout the site drives and parking areas.
6. All free standing signs and/or building signs require the issuance of a sign permit before they are erected.
7. The Town Engineer's review comments dated 1/10/2006 must be addressed to the Town Engineer's
satisfaction.
8. All outdoor storage must be contained within areas designated for storage on the site plan, and all outdoor
storage must be screened as required by the zoning regulations.
9. A merchandise display area totaling 1900 square feet is approved in the location shown on the site plan. The
Commission-approved merchandise area need not be screened.
w ' �
10. The landscaping plan for the screening trees must be completed,with trees identified by type,minimum 5
feet at planting. If arborvitaes are used,they must be no farther apart than 5 feet on center. The final
landscaping plan must be submitted to the Planning Department for review and approval.
11. All customer and other vehicle parking must be accommodated on site. Areas designated as parking spaces
must actually be available to be used as vehicle parking spaces.
12. All dumpsters on-site must be shown on the site plan and screened.
Black and white transparent mylars of Sheet # 3 with the above modifications, together with three blueprint
copies of the entire set of plans must be submitted to this Commission within 30 days to be stamped and signed.
The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission
must be reproduced on the mylars.
After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the
Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department.
Ve ly yours,
Patrick Kennedy, Chairman
PK/bmm
cc: Town Engineer
Chief Building Official
Assessor
Superintendent of Pollution Control
Fire Marshal
Design Professionals
DESIGN PROFESSIONALS, INC.
civil engineers ♦ planners ♦ surveyors
landscape architects ♦ gis ♦ gps FEB 0 2, 2006
January 30, 2006
Marcia Banach, Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
DPI Project No. 1670
RE: DBB Management, LLC
McGuire Road
South Windsor, Connecticut
Dear Marcia,
On behalf of my client, DBB Management, LLC, and pursuant to the above-referenced
application, I hereby grant to the Planning&Zoning Commission a 35-day extension to continue
and close the public hearing, pursuant to Connecticut General Statutes. Thank you.
Respectfully submitted,
DESIGN PROFESSIONALS INC.
n ,
' " v_t 0
Andrea M. Momnie
Executive Coordinator
CC: DBB Management, LLC
Harold Cummings, Esq.
Peter R. DeMallie
Karen M. Isherwood, P.E.
165 South Satellite Road, South Windsor, Connecticut 06074
Tel: (860)291-8755•Fax: (860)291-8757
www.designprofessionalsinc.com
BOND TRANSMITTAL
DATE: l
APPLICANT NAME
ADDRESS
soyl
PROJECT LOCATION/ADDRESS /' l e �(,(, y LOT
SUBDIVISION
P&Z OR IWA/CC APPLICATION NUMBER /)
uJ
AMOUNT OF BOND
V
CHECK NUMBER/ - 5 7
DEPARTMENT �� f
SUBMITTED
NAME DATE
RECEIVED BY FINANCE
NAME DATE
SUB ACCOUNT NUMBERd0
Wownball-Mvolift nning Department\fessiao\Forms\Pcrmits-Bonds\BOND TRANSMITTAL 08.27-Ol.doc
BOND RELEASE TRANSMITTAL
DATE:
APPLICANT NAME d,V Lf,, ,( 7rv�-k
ADDRESS '
sou ,� Y
PROJECT LOCATION/ADDRESS Itc1A I LOT
'P&Z OR IWA/CC APPLICATION NUMBER sC 05- (-3
SUB ACCOUNT NUMBER 50 C) 10
ORIGINAL BOND AMOUNT
Please release the bond indicated above as all of the required
work has been completed.
NAME DATE
70.0 _ 41151 BY
CHECK # ISSUED DATE
HATImning DepartmenAHolmes\fortns\BOND RELEASE TRANSMITTAL 08-27-0Ldoc