HomeMy WebLinkAboutSite Plan of Development (47) . TOWN OF SOUTH WINDSOR
PLANNIAPPLICAT& ZONING ON FORM COMMISSION i
Application No: r)
Official Receipt Date: J/— �d `� 1998�
Receipt No:
APPLICANT: Tolland Bank c% Craig H. Porter,V.P.
ADDRESS: P.O. Box 156,Tolland,CT 06084
OWNER OF RECORD ON LAND RECORDS: Richard S. Kelley
ADDRESS: 1744 Ellington Road,South Windsor,CT 06074
COMPLETE LOCATION OF PROPERTY: 1665 Ellington Road (Route 30)
ASSESSOR'S MAP # 51 PARCEL# 1 ZONE RC
NAME, ADDRESS, TEL& FAX # OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED:
Peter R. DeMallie,Principal,Design Professionals,Inc. , 165 S.Satellite Road,
South Windsor,CT 06074 Tel. 291-8755 Fax 291-8757
THIS APPLICATION IS FOR: (Check all that apply):
❑ Zone Change to (Public Hearing required and Certified letter to abutters required)
❑ Subdivision/Resubdivision ❑ Open Space Subdivision (Public Hearing Required)
❑ Subdivision ❑ Minor ❑ Major
❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major
❑ Conditional Approval
❑ Special Exception to Article (Public Hearing, Certified letter to abutters required)
® Site Plan of Development
❑ General Plan of Development
❑ Earth Filling (Sec. 15) and/or Earth Removal (Sec. 14 - Public Hearing required)
❑ Regulation Amendment: ❑ Zoning ❑ Subdivision (Attach proposed amendment)
❑ Temporary and Conditional Permit for
❑ Major Home Occupation for
❑ 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.
JSi re of Applicant Signature of operty Owner
(See reverse side for additional information)
TOWN OF SOUTH WINDSOR CHECKLIST
REQUIRED INFORMATION SITE PLANS
APPLICANT IC
PROJECT NAME To �.LrAwJ 16 b 'gal H,� Ton( Awl 3. u-)
This . che.cklist must be signed by plan preparer (P. E. /L.S . ). declaring
that all required information is provided. Items 1-7 are required for
all applications ; items 8-11 required where appropriate.
Check mark for each item supplied.
1 . .On each sheet for plans or maps, title block with the
following information:
a . Name, address and telephone of applicant.
b. Name, address and telephone number of Land Surveyor or
/ Professional Engineer.
C . Name of Development.
d . Date when drawings were made.
2 . Key Map: An overall map drawn to a scale of 1 inch equals
200 feet, which can be used as an overlay on Metropolitan
District Maps . This map will show the overall design of the
Development and surrounding property within 500 feet .
a . Date block which gives needed zoning information such as
percentage of lot coverage; acreage of tract, number of
apartment units, parking requirements, etc.
b. Layout of buildings .
v' C . Layout of streets and parking.
d. Lines indicating proposed drainage system with direction
arrows .
e. Lines indicating sanitary sewer system with direction
arrows .
✓ f . Names of surrounding property owners .
(Alp g. Proposed open spaces and recreation areas .
.. h. Driveway cuts on surrounding properties .
3 . Architectural Elevations : See attached checklist for
Architecture and Design Review.
I
U 4 . Plot Plan: A layout map of the proposed site drawn to a '
scale of 1 inch equals 40 feet on either of the following
size sheets: ( 1 ) 24" x 36" with a 3/4" ruled margin; ( 2)
18" x 24" with a 1/2" ruled margin, containing the following
/ data:
a . Distance and bearings of all boundary lines and acreage
of site. Iron pins required at all property angle points
and shown on map.
b. Proposed streets and street lines with center line
station, curve data, and parking spaces .
C . Building lines in accordance with zoning regulations .
✓ d . Proposed buildings and other structures, including signs,
outside lighting, and dumpsters (on concrete pad and
screened) .
e. Easements, noting grantors, grantees, and purpose.
f . Names of abutting property owners .
g. Monuments will be indicated at corners and angles of all
streets and at all points of curvature and tangency. In
areas accessible to Metropolitan District Commission
points , or other coordinated points, the monumented
points within proposed site shall be coordinated. These
coordinates shall appear in tabular form on the plot
plan. The accessibility of these MDC points shall be
determined by the Town Engineer.
h. All open space or other common or public land uses shall
/ be indicated'.
V i. A-2 certification; P.E. /L.S . Seal .
_ 5 . Topographic Map: A map drawn to a scale of 1 inch to 40
feet on sheets not exceeding 24 inches by 36 inches,
including ruled margins shall in addition to the
requirements of the plot plans show the following:
a . All existing and proposed buildings .
b. Curb lines and pavement width, sidewalks .
V c . Existing and proposed -sanitary sewers .
d. Existing and proposed water and gas main systems .
e. Present wooded area indicated by foliage lines . Any
individual trees to be saved should be shown.
1 J f . Existing and proposed contours shall be shown in not less
than two-foot intervals, but in cases of relatively level
/ land, the contours shall be one-foot intervals and spot
- 2 -
elevations .
g. Regulated wetlands and 100-year floodplain or note that
none are present.
✓ h. Proposed storm drainage system, showing all catch basins,
endwalls, manholes, lengths and sizes of pipes . (Maximum
distance between catch basins shall be 300 feet and
minimum size of storm drain lines shall be 15 inches .
i . Connections of all springs into proposed storm drainage
system as needed.
j . Location and indications of existing brook .channels, and
/ 100-year flood limits .
k. A-2 Certification; P.E. /L.S . Seal .
6 . Landscaping plan:
7 . Drainage calculations: - Zero Runoff Increase per attached
guidelines .
8 . Traffis Report: 0 6e Suppk�a �,� S��h �'��•� ��a� z AsSoc,
9 . Plans and Profiles : A plan and profile of the proposed
streets drawn on plan/profile paper of scales 1 inch to 40
feet horizontally, and 1 inch to 4 feet vertically on sheets
not exceeding 24 inches by 36 inches, including ruled margins
and containing the following:
N�R a. Layout of streets in sections coordinated by stations
with the profile.
b. Street plan showing roadways and drainage.
C . Sight line at driveway & street intersections .
d. Profile of roadway showing existing and finished grades .
Roadway profile will show all tangent grade and all
vertical curve information.
e. Profile will show all catch basins and all drainage lines
between catch basins with all invert and top of frame
elevations . Drainage lines will be shown and described
as to material .
f . Where any storm drainage line discharges into an existing
brook sufficient profile of this brook will be shown to
/ determine conditions .
g. Metropolitan District Commission datum shall be used on
all sites accessible to these controls . The Town
Engineer shall, based on standard engineering practices,
determine the accessibility of these controls .
3 -
h. Profiles shall show all sanitary sewer lines and
manholes , including elevations, sizes, lengths, and
slopes of pipes . Top .of foundation elevations for
building shall be shown.
N 10 . Open Space Site Improvement Plans : For sites which require
or include a provision for open spaces, a plan which contains
data for site improvement may be required. This map shall be
drawn to a scale of 1 inch equals 40 feet.
11 . Sanitary Report: Where individual sanitary sewage disposal
systems are proposed, the final plans shall include a
Sanitary Report certified by a Professional Engineer. The
report shall demonstrate the feasibility of the proposed
individual systems; the report should deal with the area as
a whole, discussing the following points :
a . General nature and development of surrounding area.
b. Topography and natural drainage pattern.
C. Subsurface conditions as shown by subsurface investigation,
including soil absorption characteristics, ground water
level conditions, ledge rock, and general nature of soil.
d. General description of type of development contemplated.
e . Detailed description of proposed sanitary sewage disposal
facilities, indicating sizes for various ground conditions,
materials to be used, and the general layout pattern to be
used, etc .
f . Special precautions that may be necessary to provide proper
functioning of the proposed disposal systems.
g. map of general area with locations of all tests shown on
proposed layout.
h. Flood heights of any nearby streams, brooks, or rivers .
i . Test results and engineering evaluation per Section 4 . 13.5 .
All information required above is included in this application at the
time of submission.
PLATJtPR/PIIAR (P. . /L.S. ) DATE
December 20, 1994
4 -
111;6/1998 10:20 8602918757 DPI PAGE 03
18.
I
NAME: Q 4—e—Ai o iV/C
LOCATION:-_ /e" ee lga_! izz
TYPE OF PROJECT: Z�'Er ?
I
AR AND DESIGN REVIEW COhOIITTEE CHECKLIST
i
i
The following items must be submitted, in accordance with Section.9.1 of the Zoning Regulations at
the time of a site plan application for an industrial or commercial building, or 4igh density housing.
Please bring all of the below to the ADRC review meeting along with this the ist signed and dated.
_✓ 1. Site plan of the property (per Section 8 of the Zoning Regulations)
✓ 2. Architectural elevations of the proposed building(s)
Y 3. Types, styles and colors of building materials, exterior facades and facing, and
fenestrations (samples suggested)
�LA 4. Special architectural features (if applicable)
✓ 5. Colors, materials, and location of lighting
6. Design of signs
i
✓ 7. Mechanical hardware proposed on or around the building and r�of, including trash
compactor, and auxiliary storage areas i
✓ 8. Landscape plan indicating location, types, sizes and quantities of proposed plant
materials ;
Please be aware that miss information or 1-
ing incomplete information may result in a delay in action by
the Committee on this application.
DATE:
i
ADRC CHAIRMAN:
I
TOLLAND BANK SITE PLAN
1. Application for site plan approval for a bank and two tenant spaces,
approximately 5,000 square feet, for property located on the westerly side
of Ellington Road, westerly of Clark Street, RC zone.
2. Site size is approximately 1 ac. Proposed building coverage 11.5%; 25%
allowed. Proposed impervious coverage is 59.8; 60% allowed. The
required parking spaces based on the proposed uses are 31; 32 spaces
have been provided. The applicant is requesting a waiver to be allowed
to have these spaces 9' X 18' in size. It appears that all other zoning
requirements have been met.
3. There are regulated wetlands on the site and work proposed within the
regulated areas. IWA/CC approved the site plan on 12/16/98, with the
recommendation of a $2,000 bond.
4. There is public water and public sewer available to the site. WPCA
approval is required.
5. The Architecture and Design Review Committee has reviewed the plans.
They were very pleased with the proposed architecture of the building
and the landscaping proposed. They had the following
recommendations:
• The landscaping theme recently developed for the four corners area of the
Town Center be carried through on to this site if at all possible;
• The screening for the air conditioned units must look like a fence;
• The lettering on the signs is to be dark and all of the signs are to back lit
and coordinated in color and design.
6. If this application is approved, the planning department has no requested
modifications.
There are no engineering comments on this plan other than State of
Connecticut approval is required for the curb cut.
Abutting Property Owners
Tolland Bank Application
1665 Ellington Road(Route 30)
South Windsor,Connecticut
1. Richard S.Kelley
1744 Ellington Road
South Windsor, CT 06074
2. General Financial Services
8441 East 32nd Street North
Suite 200
Wichita,KS 67226
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165 South Satellite Road South Windsor, CT 06074
Tel 860 291-8755 Fax 860 291-8757
PRE CONSTRUCTION MEETINGS ***** SIGN IN SHEET
NAME COMPANY ADDRESS TELEPHONE #
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DESIGN PROFESSIONALS, INC.
civil engineers planners surveyors
Transmitted via certified mail
Nov. 13, 1998
Dear Current Abutting Property Owner
Re: Tolland Bank Application DPI Project No. 98-1150
1665 Ellington Road(Route 30)
South Windsor, Connecticut
In accordance with Section 7.3b of the "Town of South Windsor Inland Wetlands,
Watercourses,and Conservation Regulations" and in accordance with regulations of the Planning
&Zoning Commission, we are required to notify you that applications have been filed on the
property abutting yours and are subject to hearings by the Inland Wetlands Agency and the
Planning&Zoning Commission. The applications and plans are on file with the South Windsor
Planning Department in the Town Hall.
As an abutting property owner you are invited to the hearings to ask questions and/or give
comments,however,you are not required to attend. You may also submit written comments
regarding the application prior to the hearings if you so desire. For further information regarding
the specific dates these applications will be heard,please contact Debbie Wark,Recording
Secretary, Jeff Folger,Zoning/Wetlands Enforcement Officer,or Michele Lipe, Deputy Planning
Director at the South Windsor Planning Department at 644-2511,ext. 253,229, or 252,
respectively. Thank you.
Sincerely,
Design Pr ssionals,Inc.
By:
-
Peter R. DeMallie
Principal
cc: J. Folger
M. Banach
C. Porter
R.Adams
R.Arsenault
165 South Satellite Road South Windsor, CT 06074
Tel 860 291-8755 Fax 860 291-8757
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Date : 11/16/1998
BEMIS ASSOCIATES, LLC
101 FENN ROAD
NEWINGTON, CT. 06111
Phone: (860)667-3233
Fax: (860)667-3579
Coordinate Dim: FEET Scale: 1 = 20.00 '
Test Number: HP-06342 Catalog Number: RCS-A400H-3Tx-x
Lumens: 32400. LLF: 1.000
MTG Height: 20.0 ft MTG Arm: 0.3 ft
Tilt Angle: 0.00 deg Avg. Tilt Factor: 1.000
Arrangement: 1 Unit(s) oriented NORTH
Contour Lines: Footcandles
Copyright(C) 1998 by Hubbell Inc. All rights reserved.
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LANDSCAPE Santa Ana, CA 92704
LIGHTING Phone: 714668 3660
Fax: 714 668 1107
Spec Grade Floodlight O
Landscape Accent
Sign Accent
Facade Lighting
Go (-C're
Specifications
Fixture Housing Cast aluminum with a minimum wall thickness of 3/16".
Lens Frame Cast aluminum minimum thickness of 3/16". Attached to fixture housing with
two stainless steel hinge pins and two stainless steel cap screws.
Lens Clear tempered 3/16" glass lens,silicone sealed to lens frame.
Reflector Constructed of highly specular Alzak,with three distribution patterns available.
Lampholder Porcelain 4KV pulse rated medium base.
Fitter Cast aluminum with 1/2" NPT. Tenon adapter to externally slipfit 2-3/8" OD
tenon available.
Finish Standard finish is baked enamel dark bronze(BZ),other colors available.
J,A Subsidiary of A Lghling GIMP.fM.
Product Order Guide FLw 04
Mounting Lamp Lamp Primary Reflector
Series Type Watts Ballast Voltage Type Finish Options
FL-04 K 70 MH 120 4-7H7V BZ Bronze F Fusing
100 208 5-7H5V BK Black FF Double Fusing
150 240 6-6H6V CC Custom Color QS Quartz Standby
175 277 BD Barn Doors
PL Polycarbonate Lens Shield
35 HPS PCB Photo Control Button
50 V Visor
70
100
150
75 MV
100
Example: FL-04-K-100MH-120-4-7H7V BZ
Photometric Data
COEFFICIENTS OF UTILIZATION COEFFICIENTS OF UTILIZATION COEFFICIENTS OF UTILIZATION
DASHED CURVES DASHED CURVES DASHED CURVES
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MOUNTING HEIGHT MOUNTING HEIGHT MOUNTING HEIGHT
FL-04-100HPS-4-7H7V. FL-04-175MH-5-7H5V FL-04-100HPS-6-6H6V
Clear Lamp Clear Lamp Clear Lamp
9,500 Lumens 14,000 Lumens 9,500 Lumens
10' Mounting Height 12' Mounting Height 10' Mounting Height
Tilt Angle 451 Tilt Angle 601 Tilt Angle 45'
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ARCHITECTURAL
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Luminaire Dimensions
---- 2930 South Fairview Street
Santa Ana,CA 92704
Lamp Watts A B C Phone:714668 3660
FL-04 13-3/4" 9-1/2" 7" Fax: 714668 1107
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Hydrolozic Study
for
Tolland Bank
1665 Ellington Road
South Windsor, Connecticut
Proj. No. 98-1150
November 16, 1998
Design Professionals, Inc.
civil engineers plamters surveyors gis
165 South Satellite Road,South Windsor,CT.06074 9(860)291 8755•Fax:(860)2918757•Email:dpicivil@.aol.com
Table of Contents
Summaryand Conclusions ............... ...........................................-..................................1
Introduction .......... 2
Methodology...................................................................................................................3
Existing Drainage Basin Characteristics............................................................................4
Proposed Drainage Basin Map.........................................................................................5
Proposed Storm Drainage Hydrographs........................................................................6-9
Calculations sheet.................................................................................10
Drainaee Summary
November 13, 1998
Tolland Bank
File no.98-1150
EAsting Proposed
Runoff Development
2 year storm 0.8 0.7
10 year storm 1.2 1.1
25 year storm 1.4 1.2
50 year storm
100 year storm 1.7 1.5
in C.F.S.
A 10-minute time of concentration was used for the runoff calculations for existing
conditions. Underground detention is proposed, with a zero increase in run off.
Conclusions
A zero increase in run off is achieved with the use of underground storage and an
8"orifice set at 80.4 feet of elevation.
Introduction
The subject of this drainage study is approximately 0.99 acres located on the
southern side of Ellington Road in South Windsor, Connecticut.
Under existing conditions, approximately 0.5 acres of the site drains to the north
towards Ellington Road, the rest approximately drains to a wetland area on the southern
boundary of the property The site is a house currently used as a travel agency, which will
be removed.
The proposed improvements to the site include the construction of a Bank and
retail/office rentals, parking for 32 vehicles, and a storm water management system
including a biofiltration basin. Under proposed conditions, the northern portion of the site
will drain to catch basins through underground storage chambers to a 30"storm drain in
Ellington Road. The Southern portion will drain to a biofiltration basin and then to the
tii4ing wetlands.. The total discharge of 1.7 efs, for a ten year storm.
Methodology
The rational method was used to determine 2, 10, 25 and 100 year storm
discharges for pre-existing and for proposed conditions.
Triangular hydrographs were generated and flood routed through the designed
detention basin and storage by the use of the Storage Indication Method of flood routing.
The detention basin was designed to handle the 100 year storm.
EX. 12'WATER
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DRAINAGE AREAS
Hydrograph Summary Report Page ,
Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak period hyd(s) elevation storage description
(origin) (cfs) (min) (niln) (acft) (yrv) (ft) (CUB)
1 Rational 0.2 1 5 0.00 2 - - - CB-1
2 Rational 0.7 1 5 0.01 2 - CB-2
3 Rational 0.4 1 5 0.00 2 - CB-3
4 Combine 0.9 1 5 0.01 2 1 +2 Upper basins
5 Combine 1.2 1 5 0.01 2 3+4 add basin 3
6 Reservoir 0.7 1 8 0.01 2 5 80.85 159 Total Storage
9 Rational 0.3 1 5 0.00 10 - CB-1
10 Rational 1.1 1 5 0.01 10 - CB-2
11 Rational 0.6 1 5 0.01 10 - - CB-3
12 Combine 1.3 1 5 0.01 10 9+10 Upper basins
13 Combine 1.9 1 5 0.02 10 11 +12 add basin 3
14 Reservoir 1.1 1 8 0.02 10 13 81.15 268 Total Storage
17 Rational 0.3 1 5 0.00 25 - CB-1
18 Rational 1.2 1 5 0.01 25 - CB-2
19 Rational 0.6 1 5 0.01 25 - CB-3
20 Combine 1.5 1 5 0.01 25 17+18 add 1&2
21 Combine 2.2 1 5 0.02 25 19+20 add basin 3
22 Reservoir 1.2 1 9 0.02 25 21 81.29 319 total Storage
24 Rational 0.4 1 5 0.00 100 - CB-1
25 Rational 1.4 1 5 0.01 100 - CB-2
26 Rational 0.8 1 5 0.01 100 - CB-3
27 Combine 1.8 1 5 0.02 100 24+25 1&2
28 Combine 2.6 1 5 0.02 100 26+27 - add 3
29 Reservoir 1.5 1 8 0.02 100 28 81.50 387 total storage
31 Rational 0.8 1 10 0.01 2 - - Front Existing
32 Rational 1.2 1 10 0.02 10 - - Front Existing
33 Rational 1.4 1 10 0.03 25 - Front Existing
34 Rational 1.7 1 10 0.03 100 - - Front Existing
35 Rational 0.5 1 10 0.01 10 - Rear Existing
Proj. file: 1150NEW.GPW OF file: HARTFORD.IDF Run date: 11-13-1998
Hydrograph Report P"e
Hyd. No. 29
total storage
Hydrograph type = Reservoir Peak discharge = 1.47 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 28 Reservoir name = Total Storage
Max. Elevation = 81.50 ft Max. Storage = 387 cult
s"y Indieabon method used. ToW Volume=999 cuft,0.023 acft
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Outflow
(min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
1 0.51 80.43 0.12 - - - - - 0.12
2 1.02 80.52 0.40 - - - - - 0.40
3 1.54 80.65 0.59 - - - - - 0.59
4 2.05 80.84 0.73 - - - - - 0.73
5 2.56<< 81.08 1.00 - - - - - 1.00
6 2.24 81.30 1.20 - - - - 1.20
7 1.92 81.43 1.40 - - - - - 1.40
8 1.60 81.50<< 1.47 - - - - - 1.47<<
9 1.28 81.49 1.46 - - - - - 1.46
10 0.96 81.43 1.40 - - - - - 1.40
11 0.64 81.34 1.27 - - - - - 1.27
12 0.32 81.22 1.16 - - - - - 1.16
13 0.00 81.06 0.98 - - - - - 0.98
14 0.00 80.91 0.85 - - - - - 0.85
is 0.00 80.78 0.66 - - - - - 0.66
1 0.00 80.68 0.62 - - - - - 0.62
17 0.00 80.58 0.50 - - - - - 0.50
10 0.00 80.51 0.39 - - - - - 0.39
19 0.00 80.46 0.21 - - - - - 0.21
20 0.00 80.43 0.11 - - - - - 0.11
21 0.00 80.42 0.06 - - - - - 0.06
22 0.00 80.41 0.03 - - - - -___ 0.03
23 0.00 80.40:. 0.02 - - - - -- 0.02
...End
Reservoir Report Page
Reservoir No. 3
Total Storage
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [A] [B] [C]
Rise(in) = 8.0 0.0 0.0 Crest Len(ft) = 0.0 0.0 0.0
Span(in) = 8.0 0.0 0.0 Crest El.(ft) = 0.00 0.00 0.00
No.Barrels = 1 0 0 Weir Coeff. = 3.00 3.00 3.00
Invert El.(ft) = 80.40 0.00 0.00 Eqn.Exp. = 1.50 1.50 1.50
Length(ft) = 10.0 0.0 0.0 Multi-Stage = No No No
Slope(%) = 1.00 0.00 0.00
N-Value = .010 .013 .013
Orif.Coeff. = 0.60 0.60 0.60
Multi-Stage = - No No Tailwater Elevation = 0.00 It
Note:All outflows have been analyzed under inlet and outlet control.
Stage/Storage/ Discharge Table
Stage Storage Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.0 00 80.40 0.00 - - - - - 0.00
0.1 36 80.50 0.38 - - - - - 0.38
0.2 71 80.60 0.53 - - - - - 0.53
0.3 107 80.70 0.65 - - - - - 0.65
0.4 143 80.80 0.66 - - - - - 0.66
0.5 179 80.90 0.84 - - - - - 0.84
0.6 214 81.00 0.92 - - - - - 0.92
0.7 250 81.10 1.02 - - - - - 1.02
0.8 286 81.20 1.15 - - - - - 1.15
0.9 321 81.30 1.20 - - - - - 1.20
1.0 357 81.40 1.37 - - - - - 1.37
1.1 389 81.50 1.47 - - - - - 1.47
1.2 420 81.60 1.56 - - - - - 1.56
1.3 452 81.70 1.65 - - - - - 1.65
1.4 483 81.80 1.74 - - - - 1.74
1.5 515 81.90 1.82 - - - - - 182
1.6 546 82.00 1.89 - - - - - 1.89..
1.7 574 82.10 1.96 - - - - - 1.96
1.8 609t 82.20 2.04 - - - - - 2.04
1.9 641 82.30 2.10 - - - - - 2.10
n 672 82.40 2.1-7 - - -= - - 2.17
2.1 704 82.50 2.23 - - - - - 2.23
2.2 735 82.60 2.30 - - - - - 2.3Q
2.3 767 82.10 2.36 - - - - - 2.36
2.-A 798 82.60 2.42 - - - - - 2.42
2:5 830 82.90 2.47 - - - - - 2.4.7
Continues on ne%t page...
Total St orap Page 2
Stage/Storage/ Discharge Table
Stage Storage Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
2.6 861 83.00 2.53 — — — — — 2.53
2.7 893 83.10 2.59 — — — — — 2.59
2.8 924 83.20 2.64 — — — — — 2.64
2.9 956 83.30 2.69 — — — — — 2.69
3.0 987 83.40 2.74 — — — — — 2.74
Drainage Study
A x 1 Calculations
Existing Conditions Rear Acres I A x I
for Drainage Tc= 10 minutes
Impervious 0 0.9 0.000
Pervious 0.25 0.3 0.075lawn
0.25 0.15 0.038 light wood
0.113 C= 0.23
Front Acres I A x 1
Tc= 10 minutes
Impervious 0.17 0.9 0.153 paved
Pervious 0.33 0.3 0.099lawn
0.252 C= 0.5
Proposed Conditions
CB1 Impervoius 0.05 0.9 0.045
Tc=5 minutes Pervious 0 0.3 0.000
0.045 C= 0.9
C132 Impervious 0.18 0.9 0.162
Tc= 5 minutes Pervious 0.02 0.3 0.006
0.168 C= 0.81
CB3 Impervious 0.1 0.9 0.090
Tc= 5 minutes Pervious 0 0.3 0.000
0.090 C= 0.9
11/16/98 R.A.
DESIGN PROFESSIONALS, INC. C"" E I V '
civil engineers planners surveyors gis
1998
LETTER OF TRANSMITTAL
TO: Marcia Banach,Planning Director DATE:November 18, 1998
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
REGARDING: Tolland Bank Project No. 98-1150
1665 Ellington Road
South Windsor, Connecticut
WE ARE SENDING YOU:
for your use at your request
X for approval by PZC for your files
X for review and comment by Town staff
THE FOLLOWING:
One completed PZC application form,two copies of the drainage computations,
application fee(client check), six blueprint sets of plans, abutter listing,abutter notification letter,
and two copies of the site plan checklist. Thank you.
Design Professionals, Inc.
By: ,.,�
Richard J. A&ms
Project Engineer
cc: C.Porter
P. DeMallie
D. Moser
R.Aldridge
J. Bubaris
DPI 165 South Satellite Road South Windsor, CT 06074
Tel 860 291-8755 Fax 860 291-8757
TOWN OF SOUTH WINDSOR CHECKLIST
REQUIRED INFORMATION SITE PLANS
APPLICANT �j ICw�� 71' G jy%C
PROJECT NAME To l-LAwJ ;3 q hl (c b b ���i N,5 i /-4 ul
This . che.cklist must be signed by plan preparer (P .E. /L.S . ). declaring
that all required information is provided. Items 1-7 are required for
all applications ; items 8-11 required where appropriate.
Check mark for each item supplied.
V 1 . ,On each sheet for plans or maps, tit'1•e block.with the
following information:
a . Name, address and telephone of applicant.
b. Name, address and telephone number of Land Surveyor or
/ Professional Engineer.
C . Name of Development.
d . Date when drawings were made.
2 . Key Map: An overall map drawn to a scale of 1 inch equals
200 feet, which can be used as an overlay on Metropolitan
District Maps . This map will show the overall design of the
Development and surrounding property within 500 feet.
�! a . Date block which gives needed zoning information such as
percentage of lot coverage; acreage of tract, number of
apartment units, parking requirements, etc.
b. Layout of buildings .
v' C. Layout of streets and parking.
✓ d. Lines indicating proposed drainage system with direction
arrows .
✓ e. Lines indicating sanitary sewer system with direction
arrows .
✓ f . Names of surrounding property owners .
rllp g. Proposed open spaces and recreation areas .
h. Driveway cuts on surrounding properties .
V3 . Architectural Elevations : See attached checklist for
Architecture and Design Review.
y 4 . Plot Plan: A layout map of the proposed site drawn to a ,
scale of 1 inch equals 40 feet on either of the following
size sheets : ( 1 ) 24 " x 36" with a 3/4" ruled margin; ( 2 )
18" x 24" with a 1/2" ruled margin, containing the following
data:
a . Distance and bearings of all boundary lines and acreage
of site. Iron pins required at all property angle points
and shown on map.
b. Proposed streets and street lines with center line
/ station, curve data, and parking spaces.
V C . Building lines in accordance with zoning regulations .
✓ d . Proposed buildings and other structures, including signs,
outside lighting, and dumpsters (on concrete pad and
screened) .
e. Easements, noting grantors, grantees, and purpose.
V f . Names of abutting property owners .
g. Monuments will be indicated at corners and angles of all
streets and at all points of curvature and tangency. In
areas accessible to Metropolitan District Commission
points , or other coordinated points, the monumented
points within proposed site shall be coordinated. These
coordinates shall appear in tabular form on the plot
plan. The accessibility of these MDC points shall be
determined by the Town Engineer.
h. All open space or other common or public land uses shall
be indicated.
i. A-2 certification; P.E. /L.S. Seal .
_IZ 5 . Topographic Map: A map drawn to a scale of 1 inch to 40
feet on sheets not exceeding 24 inches by 36 inches,
including ruled margins shall in addition to the
requirements of the plot plans show the following:
a . All existing and proposed buildings .
b. Curb lines and pavement width, sidewalks .
v c . Existing and proposed -sanitary sewers .
d. Existing and proposed water and gas main systems .
V/ e. Present wooded area indicated by foliage lines . Any
individual trees to be saved should be shown.
Existing and proposed contours shall be shown in not less
than two-foot intervals, but in cases of relatively level
land, the contours shall be one-foot intervals and spot
2 -
elevations .
g. Regulated wetlands and 100-year floodplain or note that
none are present.
✓ h. Proposed storm drainage system, showing all catch basins,
endwalls, manholes, lengths and sizes of pipes . (Maximum
distance between catch basins shall be 300 feet and
minimum size of storm drain lines shall be 15 inches .
I ( i . Connections of all springs into proposed storm drainage
system as needed.
j . Location and indications of existing brook .channels, and
/ 100-year flood limits .
k. A-2 Certification; P.E. /L.S . Seal.
!/ 6 . Landscaping plan:
7 . Drainage calculations: - Zero Runoff Increase per attached
guidelines .
8 . Traffic Report: S-ppiYA � ( ,� ` i��vAw.S � s�0C,
sI�R 9 . Plans and Profiles : A plan and profile of c�the proposed
streets drawn on plan/profile paper of scales 1 inch to 40
feet horizontally, and 1 inch to 4 feet vertically on sheets
not exceeding 24 inches by 36 inches, including ruled margins
and containing the following:
AR a . Layout of streets in sections coordinated by stations
with the profile.
ti►�� b. Street plan showing roadways and drainage.
C . Sight line at driveway & street intersections .
Njf' d. Profile of roadway showing existing and finished grades .
Roadway profile will show all tangent grade and all
vertical curve information.
(� e. Profile will show all catch basins and all drainage lines
between catch basins with all invert and top of frame
elevations . Drainage lines will be shown and described
as to material .
P41A f . Where any storm drainage line discharges into an existing
brook sufficient profile of this brook will be shown to
/ determine conditions .
V g. Metropolitan District Commission datum shall be used on
all sites accessible to these controls . The Town
Engineer shall, based on standard engineering practices,
determine the accessibility of these controls .
3 -
h. Profiles shall show all sanitary sewer lines and
manholes , including elevations, sizes, lengths , and
slopes of pipes . Top .of foundation elevations for
building shall be shown.
N 10 . Open Space Site Improvement Plans: For sites which require
or include a provision for open spaces, a plan which contains
data for site improvement may be required. This map shall be
drawn to a scale of 1 inch equals 40 feet.
11 . Sanitary Report: Where individual sanitary sewage disposal
systems are proposed, the final plans shall include a
Sanitary Report certified by a Professional Engineer. The
report shall demonstrate the feasibility of the proposed
individual systems; the report should deal with the area as
a whole, discussing the following points :
a . General nature and development of surrounding area.
J b. Topography and natural drainage pattern.
--- C . Subsurface conditions as shown by subsurface investigation,
including soil absorption characteristics, ground water
level conditions, ledge rock, and general nature of soil.
d. General description of type of development contemplated.
e. Detailed description of proposed sanitary sewage disposal
facilities, indicating sizes for various ground conditions,
materials to be used, and the general layout pattern to be
used, etc.
f . Special precautions that may be necessary to provide proper
functioning of the proposed disposal systems .
g. map of general area with locations of all tests shown on
proposed layout.
h. Flood heights of any nearby streams, brooks, or rivers .
77- i. Test results and engineering evaluation per Section 4 . 13.5.
All information required above is included in this application at the
time of submission.
PuMtPR AR (P. . /L.S. ) DATE
December 20, 1994
4 -
MEMORANDUM
TO: Marcia A. Banach, Director of Planning
FROM: Jerry C. Iazzetta, Town Engineer
DATE: December 1, 1998
RE: Tolland Bank Site Plan 98-65P
We have reviewed the drawings and hydrologic study dated 11-16-98 for the
proposed Tolland Bank site plan and have the following comments:
1. Underground storage chambers are shown on the plan sheets, however no
details are shown. Also hydrologic study indicates that an 8"orifice is at the
discharge at elevation 80.4. The detail should show this and also the capacity of
these chambers.
2. No test pit data has been provided. We are concerned about high groundwater.
3. Sanitary lateral invert is required at the building.
4. Spot grades should be shown in rear pavement areas to show how the sheet
flow will be directed to the biofilter area.
5. No details of biofilter area are shown.
6. A maintenance plan is required for the chambers and the biofilter area.
7. State of Connecticut approval will be required.
8. WPCA approval is required.
JCl/sfg
r
Hydroloy,ic Study
for ,
Tolland Bank
1665 Ellington Road
South Windsor, Connecticut
Proj. No. 98-1150
November 30, 1998
Design Professionals, Inc.
civil engineers planners surveyors gis
165 South Satellite Road.South Windsor,CT.06074•(860)291 87>j.Fax:(860)2918757•Email:dpiL1vil@.,aol.com
Table of Contents
Summaryand Conclusions ............... ..............................................................................1
Introduction ....................................................................................................................2
Methodology..................................................... ;..............................................................
Existing Drainage Basin Characteristics............................................................................4
Proposed Drainage Basin Map.........................................................................................5
Proposed Storm Drainage Hydrographs........................................................................6-9
Calculations sheet...............................................................:...............10-11
Drainage Summary
November 13, 1998
Tolland Bank
File no. 98-1150
Existing Proposed
Runoff Development
2 year storm 0.8 0.7
10 year storm 1.2 1.1
25 year storm 1.4 1.2
50 year storm
100 year storm 1.7 1.5
in C.F.S.
A 10-minute time of concentration was used for the runoff calculations for existing
conditions. Underground detention is proposed, with a zero increase in run off.
Conclusions
A zero increase in run off is achieved with the use of underground storage and an
8" orifice set at 80.4 feet of elevation.
Introduction
The subject of this drainage study is approximately 0.99 acres located on the
southern side of Ellington Road in South Windsor, Connecticut.
Under existing conditions, approximately 0.5 acres of the site drains to the north
towards Ellington Road, the rest approximately drains to a wetland area on the southern
boundary of the property The site is a house currently used as a travel agency, which will
be removed.
The proposed improvements to the site include the construction of a Bank and
retail/office rentals, parking for 32 vehicles, and a storm water management system
including a biofiltration basin. Under proposed conditions, the northern portion of the site
will drain to catch basins through underground storage chambers to a 30" storm drain in
Ellington Road. The Southern portion will drain to a biofiltration basin and then to the
existing wetlands.. The total discharge of 1.7 cfs, for a ten year storm.
Methodology
The rational method was used to determine 2, 10, 25 and 100 year storm
discharges for pre-existing and for proposed conditions.
Triangular hydrographs were generated and flood routed through the designed
detention basin and storage by the use of the Storage Indication Method of flood routing.
The underground storage and biofiltration basin were designed to handle the 100
year storm.
EX. 12'WATER
UNDERGROUND TELEPHONE
ELLINGTON ROAD R TL'. 30 a 1r S�__ _ _ _ __ _ __----__;_.&-- _____ _ __ __ _ __ _____ __
W-rim
To 40' T.RIW I
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SERVICES,t''INC. + APPROMMATE LOONna1
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EX. 12"WATER
UNMMNZWN0 TEUO-HONE
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DRAINAGE AREAS
-Hydrograph Summary Report Page 1
Hyd. Hydrograph Peak Tkne T'ene to Volume Return Inflow Maximum Maximum Hydrograph
No. type now interval peak period hyd(s) elevation storage
(origin) tots) (min) (min) (�) (Yrs) (R) (cu description
1 Rational 0.2 1 5 0.00 2 - - - CB-1
2 Rational 0.7 1 5 0.01 2 - CB-2
3 Rational 0.4 1 5 0.00 2 -- ---- CB-3
4 Combine 0.9 1 5 0.01 2 1 +2 - Upper basins
5 Combine 1.2 1 5 0.01 2 3+4 -- add basin 3
6 Reservoir 0.7 1 8 0.01 2 5 80.85 159 Total Storage
9 Rational 0.3 1 5 0.00 10 - - - CB-1
10 Rational 1.1 1 5 0.01 10 - -- CB-2
11 Rational 0.6 1 5 0.01 10 - - - CB-3
12 Combine 1.3 1 5 0.01 10 9+10 - Upper basins
13 Combine 1.9 1 5 0.02 10 11 +12 - add basin 3
14 Reservoir 1.1 1 8 0.02 10 13 81.15 268 Total Storage
17 Rational 0.3 1 5 O.OD 25 - - CB-1
18 Rational 1.2 1 5 0.01 25 - - CB-2
19 Rational 0.6 1 5 0.01 25 - CB-3
20 Combine 1.5 1 5 0.01 25 17+18 - add 1&2
21 Combine 2.2 1 5 0.02 25 19+20 - - add basin 3
22 Reservoir 1.2 1 9 0.02 25 21 81.29 319 total Storage
24 Rational 0.4 1 5 0.00 100 - - - CB-1
25 Rational 1.4 1 5 0.01 100 - CB-2
26 Rational 0.8 1 5 0.01 100 - CBS
27 Combine 1.8 1 5 0.02 100 24+25 - 1&2
28 Combine 2.6 1 5 0.02 100 26+27 - - add 3
29 Reservoir 1.5 1 8 0.02 100 28 81.50 387 total storage
31 Rational 0.8 1 10 0.01 2 - - - Front Existing
32 Rational 1.2 1 10 0.02 10 - Front Existing
33 Rational 1.4 1 10 0.03 25 - - Front Existing
34 Rational 1.7 1 10 0.03 100 - - - Front Existing
35 Rational 0.5 1 10 0.01 10 - - Rear Existing
Proj. file: 1150NEW.GPW OF file: HARTFORD.IDF Run date: 11-13-1998
Hydrograph Report Page 1
Hyd. No. 29
total storage
Hydrograph type = Reservoir Peak discharge = 1.47 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 28 Reservoir name = Total Storage
Max. Elevation = 81.50 ft Max. Storage = 387 cuft
Storage indication metod used. Total Volume=999 cult,0.023 acft
Hydrograph Discharge Table
Time Inflow Elevation Culy.A Culv.B Culy.C Weir A Weir B Weir C Outflow
(min) (cfs) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
1 0.51 80.43 0.12 - - - - - 0.12
2 1.02 80.52 0.40 - - - - - 0.40
3 1.54 80.65 0.59 - - - - - 0.59
4 2.05 80.84 0.73 - - - - - 0.73
5 2.56<< 81.08 1.00 - - - - 1.00
6 2.24 81.30 1.20 - - - - - 1.20
7 1.92 81.43 1.40 - - - - - 1.40
8 1.60 81.50<< 1.47 - - - - - 1.47<<
9 1.28 81.49 1.46 - - - - - 1.46
10 0.96 81.43 1.40 - - - - - 1.40
11 0.64 81.34 1.27 - - - - - 1.27
12 0.32 81.22 1.16 - - - - - 1.16
13 0.00 81.06 0.98 - - - - - 0.98
14 0.00 80.91 0.85 - - - - - 0.85
1$ 0.00 80.78 0.66 - - - - - 0.66
16 0.00 80.68 0.62 - - - - - 0.62
17 0.00 80.58 0.50 - - - - - 0.50
- 10 0.00 80.51 0.39 - - - - - 0.39
19 0.00 80.46 0.21 - - - - - 0.21
20 0..00 80.43 0.11 - - - - - 0.11
21 0.00 80.42 0.06 - - - - - 0.06
22 0.00 80.41 0.03 - - - - - 0.03
23 0.00 80.40_ 0.02 - - - - --- 0.02
...E'nd
Reservoir Report Page 1
Reservoir No. 3
Total Storage
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [A] [B] [C]
Rise(in) = 8.0 0.0 0.0 Crest Len(ft) = 0.0 0.0 0.0
Span(in) = 8.0 0.0 0.0 Crest El.(ft) = 0.00 0.00 0.00
No.Barrels = 1 0 0 Weir Coeff. = 3.00 3.00 3.00
Invert El.(ft) = 80.40 0.00 0.00 Eqn.Exp. = 1.50 1.50 1.50
Length(ft) = 10.0 0.0 0.0 Multi-Stage = No No No
Slope(%) = 1.00 0.00 0.00
N Value = .010 .013 .013
Orif.Coeff. = 0.60 0.60 0.60
Multi-Stage = - No No Tailwater Elevation = 0.00 ft
Note.All outflows have been analyzed under inlet and outlet control.
Stage/Storage/ Discharge Table
Stage Storage Elevation Culy.A Culy.B Culy.C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0.0 00 80.40 0.00 - - - - - 0.00
0.1 36 80.50 0.38 - - - - - 0.38
0.2 71 80.60 0.53 - - - - - 0.53
0.3 107 80.70 0.65 - - - - - 0.65
0.4 143 80.80 0.66 - - - - - 0_66
0.5 179 80.90 0.84 - - - - - 0.84
0.6 214 81.00 0.92 - - - - - 0.92
0.7 250 81.10 1.02 - - - - - 1.02
0.8 286 81.20 1.15 - - - - - 1.15
0.9 321 81.30 1.20 - - - - - 1.20
1.0 357 81.40 1.37 - - - - - 1.37
1.1 389 81.50 1.47 - - - - - 1.47
1.2 420 81.60 1.56 - - - - - 1.56
1.3 452 81.70 1.65 - - - - - 1.65
1.4 483 81.80 1.74 - - - - - 1.74
1.5 515 81.90 1.82 - - - - - 1.82
1.6 546 82.00 1.89 - - - - - 1.89
1.7 57$ 82.10 1.96 - - - - - 1.96
1.8 &M 82.20 2.04 - - - - - 2.04
1.9 641 82.30 2.10 - - - - - 2.10
2:0 672 82.40 2.17 - - - - - 2.17
2.1 704 82.50 2.23 - - - - - 2.23
2.2 735 82.60 2.30 - - - - - 2.3Q
2.3 767 82.10 2.36 - - - - - 2.36
2.4 798 82.60 2.42 - - - - - 2.42
2.5 830 82.90 2.47 - - - - - 2.4.7
Continues on next page...
Total Storage Page 2
Stage/Storage/ Discharge Table
Stage Storage Elevation Culy.A Culy. B Culy.C Weir A Weir B Weir C Discharge
(ft) (cuft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
2.6 861 83.00 2.53 — — — — — 2.53
2.7 893 83.10 2.59 — — — — — 2.59
2.8 924 83.20 2.64 — — — — — 2.64
2.9 956 83.30 2.69 — — — — — 2.69
3.0 987 83.40 2.74 — — — — — 2.74
Drainage Study
A x I Calculations
Existing Conditions Rear Acres I A x I
for Drainage Tc= 10 minutes
Impervious 0 0.9 0.000
Pervious 0.25 0.3 0.075lawn
0.25 0.15 0.038 light wood
0.113 C= 0.23
Front Acres I A x i
Tc= 10 minutes
Impervious 0.17 0.9 0.153 paved
Pervious 0.33 0.3 0.099lawn
0.252 C= 0.5
Proposed Conditions
CB1 Impervoius 0.05 0.9 0.045
Tc= 5 minutes Pervious 0 0.3 0.000
0.045 C= 0.9
CB2 Impervious 0.18 0.9 0.162
Tc= 5 minutes Pervious 0.02 0.3 0,006
0.168 C= 0.81
C133 Impervious 0.1 0.9 0.090
Tc= 5 minutes Pervious 0 0.3 0.000
0.090 C= 0.9
11/16/98 R. A.
Sedimentation Structure Design
Sedimentation Structure:
For a two inch rainfall first flush
From A x I calculations: area x weighted"C"= 0.303 Ac.
Vol. =0.303 Ac. x 43560 ft2 x 7.48 gal/ft3 2 in. x 1/12 Win x 1/60= 274.2 gal.
= 36.6 ft3
1 catch basin with a two foot sump, provides 2' x 2' x 4' =32 ft3
2 catch basin with a four foot sump, provides 2 x 2' x 4' x 4' =64 ft3
96 ft3 total
sufficient capacity for first flush sedimentation control.
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1540 SULLIVAN AVENUE•SOUTH WINDSOR,CT 06074-2786
AAOsoR.co�' AREA CODE 860/644-2511
FAX 860/644-3781
December 17, 1998
Certified Mail
Craig H. Porter, Vice President
Tolland Bank
P. O. Box 156
Tolland, CT 06084
Dear Mr. Porter:
Re: Appl #98-65P, Tolland Bank, Ellington Road, South Windsor
At the December 16, 1998 regular meeting, the Inland Wetlands Agency/Conservation
Commission - approved appl #98-65P, Tolland Bank — IWA/Cc permit for the
construction of an office building, parking area, stormwater structures, and associated
improvements on property located on the southerly side of Ellington Road and easterly
of Clark Street, RC zone (Assessor's map #51, parcel 1) as shown on plans prepared b
. P P Y
Design Professionals, Inc., and revised through December 1, 1998. 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 December 16, 2003. It is the
landowners)/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. The existing building is to be removed off-site.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
Elizabeth A. Warren, Chairman
EAW/pmm
Cc: Town Engineer
Planning & Zoning Commission
Chief Building Official
Design Professionals, Inc.
Town of • • •
Planning Department
Memo
To: Peter DeMallie, DPI
From: Marcia A. Banach, AICP, Director of Planning
Date: 12/18/98
Re: 98-65P, Tolland Bank
Planning Dept. review comments:
♦ Nice job overall on plans; thanks for the (mostly) complete package. Still need the
traffic report; please get it in ASAP.
♦ Key map needs driveway cuts on surrounding properties shown (checklist
indicates they're on the map, but they are not)
♦ Dumpsters need to be out of the side yard setback
♦ Very nice landscaping plan!
•Page 1
MEMORANDUM
TO: Marcia A. Banach, Director of Pla ning
FROM: Jerry C. Iazzetta, Town Engine
DATE: December 22, 1998
RE: Tolland Bank Site Plan 98-65P
We have reviewed the revised drawings dated 12-1-98 for the proposed Tolland
Bank site plan and have the following comments:
1. State of Connecticut approval will be required.
2. WPCA approval is required.
JCl/sfg
PLANNING DEPARTMENT TRANSMITTAL
DATE:
TO:
WE ARE SENDING YOU:
O PZC initial plans 0 Drainage computations
PZC revised plans 0 Bond estimate request
0 PZC Final plans for review
0 Bond reduction request
0 PZC Final plans for filing 0 Correspondence
0 NVA%CC plans
O Other
NO.OF COPIES APPLICATION NUMBER
PROJECT/APPLICANT
y� oil
THESE ITEMS ARE TRANSMITTED:
For review and comment O For your files
0 For your use ®d
0 As requested
0 Others RECrED "�
PLEASE RETURN/COMMENT BY: p EC 2 g 1998 �.
O ✓Il�E S;
��// sours���r���soR
C
� L". - "1
Ilk
1110
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Copy to: From: ' ,4.(h
Planning Department- 10/98 U
p ppp ppp o p o Alk 270 Amity Road
OOPLANNING RECEIVL— Woodbridge,Connecticut 06525
F ENGINEERING
TeleQ c �OC �QT-E ' \_IAND DESIGN JAN 8 Teleoper. (203)397-3642
Hand-Delivered SOUTH WINDW PLANNING DEPT.
January 8, 1999
Ms. Marcia Banach
Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: SITE TRAFFIC EVALUATION STUDY
TOLLAND BANK BRANCH
1665 ELLINGTON ROAD (ROUTE 30)
SOUTH WINDSOR, CONNECTICUT
Dear Ms. Banach:
Enclosed are 15 copies of the subject traffic study for distribution to Town
officials as you deem appropriate.
Please contact me at your earliest convenience should you have any questions
or if you require additional information regarding this matter.
I will be attending the hearing of the Planning and Zoning Commission on the
evening of January 121h to present my findings.
Best regards and Happy New Year.
Very truly yours,
r_
James G. Bubaris, P.E.
Principal
Bubaris Traffic Associates
cc: Mr. Peter DeMallie
Design Professionals, Inc.
165 South Satellite Road
South Windsor, CT 06074
' o o 270 Amity Road
Q Q Qo \ 11 PLANNING Woodbridge,Connecticut 06525
W a[F[F U(0 \OI ENGINEERING
Q O c�Q ir[Es 1W AND DESIGN Telecop er: (203)397-3642
January 8, 1999
Ms. Marcia Banach
Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
' RE: SITE TRAFFIC EVALUATION STUDY
TOLLAND BANK BRANCH
1665 ELLINGTON ROAD (ROUTE 30)
SOUTH WINDSOR, CONNECTICUT
Dear Ms. Banach:
Reference is made to the proposal to construct a one-story building consisting of
5,000 square feet of building area and 32 parking spaces on the parcel of land
located on the south side of Ellington Road (Route 30), between Clark Street to
the west and the Town Center site drive to the east, in the Town of South
Windsor, Connecticut.
A portion of this facility, consisting of 1,800 square feet of building area, will be
utilized as a bank branch with two drive-up full service stations and one ATM
station at the rear of the building. The remaining 3,200 square feet of building
area will be rented as either retail or office space by other users. The site will be
served by one, two-way site drive, 24 feet in width, intersecting the south side of
Route 30. A total of 32 parking spaces will be provided, 2 of which will be
designated as handicap spaces.
Please refer to Exhibit 1 of the Appendix that locates this site with respect to the
surrounding roadway network.
BACKGROUND TRAFFIC
For purposes of this site traffic evaluation study, the defined study area includes
the following four intersections:
1. Route 30 (Ellington/Oakland Roads) at Buckland Road and Route 194
(Sullivan Avenue) —This is a four-way, fully-actuated, signalized intersection
with Route 30 eastbound as a three-lane approach (left, through,
combination through/right), Route 30 westbound as a three-Lane approach
2
' (left, through, combination through/right), Buckland Road northbound as a
three-lane approach (left, through, combination through/right), and Route 194
southbound as a three-lane approach (left, through, combination
through/right).
2. Route 30 (Ellington Road) at Town Center site drive —This is a three-way,
fully-actuated, signalized intersection with Route 30 eastbound as a two-lane
approach (through, combination through/right), Route 30 westbound as a
two-lane approach (left, through), and Town Center northbound as a two-lane
approach (left, right).
3. Route 30 (Ellington Road) at proposed Tolland Bank site drive -This would
be a three-way, unsignalized intersection controlled by a Stop sign on the
site drive approach. The site drive northbound approach would be one-lane
wide for combination left and right movements. Although the width of Route
30 in the vicinity of the site drive is 38 feet (i.e., providing 19-foot eastbound
and westbound through lanes), the Connecticut Department of
Transportation, in reviewing this site drive for an encroachment permit, may
require a slight widening on the north side of Route 30 to provide a by-pass
' area around vehicles slowing or stopped to turn left into the site.
4. Route 30 (Ellington Road) at Clark Street—This is a three-way, unsignalized
"intersection, controlled by a Stop sign on the Clark Street approach, with
Route 30 eastbound as a one-lane approach (combination through/right),
Route 30 westbound as a one-lane approach (combination left/through), and
Clark Street northbound as a two-lane approach (left, right).
' Route 30 (Ellington Road) in the vicinity of the site is a two-lane, bi-directional,
State highway running east-west. The highway is illuminated, and is posted at
35 miles per hour eastbound and 40 miles per hour westbound. From
Connecticut Department of Transportation traffic recorder data, the average
daily traffic volumes for Route 30 in the vicinity of the proposed site drive were
estimated in 1998 to be 4,900 vehicles per day eastbound, 4,600 vehicles per
day westbound, or 9,500 vehicles per day combined two-way.
The proposed bank branch is planned to be open for use by late 1999. Peak
hours of usage are estimated to be Friday evening when the bank stays open
coincident with the evening commuter peak, and late Saturday morning
coincident with the mid-day retail peak (i.e., bank stays open until 1:00 pm).
3
Please refer to Exhibits 2 and 3 of the Appendix that graphically summarize the
1999 Background Friday PM and Saturday Mid-Day Peak Hour traffic volumes
for the defined study area.
These background traffic volumes were derived from recent turning movement
counts that were made during the two peak periods, as well as from traffic count
data that we assembled in the September 14, 1998 site traffic evaluation study
for the approved Village at South Windsor on Buckland Road south of Route 30.
SITE-GENERATED TRAFFIC
For the purpose of developing site-generated traffic estimates for the subject
P P p 9 9 1
facility, we utilized both the trip generation data made available in Trip
Generation Report, by the Institute of Transportation Engineers (ITE), sixth
edition, 1997, as well as actual peak hour measurements that we made at the
comparable Tolland Bank branch office in Rockville, CT.
Please refer to Exhibit 4 in the Appendix that summarizes the trip generation
jcalculations for the drive-in bank portion (i.e., 1,800 SF) of the proposed facility.
Since the remainder of the facility (i.e., 3,200 SF) will be utilized either for retail
or office space, we estimated the trip generation potential for each, and
averaged the two, since it is uncertain at this time which use will prevail.
' Please refer to Exhibits 5 and 6 of the Appendix that summarize the trip
generation calculations for the balance of the proposed facility if used as either
office or retail space, respectively. Whether used as retail or office, this adjunct
space will generate very low traffic volumes (i.e., 5 to 16 vehicles per hour).
Please refer to Table 1 on the following page that summarizes the foregoing trip
igeneration estimates for the proposed facility in South Windsor. In comparing
the trip generation estimates for the drive-in bank from Exhibit 4 in the Appendix
with actual measurements at the Rockville branch of this bank, it was found that
the actual measurements were higher. Accordingly, the actual measurements
for the drive-in bank were utilized in the analyses that follow, as well as the
' average for the estimated retail and office uses.
A review of Table 1 shows that the proposed facility can be expected to generate
about 193 trips per hour during the Friday PM peak, and about 156 trips per
hour during the Saturday mid-day peak. A trip is defined as a one-way vehicular
movement traveling either into or out of the site.
rr rr r rr r rr r r� rr rr rr r rr rr rr rr r� rr rr
TABLE 1
SUMMARY OF TRIP GENERATION CALCULATIONS
PROPOSED TOLLAND BANK
SOUTH WINDSOR,CONNECTICUT
WEEKCA
F?EAK HOUR
Tfl�AM 1�;: '�� 5 �► fi � �; 1 °A 3 1 27 16. fi 1,
t�EAK HC?UR
4 to 6I?M 49 fi 4
AM'PEAK NOUR
*ENERAT+QR 93 48 ? 4g
PSI PEAK ,OUR
OF GENERATOR 92 47 45 45
i4VERAGE
SATURflAY 5 ;- -- 8 4 4 fi6b. €30 SD 84 '42 4 14Q 7C
7Q--
�T
fll^GENE ATO 1 1 tEi ; fi3.'
SVOW 42' ' � ; 21` 3 � fi 81 ' 41 4L1 42 '.2fi 21
SUN PEAK FIOUR
O 'GE,IVERATdR
5
r
From our general knowledge of this study area and our review of the traffic
characteristics of facilities similar to the subject development, it is estimated that
' site-generated traffic traveling to and from proposed facility will be distributed on
the surrounding roadway network as follows:
Table 2
Summary of Trip Distribution Estimates
' Tolland Bank Branch
To and From the West via Route 30 20 Percent
To and From the South via Clark Street 10 Percent
To and From the North via Route 194 20 Percent
To and From the East via Route 30 20 Percent
iTo and From the South via Buckland Road 20 Percent
To and From Town Center 10 Percent
Pt se refer to Exhibit 7 of the Appendix that graphically depicts the likely
orientation of inbound and outbound site-generated traffic traveling to and from
' the proposed facility based on foregoing Table 2.
Please refer to Exhibits 8 and 9 of the Appendix that graphically summarize the
estimated site-generated Friday PM and Saturday Mid-Day Peak Hour traffic
volumes for the proposed facility. These were derived by multiplying the
appropriate inbound and outbound distributions shown in Exhibit 7 by the
site-generated traffic volume estimates from Table 1.
' EVALU
ATION
Please refer to Exhibits 10 and 11 of the Appendix that graphically summarize
the combined 1999 Friday PM and Saturday Mid-Day Peak Hour traffic volumes
that can be expected in the defined study area once the proposed facility is open
for use. These were derived by combining the 1999 Background Peak Hour
Traffic Volumes shown in Exhibits 2 and 3, with the respective Site-Generated
Peak Hour Traffic Volumes shown in Exhibits 8 and 9 for the subject
development.
i
1
6
Intersection capacity analyses were performed for the four study intersections
utilizing the methodology described in the latest edition of Highway Capacity
Manual, Special Report 209, Transportation Research Board, 1985, updated to
' 1995. Application of this methodology was facilitated by use of Highwav
Capacity Software, developed by the Federal Highway Administration, 1988,
updated to 1996. Capacity analyses are utilized to determine a Level of Service
' (LOS) for a given intersection operating under either signalized or unsignalized
control.
These four study intersections include:
1. Route 30 (Ellington/Oakland Roads) at Route 194 (Sullivan Avenue) and
Buckland Road (signalized)
2. Route 30 (Ellington Road) at Town Center site drive (signalized)
3. Route 30 (Ellington Road) at proposed Tolland Bank site drive (unsignalized)
4. Route 30 (Ellington Road) at Clark Street (unsignalized)
' In the case of sign intersections Level of Service LOS is based on the
g (LOS)
estimated stopped delay of approaching vehicles, wherein LOS A means
virtually no delay, LOS C means average delay, and LOS F means over-
saturation with very long delays. Additionally, a volume-to-capacity ratio (i.e.,
' v/c) is computed for each signalized intersection. As the v/c ratio approaches a
value of 1, the intersection nears its practical capacity. Furthermore, as the v/c
ratio becomes greater than 1, some approaching vehicles are unable to proceed
through the intersection within one signal cycle and must wait for the next cycle
to proceed. Please refer to Exhibit 12 of the Appendix that provides details on
the definitions of Levels of Service for signalized intersections.
In the case of unsignalized intersections, Level of Service (LOS) is based on the
average total delay for each vehicle on the approach or for the movement
evaluated, and includes the delay associated in moving from the end to the
beginning of the queue, as well as the delay in entering or crossing the
competing traffic stream. For unsignalized intersections, all approaching
movements from the minor street and only the left-turn movements from the
major street are evaluated. A LOS is computed for each movement, as well as
an average delay per vehicle for the entire intersection. LOS A means virtually
no delay, LOS C means average delay, and LOS F means extreme delay which
usually cannot be avoided when a minor street, even if a low traffic generator,
' intersects a relatively heavily traveled major street. Please refer to Exhibit 13 in
the Appendix, which provides details on the definitions of Levels of Service for
unsignalized intersections.
7
The results of the capacity analyses, which compare background 1999 no-build
conditions with future combined 1999 build conditions, are summarized in
Table 3 on the next page.
The computer-generated worksheets for these capacity analyses are included as
Exhibits 14 through 17 in the Appendix as follows:
Exhibit 14 - Route 30 (Ellington/Oakland Roads) at Route 194 (Sullivan Avenue)
and Buckland Road (signalized)
Exhibit 15 - Route 30 (Ellington Road) at Town Center site drive (signalized)
Exhibit 16 - Route 30 (Ellington Road) at proposed Tolland Bank site drive
(unsignalized)
Exhibit 17 - Route 30 (Ellington Road at Clark r n( g ) Street (unsignalized)
The results of the capacity analyses show that the levels of service of the two
' signalized intersections to be most directly impacted by the proposed facility will
not change and remain at satisfactory levels (i.e., overall LOS B to LOS C) even
with the introduction of site-generated traffic.
The results of the capacity analyses also show that the levels of service of the
existing unsignalized intersection of Route 30 at Clark Street will remain
' unchanged with satisfactory levels (i.e., LOS A, LOS B and LOS D) for the
critical movements at this intersection.
Finally, the results of the capacity analyses show that the levels of service of the
proposed unsignalized site drive intersection will be at satisfactory levels (i.e.,
LOS A, LOS S and LOS C) for the critical movements at this intersection.
' TABLE 3
SUMMARY OF CAPACITY ANALYSES
' PROPOSED TOLLAND BANK
SOUTH WINDSOR,CONNECTICUT
' ROUTE 30 AT BUCKLAND ROAD/ROUTE 194
' 1999 1999
BACKGROUND COMBINED
PM SAT PM SAT
NORTHBOUND D C D C
' SOUTHBOUND C B C B
EASTBOUND C B C B
WESTBOUND C C C D
' OVERALL C C C C
V/C OR DELAY 0.896 0.577 0.85 0.594
PC FILE TLL-3PMB TLL-3STB TLL-3PMC TLL-3STC
' ROUTE 30 AT SITE DRIVE
1999 1999
BACKGROUND COMBINED
PM SAT PM SAT
NORTHBOUND C B
WESTBOUND - - B A
V/C OR DELAY - - 1.5 1
PC FILE - - TLL-1PMC TLL-1STC
' ROUTE 30 AT CLARK STREET
1999 1999
BACKGROUND COMBINED
PM SAT PM SAT
NORTHBOUND LEFT D B D B
' NORTHBOUND RIGHT B A B A
WESTBOUND A A B A
' V/C OR DELAY 2.4 1 2.6 1
PC FILE TLL-2PMB TLL-2STB TLL-2PMC TLL-2STC
ROUTE 30 AT TOWN CENTER
1999 1999
' BACKGROUND COMBINED
PSI SAT PM SAT
NORTHBOUND LEFT C C C C
EASTBOUND C C C C
WESTBOUND A A A A
OVERALL B B B B
' V/C OR DELAY 0.347 0.284 0.373 0.305
PC FILE TLL-4PMB TLL-4STB TLL-4PMC TLL-4STC
9
' Queuing analyses were also conducted to evaluate the storage requirements of
the various turn lanes serving the two signalized intersections within the defined
' study area. The procedure utilized for these queuing analyses is the Ausi-Q
method sanctioned by the Connecticut Department of Transportation Division of
Traffic Engineering.
' The results of the queuing analyses, which evaluate 1999 combined build
conditions, are summarized in Table 4 on the next page.
' The computer-generated worksheets for these queuing analyses are included as
Exhibits 18 and 19 in the Appendix as follows:
' Exhibit 18 - Route 30 Ellin ton/Oakland Roads at Route 194Avenue
( 9 ) (Sullivan( )
and Buckland Road (signalized)
' Exhibit 19 - Route 30 (Ellington Road) at To
wn Center site drive (signalized)
A review of the results of these queuing analyses indicates that the existing
storage capacities of the exclusive turn lanes at the two signalized intersections
within the defined study area are adequate to accommodate the combined peak
hour traffic volumes that can be expected in 1999 once the proposed facility is
open for use.
SIGHT LINE ANALYSIS
Sight lines from the proposed site drive location were evaluated utilizing the
guidelines set forth for this purpose by the Connecticut Department of
Transportation. These guidelines recommend that sight lines be measured in
each direction from a site drive or side-street approach, at a point from 10 to 20
' feet back of the near-side edge of travel way of the intersecting street, at a
viewing height of 3.5 feet above the site drive or side-street grade, to an object
height at 3.5 feet above the intersecting grade.
These sight line distances were measured from 20 feet back and found to be in
' excess of 750 feet in either direction, which are adequate for approach speeds
on Route 30 of 55 miles per hour. Posted speed limits of Route 30 in the vicinity
of the proposed site are 35 miles per hour eastbound and 40 miles per hour
westbound. The 85th-percentile speeds for Route 30 in the vicinity of this site
are estimated to be about 50 miles per hour. Therefore, available sight line
distances were found to be satisfactory.
TABLE 4
SUMMARY OF QUEUE ANALYSES
1999 COMBINED CONDITIONS
PROPOSED TOLLAND BANK
SOUTH WINDSOR,CONNECTICUT
ROUTE 30AT ROUTE 194 NB LEFT WEEKDAY PM Q-WNDIPM 281 82 1 24 80 25 75 150' OK
SAT QWND2PM 217 48 1 24 80 25 50
NB TR/RT WEEKDAY PM Q-WNDIPM 9W 716 2 19 80 200 325 326+ OK
SAT QWND2PM 960 532 2 1g 80 125 225
SB LEFT WEEKDAY PM Q-WNDIPM 381 304 1 35 80 150 275 216 OK
SAT QWND2PM 381 171 1 35 80 50 100
SB TR/RT WEEKDAY PM Q-WNDIPM 1338 468 2 27 80 100 175
SAT QWND2PM 1344 628 2 27 80 150 250 2W+ OK
EB LEFT WEEKDAY PM Q-WNDlPMb 558 493 1 35 80 275 425 27CY OK
SAT QWND2PMb 558 180 1 35 80 75 125
ES TR/RT WEEKDAY PM Q-WNDIPMb 1308 497 2 27 80 100 200 2w+ OK
SAT QWN02PMb 1300 230 2 27 80 50 100
WB LEFT' WEEKDAY PM Q WND1PMb 225 58 1 16 80 25 50 226 OK
SAT QWND2PMb 303 65 1 16 80 25 50
WB TR/RT WEEKDAY PM Q-WNDiPMb 564 353 2 11 80 100 175 176+ OK
SAT QWND2PMb 561 321 2 11 80 75 150
ROUTE 30 AT TOWN CENTER N8 LEFT WEEKDAY PM Q-WND3PM 487 78 1 20 80 25 75 76 OK
SAT QWN04PM 487 99 1 20 80 50 75
NB RIGHT WEEKDAY PM Q-WNDIPM 435 83 1 20 80 25 75
SAT 6WND4PM 435 110 1 20 80 50 100 100' OK
ES TR/RT` WEEKDAY PM Q-WNDIPM 1236 731 2 25 80 175 300 300'+ OK
SAT QWND4PM 1213 432 2 25 80 100 115
WB LEFT' WEEKDAY PM Q-WND3PM 580 64 1 50 80 25 25 50, OK
SAT QWND4PM' 651 85 1 50 80 25 25
WS THRU WEEKDAY PM Q-WND3PMb 1211 363 1 50 80 100 150 15CY OK
SAT QWND4PMb 1211 170 1 50 80 50 75
PROPOSED TOLLAND BANK SOUTH WINDSOR,CONNECTICUT BUBARIS TRAFFIC ASSOCIATES
' 11
' ACCIDENT EXPERIENCE
' A review was made of the most recent reported accident experience for the
study area along Route 30, as compiled by the Connecticut Department of
Transportation, for the 3-year period from July 1, 1994 through June 30, 1997.
' A summary of this accident experience is included as Exhibit 20 of the Appendix.
A review of Exhibit 20 does not show a recurring pattern that needs to be
' corrected, or a problem that may be exacerbated by the proposed development.
CONCLUSIONS
It is the professional opinion of Bubaris Traffic Associates that the proposed
bank branch facility, to be located on the south side of Route 30 (Ellington
Road), between Clark Street to the west and the Town Center drive to the east,
should not adversely impact traffic operations on the surrounding roadway
network.
The facility, consisting of 5,000 square feet of building area, of which 1,800 SF
will be devoted to drive-in bank functions and 3,200 SF will be devoted to either
retail or office functions by another user, will generate about 193 vehicles per
hour during the Friday PM peak, and about 156 vehicles per hour during the
Saturday Mid-Day peak.
Capacity analyses demonstrate that the project will have a negligible impact on
the traffic operations that would otherwise exist on the surrounding roadway
network. Available sight lines are satisfactory from the proposed site drive
' location. The accident experience for this study area does not reveal a recurring
pattern requiring correction, nor a condition that may become exacerbated by
the introduction of site-generated traffic traveling to and from the site.
Very truly yours,
6--
James G. Bubaris, P.E.
' Principal
Bubaris Traffic Associates
cc: Mr. Peter DeMallie
Design Professionals, Inc.
165 South Satellite Road
South Windsor, CT 06074
'wawa
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SITE TRAFFIC EVALUATION STUDY
TOLLAND BANK BRANCH
' 1665 ELLINGTON ROAD (ROUTE 30)
SOUTH WINDSOR, CONNECTICUT
- ' APPENDIX
TABLE OF CONTENTS
' Exhibit 1 — Location Map
' Exhibit 2 — 1999 Background Friday PM Peak Hour Traffic Volumes
Exhibit 3— 1999 Background Saturday Mid-Day Peak Hour Traffic Volumes
' Exhibit 4— Summary of Site-Generated Traffic Calculations
Drive-In Bank (1,800 Square Feet) - ITE Code #620
Exhibit 5— Summary of Site-Generated Traffic Calculations
General Office (3,200 Square Feet) - ITE Code #710
Exhibit 6 — Summary of Site-Generated Traffic Calculations
Retail Space (3,200 Square Feet) - ITE Code #820
Exhibit 7— Site-Generated Peak Hour Traffic Distributions
' Exhibit 8 — Friday PM Peak Hour Site-Generated Traffic Volumes
Exhibit 9— Saturday Mid-Day Peak Hour Site-Generated Traffic Volumes
Exhibit 10 — 1999 Combined Friday PM Peak Hour Traffic Volumes
' Exhibit 11 — 1999 Combined Saturday Mid-Day Peak Hour Traffic Volumes
' Exhibit 12 — Definitions of Levels of Service - Signalized Intersections
Exhibit 13 — Definitions of Levels of Service - Unsignalized Intersections
(continued)
1
' (continued)
Exhibit 14— Capacity Analysis Worksheets
' Route 30 at Route 194 and Buckland Road
Exhibit 15— Capacity Analysis Worksheets
' Route 30 at Town Center
Exhibit 16 — Capacity Analysis Worksheets
' Route 30 at Tolland Bank Site Drive
Exhibit 17— Capacity Analysis Worksheets
' Route 30 at Clark Street
Exhibit 18 —Queuing Analysis Worksheets
' Route 30 at Route 194 and Buckland Road
Exhibit 19 — Queuing Analysis Worksheets
Route 30 at Town Center
Exhibit 20 — Summary of Accident Experience
' July 1, 1994 through June 30, 1997
1
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Exhibit 1 w
w
Location Map
Tolland Bank Branch
1665 Ellington Road (Route 30)
South Windsor, CT
LOCATION PLAN
N ROUTE 194
NOTE: DRAWING NOT TOO SCALE
198
4-302 4-378 A--309 10 440 304 179
ROUTE 30 76 0 64 ♦ 58 ROUTE 30
571 -10- 659-00- 588
68 I 0 71 478
75 88 0 0 69 83 377--00- 65 630 108
111
TOWN
CENTER
SITE
CLARK STREET BUCKLAND ROAD
EXHIBIT 2 1999 BACKGROUND PM PEAK HOUR TRAFFIC VOLUMES
N ROUTE 194
NOTE: DRAWING NOT TOO SCALE
195
-4- 175 -4-218 -4- 126 5 608 171 158
ROUTE 30 ♦ 43 0 i 85 .4] ♦ I 65 ROUTE 30
333--00- 374-0- 280--00-
53 37 41 0� 94 170-
0 0 92 110 163--00- 34 465 83
57
TOWN
CENTER
SITE
CLARK STREET BUCKLAND ROAD .000001i
EXHIBIT 3 1999 BACKGROUND SATURDAY MID-DAY PEAK HOUR TRAFFIC VOLUMES
11/25/98
' DRIVE-IN BANK*
(1997)
EXHIBIT
*t'NfefeRR*Yt*Rttf*A*1tRR
' SUMMARY OF TRIP GENERATION CALCULATIONS
SOURCE:TRIP GENERATION REPORT,INSTITUTE OF TRANSPORTATION ENGINEERS,1997
' LAND USE:DRIVE-IN BANK-CODE#912
PROJECT: PROPOSED TOLLAND BANK BRANCH
__--______----------------------------------
ROUTE 30-SOUTH WINDSOR,CT
' NUMBER OF 1,000-S SQUARE FEET AREA: - 1.8
' TOTAL
TIME PERIOD ITE TRIP GENERATION EQUATION TRIPS INBOUND OUTBOUND
AVERAGE T=174.529(X)+385.789 700 350 350
WEEKDAY 50%INBOUND*50%OUTBOUND
' PEAK HOUR T=12.63(X) 23 13 10
7 TO 9 AM 56%INBOUND*44%OUTBOUND
' PEAK HOUR T=54.77(X) 99 49 49
4 TO 6 PM 50%INBOUND*50%OUTBOUND
AM PEAK HOUR T=21.465(X)+54.522 93 48 46
OF GENERATOR 51 %INBOUND*49%OUTBOUND
' PM PEAK HOUR - T=51.23(X) 92 47 45
OF GENERATOR 51 %INBOUND*49%OUTBOUND
' AVERAGE T=90.621 (X)-107.195 56 28 28
SATURDAY 50%INBOUND*50%OUTBOUND
' SAT PEAK HOUR T=42.18(X) 76 39 37
OF GENERATOR 51 %INBOUND*49%OUTBOUND
' AVERAGE T=15.718(X)+13.767 42 21 21
SUNDAY 50%INBOUND*50%OUTBOUND
SUN PEAK HOUR T=3.7(X) 7 4 3
OF GENERATOR 59%INBOUND*41 %OUTBOUND
' 01/07/99
' GENERAL OFFICE BUILDINGS*
(BASED ON FEET)
' (1997) ** ** ** **
EXHIBIT 5
SUMMARY OF TRIP GENERATION CALCULATIONS
' SOURCE: TRIP GENERATION REPORT,ITE,1997
LAND USE: GENERAL OFFICE BUILDINGS-CODE#710
PROJECT: OFFICE PORTION OF TOLLAND BANK
' SOUTH WINDSOR,CONNECTICUT
' NUMBER OF 1,000-S SQUARE FEET AREA: 3.2
-----------------
TOTAL
TIME PERIOD ITE TRIP GENERATION EQUATION TRIPS INBOUND OUTBOUND
' AVERAGE LN(T)=0.768 LN(X)+3.654 94 47 47
WEEKDAY 50%INBOUND*50%OUTBOUND
' PEAK HOUR LN(T)=0.797 LN(X)+1.558 12 11 1
7 TO 9 AM 88%INBOUND*12%OUTBOUND
' PEAK HOUR (T)=1.121 (X)+79.295 83 14 69
4 TO 6 PM 17%INBOUND*83%OUTBOUND
AVERAGE (T)=2.136(X)+ 18.473 25 13 13
SATURDAY 50%INBOUND*50%OUTBOUND
SATURDAY LN(T)=0.914 LN(X)-.115 3 1 1
' PEAK HOUR 54%INBOUND*46%OUTBOUND
AVERAGE LN(T)=0.863 LN(X)+.306 4 2 2
' SUNDAY 50%INBOUND*50%OUTBOUND
' SUNDAY LN(T)=0.605 LN(X)-0.228 2 1 1
PEAK HOUR 58%INBOUND*42%OUTBOUND
' 01/07/99
SHOPPING CENTER
(1997)
EXHIBIT 6
SUMMARY OF TRIP GENERATION CALCULATIONS
' SOURCE: TRIP GENERATION REPORT,INSTITUTE OF TRANSPORTATION ENGINEERS, 1997
LAND USE: SHOPPING CENTER-CODE#820
PROJECT: RETAIL COMPONENT FOR TOLLAND BANK
SOUTH WINDSOR,CONNECTICUT �-
' NUMBER OF 1,000-S SQUARE FEET LEASABLE AREA: 3.2
--------------------
TIME PERIOD ITE TRIP GENERATION EQUATION TOTAL INBOUND OUTBOUND
AVERAGE LN(T)=0.643 LN(X)+5.866 745 373 373
' WEEKDAY 50%INBOUND*50%OUTBOUND
PEAK HOUR LN(T)=0.596 LN(X)+2.329 21 13 8
' (7 TO 9 AM) 61 %INBOUND*39%OUTBOUND
PEAK HOUR LN(T)=0.660 LN(X)+3.403 65 31 34
(4 TO 6 PM) 48%INBOUND*52%OUTBOUND
AVERAGE LN(T)=0.628 LN(X)+6.229 1,053 527 527
SATURDAY 50%INBOUND*50%OUTBOUND
I ' SATURDAY LN(T)=0.651 LN(X)+3.773 93 48 45
PEAK HOUR 52%INBOUND*48%OUTBOUND
AVERAGE T= 15.632(X)+4214.458 4,264 2,132 2,132
SUNDAY 50%INBOUND*50%OUTBOUND
0 5 SUNDAY T-3.12(X) 1 5
PEAK HOUR 49%INBOUND*51 %OUTBOUND
N
NOTE ROUTE 194
XX EQUALS INBOUND TRAFFIC
(YY) EQUALS OUTBOUND TRAFFIC
NOTE: DRAWING NOT TOO SCALE
*--(20%) /- -(60%) 20% 4--20%
ROUTE 30 ROUTE 30
20%--001- 60%-00-
30% 10% (20%}#
10% 30%;70%) (10%: (20%j7 20%
(20%1�
TOWN
CENTER
SITE
CLARK STREET BUCKLAND ROAD
EXHIBIT 7 SITE-GENERATED TRAFFIC DISTRIBUTIONS
N
NOTE ROUTE 194
XX EQUALS INBOUND TRAFFIC
(YY) EQUALS OUTBOUND TRAFFIC
NOTE: DRAWING NOT TOO SCALE
4-- (54) 18 4-- 18
ROUTE 30 (10) 63 ♦ i► ROUTE 30
18
27 (10) (21)-
9 (31) (72) 9 (20)-00-- 18
(21)�
TOWN
CENTER
SITE
CLARK STREET BUCKLAND ROAD
EXHIBIT 8 FRIDAY PM PEAK HOUR SITE-GENERATED TRAFFIC
(:
NOTE ROUTE 194
XX EQUALS INBOUND TRAFFIC
N
(YY) EQUALS OUTBOUND TRAFFIC
NOTE: DRAWING NOT TOO SCALE
4- (44) 15
ROUTE 30 i (8) i 51 i t �► �► i ROUTE 30
22 (17)-
7 (25) (58) 7 (16)--00-- 15
(17)�
TOWN
CENTER
SITE
CLARK STREET BUCKLAND ROAD
EXHIBIT 9 SATURDAY MID-DAY PEAK HOUR SITE-GENERATED TRAFFIC
N ROUTE 194
NOTE: DRAWING NOT TOO SCALE
198
4-323 4-378 -4-363 28 440 304 197
ROUTE 30 i 86 � 63 � 64 ♦ � I � 58
ROUTE 30
I�
589� -� 659-� � 650-� -� -�
68 27 81 499 -# t
iF 75 97 31 72 78 83 397 83 630 108
132
TOWN
CENTER
SITE
CLARK STREET BUCKLAND ROAD
EXHIBIT 10 1999 COMBINED PM PEAK HOUR TRAFFIC VOLUMES
N ROUTE 194
NOTE: DRAWING NOT TOO SCALE
195
-4- 192 4-218 -4- 170 20 608 171 4--- 172
ROUTE 30 51 51 85 I 65 ROUTE 30
348-00-- 374-00- 330
53 22 102 187-
37 48 25 58 99 110 179-100- 49 465 83
74
TOWN
CENTER
SITE
CLARK STREET BUCKLAND ROAD
EXHIBIT 11 1999 COMBINED SATURDAY MID-DAY PEAK HOUR TRAFFIC VOLUMES
' EXHIBIT 12
LEVEL OF SERVICE CRITERIA
SIGNALIZED INTERSECTIONS
SOURCE: HIGHWAY CAPACITY MANUAL (HCM), 1994
' TRANSPORTATION RESEARCH BOARD
Level of Service for signalized intersections similar to the study intersections is
' based on the computed average stopped delay of all vehicles on a given
approach. Delay is a measure of driver discomfort, frustration, increased fuel
consumption, and lost travel time.
' In the case of signalized intersections, the Level of Service for each approach
is computed, and an overall Level of Service for the entire intersection is
determined.
Levels of Service (LOS) for signalized intersections are defined as follows:
LEVEL OF SERVICE STOPPED DELAY PER CONDITION
' VEHICLE (SECONDS)
LOS A < 5.0 VERY LOW DELAY
' LOS B 5.1 TO 15.0 SHORT DELAY
LOS C 15.1 TO 25.0 AVERAGE DELAY
LOS D 25.1 TO 40.0 CONGESTION
' NOTICEABLE
LOS E 40.1 TO 60.0 LIMIT OF
ACCEPTABLE DELAY
' LOS F > 60.0 OVERSATURATION
' In today's environment, Levels of Service C to D are considered acceptable, and
Levels of Service A to B are seldomly achieved at signalized intersections.
(1) HCM, Table 9-1.
' EXHIBIT 13
LEVEL OF SERVICE CRITERIA
' UNSIGNALIZED INTERSECTIONS
SOURCE: HIGHWAY CAPACITY MANUAL IHCM), 1994
' TRANSPORTATION RESEARCH BOARD
Level of Service for unsignalized intersections similar to the study
intersections is defined in terms of the average total delay for the approach or
' movement evaluated. Total delay is defined as the total elapsed time from when
a vehicle stops at the end of a waiting queue until this vehicle departs from the
' stop line. This total delay includes the time required for this vehicle to travel
from the last-in-queue position to the first-in-queue position.
' In the case of unsignalized intersections, all approaching movements from the
minor street and the left-turn movements from the major street are analyzed, and
a Level of Service is computed for each movement.
Levels of Service LOS nalized intersections are defined as follows:
(LOS) for unsi 9
' LEVEL OF SERVICE AVERAGE DELAY PER CONDITION
' VEHICLE (SECONDS)
LOS A < 5.0 LITTLE OR NO DELAY
LOS B 5.1 TO 10.0 SHORT DELAY
' LOS C 10.1 TO 20.0 AVERAGE DELAY
LOS D 20.1 TO 30.0 LONG DELAY
LOS E 30.1 TO 45.0 VERY LONG DELAY
LOS F > 45.0 EXTREME DELAY
In today's environment, Levels of Service D to F are common and are often
experienced on minor street approaches to major streets carrying relatively high
traffic volumes.
(1) HCM, Table 10-3.
' Exhibit 14
Capacity Analysis Worksheets
' Route 30 at Route 194 and Buckland Road
South Windsor, Connecticut
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 01-07-1999
----------------------BUBARIS TRAFFIC ASSOCIATES
---------------------------------
Streets: (N-S) BUCKLAND STREET (E-W) ROUTE 30
' Analyst : BUBARIS TRAFFIC File Name: TLL-3PMB.HC9
Area Type: Other 8-24-98 PM PEAK
Comment: ASSISTED LIVING COMPLEX, S WINDSOR, CT-1999 BACKGROUND PM PEAK
' Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ----' ---- ---- ---- ----- ---- ---- ---- ---- ----
No. Lanes 1 2 < 0 1 2 < 0 1 2 < 0 1 2 < 0
Volumes 65 630 108 304 440 10 478 377 111 58 179 198
PHF or PK15 0 . 90 0 . 90 0 . 90 0 .90 0 . 90 0 .90 0 . 90 0 . 90 0 . 90 0 .90 0 .90 0 . 90
' Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
Grade 0 0 0 0
W Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
Parking N N N N N N N N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (YIN) N (YIN) N (YIN) N (YIN) N
' Arr Type 3 3 3 3 3 3 3 3
RTOR Vols 22 0 22 40
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
' Prop. Share
Prop. Prot.
-----------------------------------------------------------------------
' Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
NB Left * * EB Left
Thru * Thru
' Right * Right
Peds Peds
SB Left * * * WB Left
' Thru * * Thru
Right * * Right
Peds Peds
' EB Right NB Right
WB Right SB Right
Green 6 . OP 5 . OP 18 . OP Green 5 . OP 11. 0P 12 . OP
Yellow/AR 3 . 0 3 . 0 5 . 0 Yellow/AR 3 . 0 4 . 0 5 . 0
' Cycle Length: 80 secs Phase combination order: #1 #2 #3 #5 #6 #7
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ---- ------- ----- ----- ----- --- ----- ---
NB L 303 1770 0 .238 0 .363 14 .5 B 30 .5 D
TR 915 3658 0 . 914 0 .250 31 . 9 D
SB L 403 1770 0 .839 0 .462 23 .4 C 18 .3 C
TR 1300 3713 0 .404 0 .350 15 . 1 C
EB L 564 1863 0 . 941 0 .463 32 . 0 D 23 .2 C
TR 1312 3619 0 .415 0 .363 14 . 7 B
WB L 232 1770 0 .276 0 .275 18 .5 C 24 .2 C
TR 606 3463 0 .650 0 .175 25 . 1 D
Intersection Delay = 24 . 1 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 9 .0 sec Critical v/c (x) = 0 . 896
-----------------------------------------------------------------------
INTERSECTION DIAGRAM
Intersection: BUCKLAND STREET and ROUTE 30
' Time period: PM PEAK
BUCKLAND STREET
' Volumes 198
SB Total
754
' 179 WE Total
1 1 1 < 435
' 58
< v > F-
lo 440 304 v
v v
Legend [C] [C]
[X] = Level of Service
' #--J = No. of Lanes < � 1
D-J = De facto Turn [D] < 1
[C]
--------------------- Intersection v
' [Cl
---------------------
1 [D]
t 1 >
[B] ROUTE 30
v
[Bl [D]
< >
478" 65 630 108
EB Total 377 [>
966 > 1 T 1
' 111 803
--1 NB Total
v
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 01-07-1999
' ---------BUBARIS TRAFFIC ASSOCIATES
Streets : (N-S) BUCKLAND STREET (E-W) ROUTE 30
Analyst : BUBARIS TRAFFIC File Name: TLL-3STB.HC9
Area Type: Other 8-24-98 SAT
Comment : ASSISTED LIVING COMPLEX, S WINDSOR, CT-1999 BACKGROUND SAT PEAK
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ----- ---- ---- ----
No. Lanes 1 2 < 0 1 2 < 0 1 2 < 0 1 2 < 0
Volumes 34 465 83 171 608 5 170 163 57 65 158 195
PHF or PK15 0 .90 0 .90 0 . 90 0 .90 0 .90 0 . 90 0 . 90 0 . 90 0 .90 0 .90 0 .90 0 .90
' Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
Grade 0 0 0 0
%- Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
' Parking N N N N N N N N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (YIN) N (YIN) N (YIN) N (YIN) N
' Arr Type 3 3 3 3 3 3 3 3
RTOR Vols 16 0 11 40
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
' Prop. Share
Prop. Prot .
-----------------------------------------------------------------------
' Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
NB Left * * EB Left
Thru * Thru
' Right * Right
Peds Peds
SB Left * * * WB Left
' Thru * * Thru
Right * * Right
Peds Peds
EB Right NB Right
' WB Right SB Right
Green 5 . OP 5 . OP 19 . OP Green 5 . 0P 11. 0P 11 . 0P
Yellow/AR 3 . 0 3 . 0 5 . 0 Yellow/AR 3 . 0 5 . 0 5 . 0
' Cycle Length: 80 secs Phase combination order: #1 #2 #3 #5 #6 #7
-----------------------------------------------------------------------
Intersection Performance Summary
' Lane- Group Adj-
Sat -v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
NB L 217 1770 0 .175 0 .363 14 .2 B 20 . 6 C
' TR 960 3656 0 . 647 0 .262 21 . 0 C
SB L 381 1770 0 .499 0 .463 11 .7 B 14 .8 B
TR 1349 3721 0 .531 0 .363 15 . 6 C
' EB L 558 1770 0 .339 0 .462 10 .3 B 12 . 0 B
TR 1306 3603 0 . 187 0 .363 13 .3 B
WB L 312 1770 0 .231 0 .262 19 .1 C 24 .7 C
TR 560 3448 0 . 653 0 .162 25 . 8 D
' Intersection Delay = 17 . 6 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 .577
-----------------------------------------------------------------------
INTERSECTION DIAGRAM
-------------------------------------------------------------
Intersection: BUCKLAND STREET and ROUTE 30
Time period: SAT
BUCKLAND STREET
' Volumes 195
SB Total i
784
' 158 WB Total
1 1 1 < 418
' 65
5 608 171 v
< >
' v v
Legend [C] [B]
[X] = Level of Service
' #—J = No. of Lanes < ' 1
D—J = De facto Turn [D] < 1
' [C] r—
1
Intersection v
[C]
1 ' [B]
1 >
1 —�> [B] ROUTE 30
' v
[B] [C]
170^ 34 465 83
EB Total 163
390 > 1 1 1
57 582
NB Total
v
' HCM:-SIGNALIZED INTERSECTION-SUM ARY---Version 2 .4g 01-07-1999
---------BUBARIS TRAFFIC ASSOCIATES
-------------------------------------------
Streets : (N-S) BUCKLAND STREET (E-W) ROUTE 30
' Analyst : BUBARIS TRAFFIC File Name: TLL-3PMC.HC9
Area Type: Other 8-24-98 PM PEAK
Comment : ASSISTED LIVING COMPLEX, S WINDSOR, CT-1999 COMBINED PM PEAK
' Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
' , No. Lanes 1 2 < 0 1 2 < 0 1 2 < 0 1 2 < 0
Volumes 83 630 108 304 440 28 499 397 132 58 197 198
PHF or PK15 0 .90 0 .90 0 . 90 0 . 90 0 . 90 0 . 90 0 .90 0 .90 0 . 90 0 . 90 0 .90 0 . 90
' Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
Grade 0 0 0 0
6 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
Parking N N N N N N N N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (YIN) N (YIN) N (YIN) N (YIN) N
' Arr Type 3 3 3 3 3 3 3 3
RTOR Vols 22 0 26 40
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Prop. Share
Prop. Prot .
-----------------------------------------------------------------------
Signal Operations
' Phase Combination 1 2 3 4 5 6 7 8
NB Left * * EB Left
Thru * Thru
' Right * Right
Peds Peds
SB Left * * * WB Left
Thru * * Thru
Right * * Right
Peds Peds
EB Right NB Right
WB Right SB Right
Green 5 . OP 4 . OP 19 . OP Green 5 . OP 13 . OP 12 . OP
Yellow/AR 3 . 0 3 . 0 5 . 0 Yellow/AR 3 . 0 3 . 0 5 . 0
Cycle Length: 80 secs Phase combination order: #1 #2 #3 #5 #6 #7
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach-
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ---- ------- ----- ----- ----- --- ----- ---
NB L 281 1770 0 .327 0 .363 14 . 9 B 26 .4 D
' TR 960 3658 0 . 871 0 .262 27 . 6 D
SB L 358 1770 0 .944 0 .450 38 . 7 D 24 .2 C
TR 1292. 3692 0 .423 0 .350 15 .2 C
EB L 587- 1863 0 . 944 0 .475 31 . 9 D 22 . 9 C
TR 1353 3608 0 .434 0 .375 14 .3 B
WB L 224 1770 0 .286 0 .275 18 .5 C 24 .7 C
' TR 608 3476 0 . 682 0 . 175 25 . 7 D
Intersection Delay = 24 .4 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 6 . 0 sec Critical v/c (x) = 0 . 850
-----------------------------------------------------------------------
INTERSECTION DIAGRAM
Intersection: BUCKLAND STREET and ROUTE 30
' Time period: PM PEAK
BUCKLAND STREET
' volumes 198
SB Total
772
197 WB Total
1 1 1 < 453
58
< v >
28 440 304 v—
v v
Legend [C] [D]
[X] = Level of Service
#—J = No. of Lanes < 1 1
D--J = De facto Turn [D] < 1
' [C] F 1
--------------------- Intersection v
' [C]
1 [D]
1 >
1 ROUTE 30
v
[B] [D]
499^ 83 630 108
' EB Total 397 <1 [>
1028 > 1 1 1
132
821
-� NB Total
' v
' HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 01-07-1999
BUBARIS-TRAFFIC-ASSOCIATES
=====__________________
Streets: (N-S) BUCKLAND STREET (E-W) ROUTE 30
' Analyst : BUBARIS TRAFFIC File Name: TLL-3STC.HC9
Area Type: Other 8-24-98 SAT
Comment: ASSISTED LIVING COMPLEX, S WINDSOR, CT-1999 COMBINED SAT PEAK
Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
' No. Lanes 1 2 < 0 1 2 < 0 1 2 < 0 1 2 < 0
Volumes 49 465 83 171 608 20 187 179 74 65 172 195
PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 .90 0 . 90 0 . 90 0 .90 0 .90 0 . 90 0 . 90 0 . 90
Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
Grade 0 0 0 0
Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2
' Parking N N N N N N N N
Bus Stops 0 0 0 0
Con. Peds 0 0 0 0
Ped Button (YIN) N (YIN) N (Y/N) N (YIN) N
' Arr Type 3 3 3 3 3 3 3 3
RTOR Vols 16 0 14 40
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
' Prop Share
Prop. Prot.
-----------------------------------------------------------------------
' Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
NB Left * * EB Left
Thru * Thru
Right * Right
Peds Peds
SB Left * * * WB Left
' Thru * * Thru
Right * * Right
Peds Peds
' EB Right NB Right
WB Right SB Right
Green 5 . OP 5 . OP 19 . OP Green 5 . OP 11 . 0P 11 . 0P
Yellow/AR 3 . 0 3 . 0 5 . 0 Yellow/AR 3 . 0 5 . 0 5 . 0
' Cycle Length: 80 secs Phase combinationorder: #1 #2 #3 #5 #6 #7
-
Intersection Performance Summary
' Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ---- ------- ----- ----- ----- --- ----- ---
NB L 217 1770 0 .249 0 .363 14 .4 B 20 .5 C
' TR 960 3656 0 .647 0 .262 21 . 0 C
SB L 381 1770 0 .499 0 .463 11 . 7 B 14 . 9 B
TR 1344 3708 0 .545 0 .363 15 . 8 C
EB L 558 1770 0 .373 0 .462 10 . 5 B 12 . 2 B
TR 1300 3586 0 .214 0 .363 13 .4 B
WB L 299 1770 0 .241 0 .262 19 . 1 C 25 .1 D
TR 562 3460 0 .679 0 . 162 26 . 3 D
Intersection Delay = 17 . 7 sec/veh Intersection LOS = C
Lost Time/Cycle, L = 12 . 0 sec Critical v/c (x) = 0 .594
-----------------------------------------------------------------------
INTERSECTION DIAGRAM
-----------------------------------------------------
Intersection: BUCKLAND STREET and ROUTE 30
Time period: SAT
BUCKLAND STREET
' Volumes 195
SB Total i
799
' 172 WB Total
1 1 1 < 432
65
< v >20 608 171 F—
v
< >
v v
Legend [C] [B]
[X] = Level of Service
' #J = No. of Lanes < 1 1
' DJ = De facto Turn [D] < 1
--------------------- Intersection LC] r- 1 v
[C]
1 [B]
' 1 >
1 --T> [B] ROUTE 30
v
[B] [C]
187^ 49 465 83
EB Total 179
< >
440 > 1 1 1
' 74 597
--1 NB Total
' v
' Exhibit 15
Capacity Analysis Worksheets
Route 30 at Town Center
South Windsor, Connecticut
' HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 01-07-1999
--------------BUBARIS TRAFFIC ASSOCIATES
-----------------------------------
Streets: (N-S) TOWN CENTER (E-W) ROUTE 30
' Analyst : BUBARIS TRAFFIC File Name: TLL-4PMB.HC9
Area Type: Other 8-24-98 PM PEAK
Comment : ASSISTED LIVING COMPLEX, S WINDSOR, CT-1999 BACKGROUND PM PEAK
' Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 1 0 1 0 0 0 0 2 < 0 1 1 0
Volumes 69 83 588 71 64 309
PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
Grade 0 0 0
g Heavy Veh 2 2 2 2 2 2
Parking N N N N N N
Bus Stops 0 0 0
Con. Peds 0 0 0 0
Ped Button (Y/N) N (Y/N) N (Y/N) N
' Arr Type 3 3 3 3 3
RTOR Vols 0 0 40
Lost Time 3 . 00 3 . 00 3. 00 3 . 00 3 . 00 3 . 00
' Prop. Share
Prop. Prot.
-----------------------------------------------------------------------
' Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
NB Left * EB Left
Thru Thru
Right * Right
Peds Peds
SB Left WB Left
Thru Thru
Right Right
Peds Peds
EB Right NB Right
WB Right SB Right
Green 20 . OP Green 20 . OP 25 . OP
Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0
' Cycle Length: 80 secs Phase combination order: #1 #5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
' Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
---- ---- ------- ----- ----- ----- --- ----- ---
NB L 487 1770 0 .158 0 .275 16 . 7 C 16 . 9 C
' R 435 1583 0 .211 0 .275 17 . 0 C
EB TR 1237 3665 0 .622 0 .338 17 . 6 C 17 . 6 C
WB L 580 1770 0 .122 0 . 650 5 . 0 A 4 .7 A
T 1211 1863 0 .283 0 . 650 4 . 6 A
Intersection Delay = 13 .5 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 9 . 0 sec Critical v/c (x) = 0 .347
-------_----------------------------------------------------------------
INTERSECTION DIAGRAM
Intersection: TOWN CENTER and ROUTE 30
' Time period: PM PEAK
TOWN CENTER
' Volumes 0
SB Total
0
' 309 WB Total
< 373
' 64
< v >
0 0 0 v
' Legend
[X] = Level of Service
' #- = No. of Lanes
< 1
D-J = De facto Turn
v
--------------------- Intersection
[B]
---------------------
1 >
1 r> [C]
v ROUTE 30
[C] [C]
0^ 69 0 83
i < >
' EB Total 588
659 > 1 1
' 71 152
-� NB Total
v
1
1
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 01-07-1999
' ------BUBARIS TRAFFIC ASSOCIATES
Streets : (N-S) TOWN CENTER (E-W) ROUTE 30
Analyst : BUBARIS TRAFFIC File Name: TLL-4STB.HC9
Area Type: Other 8-24-98 SAT
Comment: ASSISTED LIVING COMPLEX, S WINDSOR, CT-1999 BACKGROUND SAT PEAK
' Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ----' ---- ---- ----
No Lanes 1 0 1 0 0 0 0 2 < 0 1 1 0
Volumes 92 110 280 94 85 126
PHF or PK15 0 .90 0 .90 0 . 90 0 .90 0 .90 0 . 90
Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
Grade 0 0 0
$ Heavy Veh 2 2 2 2 2 2
Parking N N N N N N
Bus Stops 0 0 0
Con. Peds 0 0 0 0
Ped Button (YIN) N (YIN) N (YIN) N
' Arr Type 3 3 3 3 3
RTOR Vols 0 0 40
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
' Prop. Share
Prop. Prot .
-----------------------------------------------------------------------
Signal Operations
' Phase Combination 1 2 3 4 5 6 7 8
NB Left * EB Left
Thru Thru
' Right * Right
Peds Peds
SB Left WE Left
Thru Thru
Right Right
Peds Peds
EB Right NB Right
' WE Right SB Right
Green 20 . OP Green 20 . OP 25 . OP
Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0
' Cycle Length: 80 secs Phase combination order: #1 #5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane- Group Adj-
Sat -v/c- g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
NB L 487 1770 0 .210 0 .275 17 . 0 C 17 .2 C
' R 435 1583 0 .280 0 .275 17 .4 C
EB TR 1210 3585 0 .360 0 .338 15 .3 C 15 .3 C
WE L 689 1770 0 . 136 0 . 650 4 .2 A 4 . 1 A
T 1211 1863 0 . 116 0 . 650 4 . 0 A
Intersection Delay = 12 . 8 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 9 . 0 sec Critical v/c (x) = 0 .284
-----------------------------------------------------------------------
INTERSECTION DIAGRAM
---------------------------------------------------------
Intersection: TOWN CENTER and ROUTE 30
' Time period: SAT
TOWN CENTER
' Volumes 0
SB Total
0
' 126 WB Total
< 211
85
< v >
0 0 0 v—
' Legend
[X] = Level of Service
#-J = No. of Lanes
< 1
D = De facto Turn
[A] �— 1
v
--------------------- Intersection
' [B]
---------------------
1 >
1 �> [C]
v ROUTE 30
[C] [C]
0^ 92 0 110
i
EB Total 280
374 > 1 1
94 202
NB Total
' v
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 01-07-1999
----------BUBARIS-TRAFFIC-ASSOCIATES
--------------
----------
Streets : (N-S) TOWN CENTER (E-W) ROUTE 30
' Analyst : BUBARIS TRAFFIC File Name: TLL-4PMC.HC9
Area Type: Other 8-24-98 PM PEAK
Comment : ASSISTED LIVING COMPLEX, S WINDSOR, CT-1999 COMBINED PM PEAK
Northbound Southbound Eastbound Westbound
L T R L T. R L T R L T R
---- ---- ---- ---- ---- ----
No. Lanes 1 0 1 0 0 0 0 2 < 0 1 1 0
Volumes 78 83 650 81 64 363
PHF or PK15 0 . 90 0 . 90 0 .90 0 .90 0 .90 0 . 90
' Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
Grade 0 0 0
g Heavy Veh 2 2 2 2 2 2
Parking N N N N N N
Bus Stops 0 0 0
Con. Peds 0 0 0 0
Ped Button (YIN) N (YIN) N (YIN) N
' Arr Type 3 3 3 3 3
RTOR Vols 0 0 40
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
' Prop. Share
Prop. Prot .
-----------------------------------------------------------------------
Signal Operations
' Phase Combination 1 2 3 4 5 6 7 8
NB Left * EB Left
Thru Thru
' Right * Right
Peds Peds
SB Left WB Left
Thru Thru
Right Right
Peds Peds
EB Right NB Right
' WB Right SE Right
Green 20 . OP Green 20 . OP 25 . OP
Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0
' Cycle Length: 80 secs Phase combination order: #1 #5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS
----- ---- ------- ----- ----- ----- --- ----- ---
NB L 487 1770 0 . 179 0 .275 16 . 8 C 16 .9 C
' R 435 1583 0 .211 0 .275 17 . 0 C
EB TR 1236 3664 0 . 690 0 .338 18 . 6 C 18 .6 C
WB L 580 1770 0 . 122 0 . 650 5 .4 B 4 .9 A
' T 1211 1863 0 . 333 0 . 650 4 . 8 A
Intersection Delay = 14 . 1 sec/veh Intersection LOS = B
Lost Time/Cycle, L 9 . 0 sec Critical v/c (x) = 0 .373
-----------------------------------------------------------------------
INTERSECTION DIAGRAM
Intersection: TOWN CENTER and ROUTE 30
Time period: PM PEAK
TOWN CENTER
' Volumes 0
SB Total
0
' 363 WB Total
< 427
64
' < v > F-
0 0 0 v
Legend
[XI = Level of Service
#—J = No. of Lanes
< 1
D—J = De facto Turn
{B] r— 1
v
--------------------- Intersection
[B]
---------------------
1 >
1 —�> [C]
v ROUTE 30
[C] [C]
' 0" 78 0 83
< >
i < >
' EB Total 650
731 > 1 1
' 81 161
—� NB Total
v
HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4g 01-07-1999
-----------BUBARIS-TRAFFIC ASSOCIATES
-----------------------------------------
Streets: (N-S) TOWN CENTER (E-W) ROUTE 30
' Analyst : BUBARIS TRAFFIC File Name: TLL-4STC.HC9
Area Type : Other 8-24-98 SAT
Comment : ASSISTED LIVING COMPLEX, S WINDSOR,CT-1999 COMBINED SAT PEAK
' - Northbound Southbound Eastbound Westbound
L T R L T R L T R L T R
---- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
1 No. Lanes 1 0 1 0 0 0 2 < 0 1 1 0
Volumes 99 110 330 102 85 170
PHF or PK15 0 .90 0 .90 0 . 90 0 .90 0 . 90 0 . 90
' Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
Grade 0 0 0
9. Heavy Veh 2 2 2 2 2 2
Parking N N N N N N
Bus Stops 0 0 0
Con. Peds 0 0 0 0
Ped Button (YIN) N (YIN) N (YIN) N
' Arr Type 3 3 3 3 3
RTOR Vols 0 0 40
Lost Time 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00 3 . 00
Prop. Share
Prop. Prot .
-----------------------------------------------------------------------
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
NB Left * EB Left
Thru Thru
' Right * Right
Peds Peds
SB Left WE Left.
Thru Thru
Right Right
Peds Peds
EB Right NB Right
' WE Right SB Right
Green 20 . OP Green 20 . OP 25 . OP
Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0
' Cycle Length: 80 secs Phase combination order: #1 #5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group: Adj Sat v/c g/C Approach:
' Mvmts -Cap --Flow- Ratio Ratio Delay LOS Delay LOS
NB L 487 1770 0 .226 0 .275 17 . 1 C 17 .3 C
R 435 1583 0 .280 0 .275 17 .4 C
EB TR 1213 3594 0 .416 0 .33,8 15 . 7 C 15 . 7 C
WE L 651 1770 0 . 144 0 . 650 4 .4 A 4 .2 A
' T. 1211 1863 0 . 156 0 . 650 4 . 1 A
Intersection Delay = 12 .8 sec/veh Intersection LOS = B
Lost Time/Cycle, L = 9 . 0 sec Critical v/c (x) = 0 .305
------------------------------------------------------------------------
INTERSECTION DIAGRAM
Intersection: TOWN CENTER and ROUTE 30
Time period: SAT
TOWN CENTER
' Volumes 0
SB Total i
0
' 170 WB Total
< 255
' 85
< v > �_
0 0 0 v
' Legend
[X] = Level of Service
r #—J = No. of Lanes
< 1
D—J = De facto Turn
v
--------------------- Intersection
' [B]
1
1 r> [C]
v ROUTE 30
[C] [C]
0^ 99 0 110
i
EB Total 330 [>
432 > 1 1 ,
102 209
NB Total
v
' Exhibit 16
Capacity Analysis Worksheets
Route 30 at Tolland Bank Site Drive
South Windsor, Connecticut
HCS: Unsignalized Intersections Release 2 .1f TLL-1PMC.HC0 Page 1
BUBARIS TRAFFIC ASSOCIATES
270 Amity Road
' Suite 130
Woodbridge, CT 06525-2236
Ph: (203) 397 -360
Streets : (N-S) SITE DRIVE (E-W) ROUTE 30
Major Street Direction. . . . EW
Length of Time Analyzed. . . 15 (min)
' Analyst . . . . . . . . . . . . . . . . . . . BUBARIS TRAFFIC
Date of Analysis . . . . . . . . . . 12/16/98
Other Information. . . . . . . . . PROPOSED TOLLAND BANKS WINDSOR, CT- 19
' 99 COMBINED PM PEAK
Two-way Stop-controlled Intersection
----------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 1 < 0 0 > 1 0 0 > 0 < 0 0 0 0
' Stop/Yield N N
Volumes 659 27 63 378 31 72
PHF . 95 .95 . 95 .95 .95 . 95
Grade 0 0 0
MC' s (o)
SU/RV' s (a)
CV' S (°s)
PCE' s 1 . 10 1 . 10 1.10
-
----------------------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
-------------------------------------------------------------------
Left Turn Major Road 5 . 00 2 .10
Right Turn Minor Road 5 .50 2 . 60
Through Traffic Minor Road 6 . 00 3 .30
' Left Turn Minor Road 6 . 50 3 .40
HCS : Unsignalized Intersections Release 2 .1f TLL-1PMC.HC0 Page 2
Worksheet for TWSC Intersection
-
-------------------------------------------------------
Step 1 : RT from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows : (vph) 708
' Potential Capacity: (pcph) 606
Movement Capacity: (pcph) 606
Prob. of Queue-Free State:' 0 . 86
Step 2 : LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows : (vph) 722
Potential Capacity: (pcph) 776
Movement Capacity: (pcph) 776
' Prob. of Queue-Free State: 0 . 91
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate. (pcphpl)
Major LT Shared Lane Prob.
' -of- -
Queue-Queue - 088
------------------ _ -------------
Step 4 : LT from Minor Street NB SB
Conflicting Flows : (vph) 1172
Potential Capacity: (pcph) 222
Major LT, Minor TH
' Impedance Factor: 0 . 88
Adjusted Impedance Factor: 0 . 88
Capacity Adjustment Factor
' due to Impeding Movements 0 . 88
Movement Capacity: (pcph) 195
--------------------------------------------------------
' Intersection Performance Summary
Avg. 95%_
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS
Movement (pcph) (pcph) (pcph) (sec/veh) " (veh) -----
-
------- ------ ------ ------ ------- ------- ---------
NB L 36 195 >
371 14 .3 1 .4 C 14 .3
NB R 84 606 >
' WB L 73 776 5 . 1 0 . 3 B 0 . 7
' Intersection Delay = 1 .5 sec/veh
.r
HCS : Unsignalized Intersections Release 2 . 1f TLL-1STC.HC0 Page 1
BUBARIS TRAFFIC ASSOCIATES
270 Amity Road
Suite 130
' Woodbridge, CT 06525-2236
Ph: (203) 397--360
Streets : (N-S) SITE DRIVE (E-W) ROUTE 30
Major Street Direction. . . . SW
Length of Time Analyzed. . . 15 (min)
Analyst . . . . . . . . . . . . . . . . . . . BUBARIS TRAFFIC
' Date of Analysis. . . . . . . . . . 12/16/98
Other Information. . . . . . . . . PROPOSED TOLLAND BANKS WINDSOR, CT- 19
99 COMBINED SAT PEAK
' Two-way Stop-controlled Intersection
----------------------
Eastbound Westbound Northbound Southbound
-L-- - T -R-- L T R -L-- T -R-- L -T-- -R--
---- ---- ---- ---- ---- ----
No. Lanes 0 1 < 0 0 > 1 0 0 > 0 < 0 0 0 0
Stop/Yield N N
' Volumes 374 22 51 218 25 58
PHF . 95 . 95 . 95 . 95 .95 . 95
Grade 0 0 0
' MC' s (%-)
SU/RV' S (.)
CV' S (�)
PCE' S 1.10---------- 1_10- ----------
' Adjustment Factors
Vehicle Critical Follow-up
' Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
' Left Turn Major Road 5 . 00 2 .10
Right Turn Minor Road 5 .50 2 . 60
Through Traffic Minor Road 6 . 00 3 .30
Left Turn Minor Road 6 .50 3 .40
HCS: Unsignalized Intersections Release 2 .1f TLL-1STC.HC0 Page 2
-----------------------------------------------------------------------
Worksheet for TWSC Intersection
--------------------------------------------------------
Step 1 : RT from Minor Street NB SB
--------------------------------------------------------
' Conflicting Flows : (vph) 406
Potential Capacity: (pcph) 862
Movement Capacity. (pcph) 862
Prob. of Queue-Free State: 0 . 92
Step 2 : LT from Major Street WB EB
---------------------------------------------------
Conflicting Flows : (vph) 417
Potential Capacity: (pcph) 1085
Movement Capacity: (pcph) 1085
' Prob. of Queue-Free State: 0 . 95
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate. (pcphpl)
Major LT Shared Lane Prob.
' of Queue-Free State: -----------------0_94
---------------------- -------------
Step 4 : LT from Minor Street NB SB
Conflicting Flows : (vph) 688
Potential Capacity: (pcph) 423
Major LT, Minor TH
Impedance Factor: 0 . 94
Adjusted Impedance Factor: 0 .94
Capacity Adjustment Factor
' due to Impeding Movements 0 . 94
Movement Capacity: (pcph) 396
--------------------------------------------------------
Intersection Performance Summary
Avg. 95%-
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) . (sec/veh)
------- ------ ------ ------ ------- ------- ----- ---------
NB L 29 396 >
636 6 .7 0 .5 B 6 .7
NB R 67 862 >
' WB L 59 1085 3 .5 0 . 0 A 0 . 7
' Intersection Delay = 1 . 0 sec/veh
' Exhibit 17
Capacity Analysis Worksheets
Route 30 at Clark Street
' South Windsor, Connecticut
H -
CS : Unsignalized Intersections Release 2 .1f TLL 2PMB.HC0 Page 1
' BUBARIS TRAFFIC ASSOCIATES
270 Amity Road
Suite 130
1 Woodbridge, CT 06525-2236
Ph: (203) 397--360
----------
-----------------------
Streets : (N-S) CLARK STREET (E-W) ROUTE 30
' Major Street Direction. . . . EW
Length of Time Analyzed. . . 15 (min)
Analyst . . . . . . . . . . . . . . . . . . . BUBARIS TRAFFIC
' Date of Analysis . . . . . . . . . . 12/16/98
Other Information. . . . . . . . . PROPOSED TOLLAND BANKS WINDSOR, CT- 19
99 BACKGROUND PM PEAK
' Two-way Stop-controlled Intersection
----------------------
Eastbound Westbound Northbound Southbound
L- -- T R L T -R-- L -T-- R -L T R
--
No. Lanes 0 1 < 0 0 > 1 0 1 0 1 0 0 0
Stop/Yield N N
Volumes 571 68 76 302 75 88
PHF .95 .95 . 95 .95 .95 . 95
Grade 0 0 0
' MC' s (a)
SU/RV' s (o)
CV' s (9.0
PCE' s 1 . 10 1 . 10 1 . 10
-----------------------------------------------------------------------
Adjustment Factors
' Vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5 . 00 2 . 10
' Right Turn Minor Road 5 .50 2 . 60
Through Traffic Minor Road 6 . 00 3 .30
Left Turn Minor Road 6 .50 3 .40
HCS: Unsignalized Intersections Release 2 .1f TLL-2PMB.HCO Page 2
-----------------------------------------------------------------------
Worksheet for TWSC Intersection
-
-------------------------------------------------------
Step 1 : RT from Minor Street NB SB
--------------------------------------------------------
' Conflicting Flows : (vph) 637
Potential Capacity: (pcph) 659
Movement Capacity: (pcph) 659
' Prob. of Queue-Free State: 0 . 85
------_-------------------------------------------------
Step 2 . LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows: (vph) 673
Potential Capacity: (pcph) 819
Movement Capacity: (pcph) 819
' Prob. of Queue-Free State: 0 . 89
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
' -of-Queue-Free State : 0 .87
---------- ------
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 1035
Potential Capacity: (pcph) 266
Major LT, Minor TH
' Impedance Factor: 0 . 87
Adjusted Impedance Factor: 0 . 87
Capacity Adjustment Factor
' due to Impeding Movements. 0 . 87
Movement Capacity: (pcph) - 231
--------------------------------------------------------
Intersection Performance Summary
' Avg. 95a
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
-
------- ------ ------ ------ ------- ------- ----- ---------
NB L 87 231 24 . 7 1 . 6 D
14 .9
' NB R 102 659 6 .5 0 . 6 B
WB L 88 819 4 .9 0 .3 A 1 . 0
Intersection Delay = 2 .4 sec/veh
HCS : Unsi nalize Intersections -g d to sections Release 2 . 1f TLL 2STB.HCO Page 1
BUBARIS TRAFFIC ASSOCIATES
270 Amity Road
Suite 130
' Woodbridge, CT 06525-2236
Ph: (203) 397--360
----------------------------------
' Streets : (N-S) CLARK STREET (E-W) ROUTE 30
Major Street Direction. . . . EW
Length of Time Analyzed. . . 15 (min)
Analyst . . . . . . . . . . . . . . . . . . . BUBARIS TRAFFIC
' Date of Analysis. . . . . . . . . . 12/16/98
Other Information. . . . . . . . . PROPOSED TOLLAND BANKS WINDSOR, CT- 19
99 BACKGROUND SAT PEAK
ITwo-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L- -- T R -L-- T -R-- L T -R-- L -T R--
----
No. Lanes 0 1 < 0 0 > 1 0 1 0 1 0 0 0
Stop/Yield N N
Volumes 333 53 - 43 175 37 41
PHF .95 .95 . 95 . 95 . 95 .95
Grade 0 0 0
MCI (o)
SU/RV' s (o)
CV' s (o)
PCE ' s 1 . 10 1 . 10 1 .10
-----------------------------------------------------------------------
' Adjustment Factors
' vehicle Critical Follow-up
Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5 . 00 2 . 10
' Right Turn Minor Road 5 .50 2 . 60
Through Traffic Minor Road 6 . 00 3 .30
Left Turn Minor Road 6 .50 3 .40
HCS : Unsignalized Intersections Release 2 .1f TLL-2STB.HCO Page 2
-----------------------------------------------------------------------
Worksheet for TWSC Intersection
Step 1: RT from Minor Street NB SB
--------------------------------------------------------
Conflicting Flows: (vph) 379
Potential Capacity: (pcph) 890
Movement Capacity: (pcph) 890
Prob. of Queue-Free State: 0 . 95
----------------------------=---------------------------
Step 2 : LT from Major Street WB EB
--------------------------------------------------------
Conflicting Flows : (vph) 407
Potential Capacity: (pcph) 1097
Movement Capacity: (pcph) 1097
Prob. of Queue-Free State: 0 . 95
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
' of Queue-Free State: 0 .95
-
-------------------------------------------------------
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 608
Potential Capacity: (pcph) 471
' Major LT, Minor TH
Impedance Factor: 0 . 95
Adjusted Impedance Factor: 0 . 95
Capacity Adjustment Factor
' due to Impeding Movements 0 . 95
Movement Capacity: (pcph) 447
------------------------------------------------- ----a-
' Intersection Performance Summary
Avg.
Flow Move Shared Total Q.4pue A� roech
Rate Cap Cap Delay Lepgg 4 LOS � y
Movement (pcph) (pcph) (pcph) (sec/veh) (veh)
-
------- ------ ------ ------ ------- ------- ----- ------
NB L 43 447 8 . 9 0 .3 B
6 .5
' NB R 47 890 4 .3 0 . 0 A
WB L 50 1097 3 .4 0 . 0 A 0 . 7
Intersection Delay = 1 . 0 sec/veh -
' HCS : Unsi---------gnalized Intersections Release 2 .1f TLL-2PMC.HCO Page 1
BUBARIS TRAFFIC ASSOCIATES
270 Amity Road
Suite 130
' Woodbridge, CT 06525-2236
Ph: (203) 397--360
Streets : (N-S) CLARK STREET (E-W) ROUTE 30
' Major Street Direction. . . . EW
Length of Time Analyzed. . . 15 (min)
Analyst . . . . . . . . . . . . .. . . . . . BUBARIS TRAFFIC
' Date of Analysis. . . . . . . . . . 12/16/98
Other Information. . . . . . . . . PROPOSED TOLLAND BANK, S WINDSOR, CT- 19
99 COMBINED PM PEAK
' Two-way Stop-controlled Intersection
-------------------------------------
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
---- ---- ---- ---- ---- ---- ---- ---- --- ---- ----
No. Lanes 0 1 < 0 0 > 1 0 1 0 1 0 0 0
Stop/Yield N N
' Volumes 589 68 86 323 75 97
PHF . 95 .95 .95 . 95 .95 .95
Grade 0 0 0
MCI (%)
SU/RV' s (W)
CV' s (96)
PCE ' s 1 . 10 1 .10 1.10
-----------------------------------------------------------------------
Adjustment Factors
Vehicle Critical Follow-up
' Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5 . 00 2 .10
Right Turn Minor Road 5 .50 2 . 60
Through Traffic Minor Road 6 . 00 3 . 30
Left Turn Minor Road 6 .50 3 .40
HCS: Unsignalized Intersections Release 2 . 1f TLL-2PMC.HCO Page 2
-----------------------------------------------------------------------
Worksheet for TWSC Intersection
------------------=-------------------------------------
Step 1: RT from Minor Street NB SB
--------------------=-----------------------------------
Conflicting Flows: (vph) 656
Potential Capacity: (pcph) 644
Movement Capacity: (pcph) 644
Prob. of Queue-Free State: 0 . 83
Step 2 : LT from Major Street WB EB
------------------------------------------------------
' Conflicting Flows : (vph) 692
Potential Capacity: (pcph) 802
Movement Capacity: (pcph) 802
Prob. of Queue-Free State: 0 . 88
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
' of Queue-Free State: 0 . 84
--------------------------------------------------------
Step 4 : LT from Minor Street NB SB
Conflicting Flows : (vph) 1087
Potential Capacity: (pcph) 249
' Major LT, Minor TH
Impedance Factor: 0 . 84
Adjusted Impedance Factor. 0 . 84
Capacity Adjustment Factor
' due to Impeding Movements 0 . 84
Movement Capacity: (pcph) 210
---------------_-----------------------------------------
Intersection Performance Summary
Avg. 950
' Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
-
------- ------ ------ ------ ------- ------- - -- ------ --
NB L 87 210 28 . 8 1 . 8 D
16 .4
' NB R 112 644 6 . 8 0 . 7 B
WB L 100 802 5 . 1 0 .4 B 1 . 1
Intersection Delay = 2 . 6 sec/veh
' HCS: Unsi nalized Intersections Release 2 .1f TLL-2STC.HCO
g Page 1
' BUBARIS TRAFFIC ASSOCIATES
270 Amity Road
Suite 130
' Woodbridge, CT 06525-2236
Ph: (203) 397--360
Streets : (N-S) CLARK STREET (E-W) ROUTE 30
' Major Street Direction. . . . EW
Length of Time Analyzed. . . 15 (min)
Analyst. . . . . . . . . . . . . . . . . . . BUBARIS TRAFFIC
Date of Analysis . . . . . .. . . . 12/16/98
Other Information. . . . . . . . . PROPOSED TOLLAND BANK, S WINDSOR, CT- 19
99 COMBINED SAT PEAK
' Two-way Stop-controlled Intersection
Eastbound Westbound Northbound Southbound
L -T-- R -L-- T R L. T R -L-_ T R
---- ---- ---- ---- ---- ---- ---- ---- ----
No. Lanes 0 1 < 0 0 > 1 0 1 0 1 0 0 0
Stop/Yield N N
' Volumes 348 53 51 192 37 48
PHF . 95 .95 . 95 .95 .95 .95
Grade 0 0 0
' MC' s (o)
SU/RV' s (o)
CV' s (%-)
PCE' s 1. 10 1 .10 1. 10
-----------------------------------------------------------------------
' Adjustment Factors
vehicle Critical Follow-up
' Maneuver Gap (tg) Time (tf)
------------------------------------------------------------------
Left Turn Major Road 5 . 00 2 . 10
Right Turn Minor Road 5 .50 2 .60
Through Traffic Minor Road 6 . 00 3 .30
Left Turn Minor Road 6 . 50 3 .40
,CS: Unsignalized Intersections Release 2 .1f TLL-2STC.HCO Page 2
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Worksheet for TWSC Intersection
i ---- ---------------------------------------------------
Step-1 : RT from Minor Street NB SB
--------------------------------------------------------
' Conflicting Flows : (vph) 394
Potential Capacity: (pcph) 874
Movement Capacity: (pcph) 874
Prob. of Queue-Free State: 0 . 94
-------7------------------------------------------------
Step 2 : LT from Major Street WE EB
--------------------------------------------------------
Conflicting Flows : (vph) 422
Potential Capacity: (pcph) 1079
Movement Capacity: (pcph) 1079
Prob. of Queue-Free State: 0 .95
TH Saturation Flow Rate: (pcphpl) 1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
' -of-Queue_Free State: 0 . 94
------------------------------------------
Step 4 : LT from Minor Street NB SB
Conflicting Flows: (vph) 650
Potential Capacity.: (pcph) 445
Major LT, Minor TH
' Impedance Factor: 0 . 94
Adjusted Impedance Factor: 0 . 94
Capacity Adjustment Factor
due to Impeding Movements 0 . 94
Movement Capacity: (pcph) 417
---------------------------------------------------------
Intersection Performance Summary
Avg. 95%-
Flow Move Shared Total Queue Approach
Rate Cap Cap Delay Length LOS Delay
Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh)
-
--_---- ------ ------ ------ ------- ------- ----- ---------
NB L 43 417 9 . 6 0 .3 B
6 . 7
' NB R 56 874 4 .4 0 . 1 A
WE L 59 1079 3 .5 0 . 0 A 0 . 7
' Intersection Delay = 1 . 0 sec/veh
1
' Exhibit 18
Queuing Analysis Worksheets
Route 30 at Route 194 and Buckland Road
South Windsor, Connecticut
QUEUE AND STORAGE LENGTH
' Overflow Queue:
Each formulae below can be considered to have a uniform and overflow component.Average overflow queue is the average number of vehicles
left in the queue at the beginning of the green period. Even if the the arrival rate flow rate is,on average,less than the capacity, (i.e.the degree of
saturation X<1)there are some oversaturated cycles because of random fluctuations in arrival flow rates. The following approximate expression has
been derived for predicting average overflow queues in both undersaturated(X<1)and over saturated(X>l)conditions at isolated fixed time signals.
INTERSECTION: Q-WND1PM: ROUTE 30 AT ROUTE 194
' ANALYSIS PERIOD: 1999 COMBINED PM PEAK HOUR
APPROACH: NB LEFT NB TR/RT SB LEFT SB TR/RT
DATA INPUT:
' Q=if known capacity 281 960 358 1,292
n =number of lanes n= 1 2 1 2
S=cruising speed, MPH S= 35 35 35 35
g=effective green g= 24 19 35 27
C=cycle length C= 80 80 80 80
V=Flow rate in Tf(usually in VPH) V= 83 716 304 468
j=average space per vehicle(feet) j= 25 25 25 25
Tf=flow period of demand V a.aa hrs. Tf= 1.00 1.00 1.00 1.00
JJMARY OF ANSWERS(rounded to nearest vehicle):
N=The ave.no.of vehs in the queue at the start of green. N= TOT.VEHS 1 12 5 7
Nb=The back of the queue,based on uniform flow. Nb= TOT.VEHS 1 13 5 7
Nm=The maximum back of queue,reached Nm= TOT.VEHS 1 16 6 8
after the start of green. VEH/LANE 1 a 6 4
FT/LANE 25 200 150 100
Nc=The critical queue length or 2(Nb). Nc= TOT.VEHS 3 26 11 14
VEH/LANE 31 13 11 7
FT/LANE 75 325 275 175
OVERFLOW QUEUE: No
The ave.overflow queue(total veh.all lanes)can be calculated from: No= 0.00 0.36 1.44 0.00
No=(Q*Tf/4)*(z+(z^2+12(X-Xo)/Q*Tf)^.5)for X>Xo,otherwise No=O VEHICLES VEHICLES VEHICLES VEHICLES
i where:
s=saturation flow veh per second per lane 1620.00 /3600= s= 0.45 0.45 0.45 0.45
Q=capacity in veh. per hr. Q= 281 960 358 1292
q=flow rate in vps;V/Tf or V13600. q= 0.02 0.20 0.08 0.13
QTf=throughput, i.e.the max. number of veh.discharged in period Tf QTf= 281 960 358 1292
X =V/Qtf,degree of saturation X= 0.30 0.75 0.85 0.36
z =X-1 (note this has a negative value for X<1:also zQ=q-Q) z= -0.70 -0.25 -0.15 -0.64
Xo =deg.sat below which ave.overflow queue is approx.zero and given Xo= 0.69 0.68 0.70 0.69
by:Xo=0.67+sg/600; where s=sat.flow vps,g=eff.green X-Xo= -0.39 0.06 0.15 -0.33
QUEUE LENGTH:N
The ave.number of vehicles in the queue at the start of the green period N= 1.29 12.49 5.24 6.89
can be calculated from: N=qr+No VEHICLES VEHICLES VEHICLES VEHICLES
where:
q=arrival demand rate in vps or veh/cycle q= 0.02 0.20 0.08 0.13
r=C-G=effective red time,qr in veh C= 80 80 80 80
C=cycle time in seconds G= 24 19 35 27
r- 56 61 45 53
BACK OF THE QUEUE:Nb
The back of the queue,in vehicles,can be calculated from Nb= 1.31 13.13 5.47 7.11
Nb=N/(1-(j/v)qL) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N=the stop-line queue,in vehicles N= 1.29 12.49 5.24 6.89
qL=lane flow,in vehicles per second(total movement flow divided by qL= 0.02 0.10 0.08 0.07
the number of lanes as a first approximation)
j=average queue space per vehicle in feet j= 25 25 25 25
v=normal cruising speed in feet per second(hence j/v=time to travel v= 51.45 51.45 51.45 51.45
one vehicle space at cruisi--------
MAXIMUM BACK OF QUEUE:Nm
Maximum back of queue, Nm, reached after the start of green is given by: Nm= 1.36 16.04 6.45 8.05
Nm=N/(1-y) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N =qr+No N= 1.29 12.49 5.24 6.89
y =flow ratio q ave.vps/(sat.flow X no.of lanes) y= 0.05 0.22 0.19 0.14
q =arrival vps,VPH/3600 q= 0.02 0.20 0.08 0.13
r =c-g=effective red r= 56 61 45 53
No =ave.overflow queue(total veh.all lanes) No= 0.00 0.36 1.44 0.00
CRITICAL QUEUE LENGTH: Nc
Nc=2Nb Nc= 2.61 26.26 10.94 14.23
VEHICLES VEHICLES VEHICLES VEHICLES -
QUEUE AND STORAGE LENGTH
'Overflow Queue:
Each formulae below can be considered to have a uniform and overflow component.Average overflow queue is the average number of vehicles
left in the queue at the beginning of the green period. Even if the the arrival rate flow rate is,on average,less than the capacity, (i.e.the degree of
saturation X<1)there are some oversaturated cycles because of random fluctuations in arrival flow rates. The following approximate expression has
'been derived for predicting average overflow queues in both undersaturated(X<l)and over saturated(X>l)conditions at isolated foxed time signals.
INTERSECTION: OWN DIPMb: ROUTE 30 AT ROUTE 194
ANALYSIS PERIOD: 1999 COMBINED PM PEAK HOUR
APPROACH: EB LEFT EB TR/RT WB LT WB TR/RT
DATA INPUT:
Q=ff known capacity 587 1,353 224 608
n =number of lanes n= 1 2 1 2
S=cruising speed, MPH S= 35 35 35 35
g=effective green g= 35 27 16 11
C=cycle length C= 80 80 80 80
V=Flow rate in Tf(usually in VPH) V= 499 503 58 355
j=average space per vehicle(feet) j= 25 25 25 25
Tf=flow riod of demand V a.aa hrs. Tf= 1.00 1.00 1.00 1.00
ARY OF ANSWERS(rounded to nearest vehicle):
N=The ave. no.of vehs in the queue at the start of green. N= TOT.VEHS 8 7 1 7
Nb=The back of the queue,based on uniform flow. Nb= TOT.VEHS 8 8 1 7
Nm=The maximum back of queue,reached Nm= TOT.VEHS 11 9 1 8
after the start of green. VEH/LANE 11 4 1 4
FT/LANE 275 100 25 100
;Nc--The critical queue length or 2(Nb). Nc= TOT.VEHS 17 15 2 14
VEH/LANE 17 8 2 7
FT/LANE 425 200 50 L 176
OVERFLOW QUEUE:No
The ave.overflow queue(total veh.all lanes)can be calculated from: No-- 1.49 0.00 0.00 0.00
No=(Q*Tf/4)*(z+(z^2+12(X-Xo)/Q*Tf)^.5)for X>Xo,otherwise No=O VEHICLES VEHICLES VEHICLES VEHICLES
where:
s=saturation flow veh per second per lane 1620.00 /3600= s= 0.45 0.45 0.45 0.45
Q=capacity in veh. per hr. Q= 587 1353 224 608
q=flow rate in vps;V/Tf or V/3600 q= 0.14 0.14 0.02 0.10
QTf=throughput, i.e.the max. number of veh.discharged in period Tf QTf= 587 1353 224 608
X =V/Qtf,degree of saturation X= 0.85 0.37 0.26 0.58
z =X-1 (note this has a negative value for X<1:also zQ=q-Q) z= -0.15 -0.63 -0.74 -0.42
Xo =deg.sat below which ave.overflow queue is approx.zero and given Xo= 0.70 0.69 0.68 0.68
by:Xo=0.67+sg/600; where s=sat.flow vps,g=eff.green X Xo= 0.15 -0.32 -0.42 -0.09
QUEUE LENGTH:N
The ave.number of vehicles in the queue at the start of the green period N= 7.73 7.41 1.03 6.80
can be calculated from: N=qr+No VEHICLES VEHICLES VEHICLES VEHICLES
where:
q=arrival demand rate in vps or veh/cycle q= 0.14 0.14 0.02 0.10
r=C-G=effective red time,qr in veh C= 80 80 80 80
C=cycle time in seconds G= 35 27 16 11
r-- 45 53 64 69
BACK OF THE QUEUE:Nb
The back of the queue,in vehicles,can be calculated from Nb= 8.28 7.67 1.04 6.97
Nb=N/(1-0/v)qL) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N=the stop-line queue,in vehicles N= 7.73 7.41 1.03 6.80
qL=lane flow,in vehicles per second(total movement flow divided by qL= 0.14 0.07 0.02 0.05
the number of lanes as a first approximation)
j=average queue space per vehicle in feet j= 25 25 25 25
v=normal cruising speed in feet per second(hence j/v=time to travel v= 51.45 51.45 51.45 51.45
one vehicle space at cruisin s ed .
MAXIMUM BACK OF QUEUE:Nm
Maximum back of queue, Nm,reached after the start of green is given by: Nm= 11.17 8.77 1.07 7.64
Nm=N/(1-y) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N =qr+No N= 7.73 7.41 1.03 6.80
y =flow ratio q ave.vps/(sat.flow X no.of lanes) y= 0.31 0.16 0.04 0.11
q =arrival vps,VPH/3600 q= 0.14 0.14 0.02 0.10
r =c-g=effective red r= 45 53 64 69
No =ave.overflow queue(total veh.all lanes) No= 1.49 0.00 0.00 0.00
CRITICAL QUEUE LENGTH:Nc
Nc=2Nb Nc= 16.57 15.33 2.08 13.94
VEHICLES VEHICLES VEHICLES VEHICLES
QUEUE AND STORAGE LENGTH
'Overflow Queue:
Each formulae below can be considered to have a uniform and overflow component.Average overflow queue is the average number of vehicles
left in the queue at the beginning of the green period. Even if the the arrival rate flow rate is,on average,less than the capacity, (i.e.the degree of
saturation X<1)there are some oversaturated cycles because of random fluctuations in arrival flow rates. The following approximate expression has
been derived for predicting average overflow queues in both undersaturated(X<l)and over saturated(X>l)conditions at isolated foxed time signals.
INTERSECTION: QWND2PM:ROUTE 30 AT ROUTE 194
ANALYSIS PERIOD: 1999 COMBINED SATURDAY MID-DAY PEAK HOUR
APPROACH: NB LEFT NB TR/RT SIB LEFT SB TR/RT
DATA INPUT:
Q=if known capacity 217 960 381 1,344
n =number of lanes n= 1 2 1 2
S=cruising speed, MPH S= 35 35 35 35
g=effective green g= 24 19 35 27
C=cycle length C= 80 80 80 80
V=Flow rate in Tf(usually in VPH) V= 49 532 171 628
j=average space per vehicle(feet) j= 25 25 25 25
Tf=flow riod of demand V a.aa hrs. Tf= 1.00 1.00 1.00 1.00
ARY OF ANSWERS(rounded to nearest vehicle):
N=The ave.no.of vehs in the queue at the start of green. N= TOT.VEHS 1 9 2 9
Nb--The back of the queue,based on uniform flow. Nb= TOT.VEHS 1 9 2 10
Nm=The maximum back of queue,reached Nm= TOT.VEHS 1 11 2 11
after the start of green. VEH/LANE 1 5 2 6
FT/LANE 25 125 50 150
Nc=The critical queue length or 2(Nb). Nc= TOT.VEHS 2 19 4 19
VEH/LANE 2 9 4 10
FT/LANE 50L 225 100 250
OVERFLOW QUEUE:No
The ave.overflow queue(total veh.all lanes)can be calculated from: No= 0.00 0.00 0.00 0.00
No=(Q*Tf/4)*(z+(z"2+12(X-Xo)/Q*Tf)".5)for X>Xo,otherwise No=O VEHICLES VEHICLES VEHICLES VEHICLES
where:
s=saturation flow veh per second per lane 1620.00 /3600= s= 0.45 0.45 0.45 0.45
Q=capacity in veh. per hr. Q= 217 960 381 1344
q=flow rate in vps;V/Tf or V/3600 q= 0.01 0.15 0.05 0.17
QTf=throughput,i.e.the max. number of veh.discharged in period Tf QTf= 217 960 381 1344
X =V/Qtf,degree of saturation X= 0.23 0.55 0.45 0.47
z =X-1 (note this has a negative value for X<1:also zQ=q-Q) z= -0.77 -0.45 -0.55 -0.53
Xo =deg.sat below which ave.overflow queue is approx.zero and given Xo= 0.69 0.68 0.70 0.69
by:Xo=0.67+s 600; where s=sat.flow vps,g=eff.green X-Xo= -0.46 -0.13 -0.25 -0.22
QUEUE LENGTH: N
The ave.number of vehicles in the queue at the start of the green period N= 0.76 9.01 2.14 9.25
can be calculated from: N=qr+No VEHICLES VEHICLES VEHICLES VEHICLES
where:
q=arrival demand rate in vps or veh/cycle q= 0.01 0.15 0.05 , 0.17
r=C-G=effective red time,qr in veh C= 80 80 80 80
C=cycle time in seconds G= 24 19 35 27
r-- 56 61 45 53
BACK OF THE QUEUE: Nb
The back of the queue,in vehicles,can be calculated from Nb= 0.77 9.35 2.19 9.65
Nb=N/(1-Q/v)gL) VEHICLES VEHICLES VEHICLES VEHICLES
ere:
=the stop-line queue,in vehicles N= 0.76 9.01 2.14 9.25
qL=lane flow,in vehicles per second(total movement flow divided by qL= 0.01 0.07 0.05 0.09
the number of lanes as a first approximation)
=average queue space per vehicle in feet j= 25 25 25 25
=normal cruising speed in feet per second(hence j/v=time to travel v= 51.45 51.45 51.45 51.45
one vehicles ace at cruisin speed).
MAXIMUM BACK OF QUEUE:Nm
aximum back of queue, Nm,reached after the start of green is given by: Nm= 0.79 10.79 2.39 11.47
m=N/(1-y) VEHICLES VEHICLES VEHICLES VEHICLES
where:
=qr+No N= 0.76 9.01 2.14 9.25
=flow ratio q ave.vps/(sat.flow X no.of lanes) y= 0.03 0.16 0.11 '0.19
=arrival vps,VPH/3600 q= 0.01 0.15 0.05 0.17
r =c-g=effective red r= 56 61 45 53
o =ave.overflow queue(total veh.all lanes) No= 0.00 0.00 0.00 0.00
CRITICAL QUEUE LENGTH: Nc
c=2Nb Nc= 1.53 18.70 4.381 19.31
VEHICLES VEHICLES VEHICLES1 VEHICLES
QUEUE AND STORAGE LENGTH
Overflow Queue:
Each formulae below can be considered to have a uniform and overflow component.Average overflow queue is the average number of vehicles
left in the queue at the beginning of the green period. Even if the the arrival rate flow rate is,on average,less than the capacity, (i.e.the degree of
saturation X<1)there are some oversaturated cycles because of random fluctuations in arrival flow rates. The following approximate expression has
t been derived for predicting average overflow queues in both undersaturated(X<l)and over saturated(X>l)conditions at isolated fixed time signals.
INTERSECTION: QWND2PMb:ROUTE 30 AT ROUTE 194
ANALYSIS PERIOD: 1999 COMBINED SATURDAY MID-DAY PEAK HOUR
APPROACH: EB LEFT EB TR/RT WB LT WB TR/RT
DATA INPUT:
Q=if known capacity 558 1,300 299 562
n =number of lanes n= 1 2 1 2
S=cruising speed, MPH S= 35 35 35 35
g=effective green g= 35 27 16 11
C=cycle length C= 80 80 80 80
V=Flow rate in Tf(usually in VPH) V= 187 239 65 327
j=average space per vehicle(feet) P 25 25 25 25
Tf=flow riod of demand V a.aa hrs. Tf= 1.00 1.00 1.00 1.00
ARY OF ANSWERS(rounded to nearest vehicle):
N=The ave.no.of vehs in the queue at the start of green. N= TOT.VEHS 2 4 1 6
Nb--The back of the queue, based on uniform flow. Nb= TOT.VEHS 2 4 1 6
Nm=The maximum back of queue,reached Nm= TOT.VEHS 3 4 1 7
after the start of green. VEH/LANE 3 2 1 3
FT/LANE 75 50 25 75
Nc=The critical queue length or 2(Nb). Nc= TOT.VEHS 5 7 2 13
VEH/LANE 5 4 2L 6
FT/LANE 125 100 50 150
OVERFLOW QUEUE:No
The ave.overflow queue(total veh.all lanes)can be calculated from: No= 0.00 0.00 0.00 0.00
No=(Q*Tf/4)*(z+(z^2+12(X-Xo)/Q*Tf)^.5)for X>Xo,otherwise No=O VEHICLES VEHICLES VEHICLES VEHICLES
where:
s=saturation flow veh per second per lane 1620.00 /3600= s= 0.45 0.45 0.45 0.45
Q=capacity in veh. per hr. Q= 558 1300 299 562
q=flow rate in vps;V/Tf or V/3600 q= 0.05 0.07 0.02 0.09
QTf=throughput,i.e.the max. number of veh.discharged in period Tf QTf= 558 1300 299 562
X =V/Qtf,degree of saturation X= 0.34 0.18 0.22 0.58
z =X-1 (note this has a negative value for X<l:also zQ=q-Q) z= -0.66 -0.82 -0.78 -0.42
Xo =deg.sat below which ave.overflow queue is approx.zero and given Xo= 0.70 0.69 0.68 0.68
by:Xo=0.67+sg/600; where s=sat.flow vps,g=eff.green X-Xo= -0.36 -0.51 -0.46 -0.10
QUEUE LENGTH:N
The ave.number of vehicles in the queue at the start of the green period N= 2.34 3.52 1.16 6.27
can be calculated from: N=qr+No VEHICLES VEHICLES VEHICLES VEHICLES
where:
q=arrival demand rate in vps or veh/cycle q= 0.05 0.07 0.02 6.09
r=C-G=effective red time,qr in veh C= 80 80 80 80
C=cycle time in seconds G= 35 27 . 16 11
r= 45 53 64 69
BACK OF THE QUEUE:Nb
The back of the queue,in vehicles,can be calculated from Nb= 2.40 3.58 1.17 6.41
Nb=N/(1-0/v)qL) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N=the stop-line queue,in vehicles N= 2.34 3.52 1.16 6.27
qL=lane flow,in vehicles per second(total movement flow divided by qL= 0.05 0.03 0.02 0.05
the number of lanes as a first approximation)
j=average queue space per vehicle in feet j= 25 25 25 25
v=normal cruising speed in feet per second(hence j/v=time to travel v= 51.45 51.45 51.45 51.45
one vehicle space at cruising speed).
MAXIMUM BACK OF QUEUE:Nm
Maximum back of queue, Nm, reached after the start of green is given by: Nm= 2.64 3.80 1.20 6.97
Nm=N/(1-y) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N =qr+No N= 2.34 3.52 1.16 6.27
y =flow ratio q ave.vps/(sat.flow X no.of lanes) y= 0.12 0.07 0.04 0.10
q =arrival vps,VPH/3600 q= 0.05 0.07 0.02 0.09
r =c-g=effective red r= 45 53 64 69
;No =ave.overflow queue(total veh.all lanes) No= 0.00 0.00 0.00 0.00
CRITICAL QUEUE LENGTH:Nc
1!=2Nb Nc= 4.80 7.15 2.33 12.82
VEHICLES VEHICLES VEHICLES VEHICLES
Exhibit 19
' Queuing Analysis Worksheets
Route 30 at Town Center
South Windsor, Connecticut
QUEUE AND STORAGE LENGTH
Overflow Queue:
Each formulae below can be considered to have a uniform and overflow component.Average overflow queue is the average number of vehicles
left in the queue at the beginning of the green period. Even if the the arrival rate flow rate is,on average, less than the capacity,(i.e.the degree of
'saturation X<1)there are some oversaturated cycles because of random fluctuations in arrival flow rates. The following approximate expression has
been derived for predicting average overflow queues in both undersaturated(X<l)and over saturated(X>l)conditions at isolated fixed time signals.
INTERSECTION: QWND3PM: ROUTE 30 AT TOWN CENTER
ANALYSIS PERIOD: 1999 COMBINED S PEAK HOUR
iDAY
APPROACH: NB LEFT NB RIGHT EB TR/RT WB LEFT
DATA INPUT:
Q=if known capacity 487 435 1,236 580
n =number of lanes n= 1 1 2 1
S=cruising speed, MPH S= 35 35 35 35
g=effective green g= 20 20 25 50
C=cycle length C= 80 80 80 80
V=Flow rate in Tf(usually in VPH) V= 78 83 731 64
j=average space per vehicle(feet) j= 25 25 25 25
Tf=flow period of demand V a.aa hrs. Tf= 1.00 1.00 1.00 1.00
ARY OF ANSWERS(rounded to nearest vehicle):
N=The ave.no.of vehs in the queue at the start of green. N= TOT.VEHS 1 1 11 1
Nb=The back of the queue,based on uniform flow. Nb= TOT.VEHS 1 1 12 1
N The maximum back of queue,reached Nm TOT.VEHS 1 1 14 1
after the start of green. VEH/LANE 1 1 7 1
FT/LANE 25 25 175 25
Nc=The critical queue length or 2(Nb). Nc= TOT.VEHS 3 3 23 1
VEH/LANE 3 3 12 1
FT/LANE L 75 75 300 25
OVERFLOW QUEUE: No
The ave.overflow queue(total veh.all lanes)can be calculated from: No= 0.00 0.00 0.00 0.00
No=(Q*Tf/4)*(z+(z^2+12(X-Xo)/Q*Tf)^.5)for X>Xo,otherwise No=O VEHICLES VEHICLES VEHICLES VEHICLES
where:
s=saturation flow veh per second per lane 1620.00 /3600= s= 0.45 0.45 0.45 0.45
Q=capacity in veh. per hr. Q= 487 435 1236 580
q=flow rate in vps;V/Tf or V/3600 q= 0.02 0.02 0.20 0.02
QTf=throughput,i.e.the max.number of veh.discharged in period Tf QTf= 487 435 1236 580
X =V/Qtf,degree of saturation X= 0.16 0.19 0.59 0.11
z =X-1 (note this has a negative value for X<l:also zQ=q-Q) z= -0.84 -0.81 -0.41 -0.89
Xo =deg.sat below which ave.overflow queue is approx.zero and given Xo= 0.69 0.69 0.69 0.71
by:Xo=0.67+sg/600; where s=sat.flow vps,g=eff. reen X-Xo= -0.52 -0.49 -0.10 -0.60
QUEUE LENGTH:N
The ave.number of vehicles in the queue at the start of the green period N= 1.30 1.38 11.17 0.53
can be calculated from:N=qr+No VEHICLES VEHICLES VEHICLES VEHICLES
where:
q=arrival demand rate in vps or veh/cycle q= 0.02 0.02 0.20 0.02
r=C-G=effective red time,qr in veh C= 80 80 80 80
C=cycle time in seconds G= 20 20 25 50
r-- 60 60 55 30
BACK OF THE QUEUE: Nb
The back of the queue,in vehicles,can be calculated from Nb= 1.31 1.40 11.75 0.54
Nb=N/(1-0/, )ql-) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N=the stop-line queue,in vehicles N= 1.30 1.38 11.17 0.53
qL=lane flow,in vehicles per second(total movement flow divided by qL= 0.02 0.02 0.10 0.02
the number of lanes as a first approximation)
j=average queue space per vehicle in feet j= 25 25 25 25
v=normal cruising speed in feet per second(hence j/v=time to travel v= 51.45 51.45 51.45 51.45
one vehicle space at cruising speed).
MAXIMUM BACK OF QUEUE: Nm
Maximum back of queue, Nm, reached after the start of green is given by: Nm= 1.37 1.46 14.42 0.56
Nm=N/(1-y) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N =qr+No N= 1.30 1.38 11.17 0.53
y =flow ratio q ave.vps/(sat.flow X no.of lanes) y= 0.05 0.05 0.23 0.04
q =arrival vps,VPH/3600 q= 0.02 0.02 0.20 0.02
r =c-g=effective red r= 60 60 55 30
;No =ave.overflow queue(total veh.all lanes) No= 0.00 0.00 0.00 0.00
CRITICAL QUEUE LENGTH:Nc
Nc=2Nb Nc= 2.63 2.80 23.50 1.08
VEHICLES VEHICLES VEHICLES VEHICLES
QUEUE AND STORAGE LENGTH
Overflow Queue:
Each formulae below can be considered to have a uniform and overflow component.Average overflow queue is the average number of vehicles
left in the queue at the beginning of the green period. Even if the the arrival rate flow rate is,on average, less than the capacity, (i.e.the degree of
'saturation X<1)there are some oversaturated cycles because of random fluctuations in arrival flow rates. The following approximate expression has
been derived for predicting average overflow queues in both undersaturated(X<1)and over saturated(X>l)conditions at isolated fixed time signals.
INTERSECTION: QWND3PMb: ROUTE 30 AT TOWN CENTER
' ANALYSIS PERIOD: 1999 COMBINED Y PEAK HOUR
rr' l rl-Y
APPROACH: WB THRU
DATA INPUT:
Q=if known capacity 1,211
n =number of lanes n= 1
S=cruising speed, MPH S= 35
g=effective green g= 50
C=cycle length C= 80
V=Flow rate in Tf(usually in VPH) V= 363
j=average space per vehicle(feet) j= 25
Tf=flow riod of demand V a.aa hrs. Tf= 1.00
ARY OF ANSWERS(rounded to nearest vehicle):
N=The ave.no.of vehs in the queue at the start of green. N= TOT.VEHS 3 ERR ERR ERR
Nb=The back of the queue, based on uniform flow. Nb= TOT.VEHS 3 ERR ERR ERR
Nm=The maximum back of queue,reached Nm= TOT.VEHS 4 ERR ERR ERR
after the start of green. VEH/LANE 4 ERR ERR ERR
FT/LANE 100 ERR ERR ERR
Nc=The critical queue length or 2(Nb). Nc= TOT.VEHS 6 ERR ERR ERR
VEH/LANE 6 ERR ERR ERR
FT/LANE 150 ERR ERR ERR
OVERFLOW QUEUE:No
The ave.overflow queue(total veh.all lanes)can be calculated from: No= 0.00 ERR ERR ERR
No=(Q*Tf/4)*(z+(z^2+12(X-Xo)/Q*Tf)^.5)for X>Xo,otherwise No=O VEHICLES VEHICLES VEHICLES VEHICLES
where:
s=saturation flow veh per second per lane 1620.00 /3600= s= 0.45 0.45 0.45 0.45
Q=capacity in veh. per hr. Q= 1211 ERR 0 0
q=flow rate in vps;V/Tf or V/3600 q= 0.10 ERR ERR ERR
QTf=throughput,i.e.the max.number of veh.discharged in period Tf QTf= 1211 ERR 0 0
X =V/Qtf,degree of saturation X= 0.30 ERR ERR ERR
z =X-1 (note this has a negative value for X<l:also zQ=q-Q) z= -0.70 ERR ERR ERR
Xo =deg.sat below which ave.overflow queue is approx.zero and given Xo= 0.71 0.67 0.67 0.67
by:Xo=0.67+s 600; where s=sat.flow vps,g=eff.green X-Xo= -0.41 ERR ERR ERR
QUEUE LENGTH: N
The ave.number of vehicles in the queue at the start of the green period N= 3.03 ERR ERR ERR
can be calculated from: N=qr+No VEHICLES VEHICLES VEHICLES VEHICLES
where:
q=arrival demand rate in vps or veh/cycle q= 0.10 ERR ERR ERR
r=C-G=effective red time,qr in veh C= 80
C=cycle time in seconds G= 50
r- 30 0 0 0
BACK OF THE QUEUE:Nb
The back of the queue, in vehicles,can be calculated from Nb= 3.18 ERR ERR ERR
Nb=N/(1-G/v)qL) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N=the stop-line queue, in vehicles N= 3.03 ERR ERR ERR
qL=lane flow,in vehicles per second(total movement flow divided by qL= 0.10 ERR ERR ERR
the number of lanes as a first approximation)
j=average queue space per vehicle in feet j= 25
v=normal cruising speed in feet per second(hence j/v=time to travel v= 51.45 0.00 0.00 0.00
one vehicle space at cruising s ).
MAXIMUM BACK OF QUEUE:Nm
Maximum back of queue, Nm, reached after the start of green is given by: Nm= 3.90 ERR ERR ERR
Nm=N/(1-y) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N =qr+No N= 3.03 ERR ERR ERR
y =flow ratio q ave.vps/(sat.flow X no.of lanes) y= 0.22 ERR ERR ERR
q =amval vps,VPH/3600 q 0.10 0.00 0.00 0.00
r =c-g=effective red r= 30 0 0 0
No =ave.overflow queue(total veh.all lanes) No= 0.00 ERR ERR ERR
CRITICAL QUEUE LENGTH: Nc
Nc=2Nb Nc= 6.36 ERR ERR ERR
VEHICLES VEHICLES VEHICLES VEHICLES
QUEUE AND STORAGE LENGTH
'Overflow Queue:
Each formulae below can be considered to have a uniform and overflow component.Average overflow queue is the average number of vehicles
left in the queue at the beginning of the green period. Even if the the arrival rate flow rate is,on average, less than the capacity, (i.e.the degree of
saturation X<1)there are some oversaturated cycles because of random fluctuations in arrival flow rates. The following approximate expression has
been derived for predicting average overflow queues in both undersaturated(X<l)and over saturated(X>l)conditions at isolated fixed time signals.
INTERSECTION: QWND4PM: ROUTE 30 AT TOWN CENTER
' ANALYSIS PERIOD: 1999 COMBINED SATURDAY MID-DAY PEAK HOUR
APPROACH: NB LEFT NB RIGHT EB TR/RT WB LEFT
DATA INPUT:
Q=if known capacity 487 435 1,213 651
n =number of lanes n= 1 1 2 1 .
S=cruising speed, MPH S= 35 35 35 35
g=effective green g= 20 20 25 50
C=cycle length C= 80 80 80 80
V Flow rate in Tf(usually in VPH) V= 99 110 432 85
j=average space per vehicle(feet) j= 25 25 25 25
Tf flow riod of demand V a.aa hrs. Tf= 1.00 1.00 1.00 1.00
ARY OF ANSWERS(rounded to nearest vehicle):
N=The ave.no.of vehs in the queue at the start of green. N= TOT.VEHS 2 2 7 1
Nb=The back of the queue,based on uniform flow. Nb= TOT.VEHS 2 2 7 1
Nm=The maximum back of queue,reached Nm= TOT.VEHS 2 2 8 1
after the start of green. VEH/LANE 2 2 4 1
FT/LANE 50 50 100 25
Nc=The critical queue length or 2(Nb). Nc= TOT.VEHS 3 4 14 1
VEH/LANE 3 4 7 1
FT/LANE L 75L 100 175 25
OVERFLOW QUEUE:No
The ave.overflow queue(total veh.all lanes)can be calculated from: No= 0.00 0.00 0.00 0.00
No=(Q"Tf/4)"(z+(z^2+12(X-Xo)/Q*Tf)^.5)for X>Xo,otherwise No=0 VEHICLES VEHICLES VEHICLES VEHICLES
where:
s=saturation flow veh per second peg lane 1620.00 13600= s= 0.45 0.45 0.45 0.45
Q=capacity in veh. per hr. Q= 487 435 1213 651
q=flow rate in vps;V/Tf or V/3600 q= 0.03 0.03 0.12 0.02
QTf=throughput, i.e.the max. number of veh.discharged in period Tf QTf= 487 435 1213 651
X =V/Qtf,degree of saturation X= 0.20 0.25 0.36 0.13
z =X-1 (note this has a negative value for X<l:also zQ=q-Q) z= -0.80 -0.75 -0.64 -0.87
Xo =deg.sat below which ave.overflow queue is approx.zero and given Xo= 0.69 0.69 0.69 0.71
by:Xo=0.67+s 600; where s=sat.flow vps, =eff.green X Xo= -0.48 -0.43 -0.33 -0.58
QUEUE LENGTH: N
The ave.number of vehicles in the queue at the start of the green period N= 1.65 1.83 6.60 0.71
can be calculated from: N=qr+No VEHICLES VEHICLES VEHICLES VEHICLES
where:
q=arrival demand rate in vps or veh/cycle q= 0.03 0.03 0.12 0.02
r=C-G=effective red time,qr in veh C= 80 80 80 80
C=cycle time in seconds G= 20 20 25 50
r- 60 60 55 30
BACK OF THE QUEUE:Nb
The back of the queue, in vehicles,can be calculated from Nb= 1.67 1.86 6.80 0.72
Nb=N/(1-(i/v)qL) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N=the stop-line queue,in vehicles N= 1.65 1.83 6.60 0.71
qL=lane flow,in vehicles per second(total movement flow divided by qL= 0.03 0.03 0.06 0.02
the number of lanes as a first approximation)
=average queue space per vehicle in feet j= 25 25 25 25
v=normal cruising speed in feet per second(hence j/v=time to travel v= 51.45 51.45 51.45 51.45
one vehicle space at cruising speed).
MAXIMUM BACK OF QUEUE:Nm
Maximum back of queue, Nm, reached after the start of green is given by: Nm= 1.76 1.97 7.62 0.75
Nm=N/(1-y) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N qr+No N= 1.65 1.83 6.60 0.71
y =flow ratio q ave.vps/(sat.flow X no.of lanes) y= 0.06 0.07 0.13 0.05
q =arrival vps,VPH/3600 q= 0.03 0.03 0.12 0.02
r =c-g=effective red r= 60 60 55 30
No =ave.overflow queue(total veh.all lanes) No= 0.00 0.00 0.00 0.00
CRITICAL QUEUE LENGTH:Nc
Nc=2Nb Nc= 3.34 3.72 13.60 1.43
VEHICLES VEHICLES VEHICLES VEHICLES
QUEUE AND STORAGE LENGTH
Overflow Queue:
Each formulae below can be considered to have a uniform and overflow component.Average overflow queue is the average number of vehicles
left in the queue at the beginning of the green period. Even if the the arrival rate flow rate is,on average,less than the capacity,(i.e.the degree of
saturation X<1)there are some oversaturated cycles because of random fluctuations in arrival flow rates. The following approximate expression has
been derived for predicting average overflow queues in both undersaturated(X<l)and over saturated(X>l)conditions at isolated fixed time signals.
INTERSECTION: QWND4PMb: ROUTE 30 AT TOWN CENTER
' ANALYSIS PERIOD: 1999 COMBINED SATURDAY MID-DAY PEAK HOUR
APPROACH: WB THRU
DATA INPUT:
Q=if known capacity 1,211
n =number of lanes n= 1
S=cruising speed, MPH S= 35
g=effective green g= 50
C=cycle length C= 80
V=Flow rate in Tf(usually in VPH) V= 170
j=average space per vehicle(feet) j= 25
Tf=flow period of demand V a.aa hrs. Tf= 1.00
ARY OF ANSWERS(rounded to nearest vehicle):
N=The ave.no.of vehs in the queue at the start of green. N= TOT.VEHS 1 ERR ERR ERR
Nb=The back of the queue,based on uniform flow. Nb= TOT.VEHS 1 ERR ERR ERR
Nm=The maximum back of queue,reached Nm= TOT.VEHS 2 ERR ERR ERR
after the start of green. VEH/LANE 2 ERR ERR ERR
FT/LANE 50 ERR ERR ERR
Nc--The critical queue length or 2(Nb). Nc= TOT.VEHS 3 ERR ERR ERR
VEH/LANE 3 ERR ERR ERR
FT/LANE 75 ERR ERR ERR
OVERFLOW QUEUE:No
The ave.overflow queue(total veh.all lanes)can be calculated from: No= 0.00 ERR ERR ERR
No=(Q*Tf/4)*(z+(z^2+12(X-Xo)/Q*Tf)^.5)for X>Xo,otherwise No=O VEHICLES VEHICLES VEHICLES VEHICLES
where:
s=saturation flow veh per second per lane 1620.00 /3600= s= 0.45 0.45 0.45 0.45
Q=capacity in veh. per hr. Q= 1211 ERR 0 0
q=flow rate in vps;V/Tf or V/3600 q= 0.05 ERR ERR ERR
QTf=throughput,i.e.the max. number of veh.discharged in period Tf QTf= 1211 ERR 0 0
X =V/Qtf,degree of saturation X= 0.14 ERR ERR ERR
z =X-1 (note this has a negative value for X<1:also zQ=q-Q) z= -0.86 ERR ERR ERR
Xo =deg.sat below which ave.overflow queue is approx.zero and given Xo= 0.71 0.67 0.67 0.67
by:-Xo=0.67+sg/600; where s=sat.flow vps,g=eff.green X-Xo= -0.57 ERR ERR ERR
QUEUE LENGTH: N
The ave.number of vehicles in the queue at the start of the green period N= 1.42 ERR ERR ERR
can be calculated from: N=qr+No VEHICLES VEHICLES VEHICLES VEHICLES
where:
q=arrival demand rate in vps or veh/cycle q= 0.05 ERR ERR ERR
r=C-G=effective red time,qr in veh C= 80
C=cycle time in seconds G= 50
r= 30 0 0 0
BACK OF THE QUEUE:Nb
The back of the queue,in vehicles,can be calculated from Nb= 1.45 ERR ERR ERR
Nb=N/(1-6/v)qL) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N=the stop-line queue, in vehicles N= 1.42 ERR ERR ERR
qL=lane flow, in vehicles per second(total movement flow divided by qL= 0.05 ERR ERR ERR
the number of lanes as a first approximation)
j=average queue space per vehicle in feet j= 25
v=normal cruising speed in feet per second(hence j/v=time to travel v= 51.45 0.00 0.00 0.00
one vehicle space at cruising speed).
MAXIMUM BACK OF QUEUE:Nm
Maximum back of queue, Nm,reached after the start of green is given by: Nm= 1.58 ERR ERR ERR
Nm=N/(1-y) VEHICLES VEHICLES VEHICLES VEHICLES
where:
N =qr+No N= 1.42 ERR ERR ERR
y =flow ratio q ave.vps/(sat.flow X no.of lanes) y= 0.10 ERR ERR ERR
q =arrival vps,VPH/3600 q= 0.05 0.00 0.00 0.00
r =c-g=effective red r= 30 0 0 0
No =ave.overflow queue(total veh.all lanes) No= 0.00 ERR ERR ERR
CRITICAL QUEUE LENGTH: Nc
Nc=2Nb Nc= 2.90 ERR ERR ERR
VEHICLES VEHICLES VEHICLES VEHICLES
i
EXHIBIT 20
' SUMMARY OF ACCIDENT DATA
7/1/94-6/30/97
PROPOSED TOLLAND BANK
SOUTH WINDSOR, CONNECTICUT
SECTION 1 M.P.3.89 TO 3.90 (INTERSECTION ROUTE 30 AND CLARK STREET)
SECTION 2 M.P.4.25 TO 4.27 (ROUTE 30 AT ROUTE 194 AND BUCKLAND ROAD)
SECTION 3 M.P.3.66 TO 3.67 (ROUTE 194 AND BUCKLAND ROAD AT ROUTE 30)
9 6 15
2
1 1
' K 2 1 3
2 `,1:8 16 36
taw N aft
Oy Town 0-"e S-0-M./J-2, V&U:1,44ot
'
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074-2786
'�OSOR•co AREA CODE 860/644-2511
FAX 860/644-3781
CERTIFIED MAIL
January 20, 1999
Tolland Bank
Mr. Craig Porter, Vice President
P.O. Box 156
Tolland, CT 06084
Dear Mr. Porter:
Re: Appl #98-65P, Tolland Bank Site Plan
We are pleased to advise you that the Planning 8v Zoning Commission voted on January 12,
1999, to approve with modifications the above referenced application for a Site Plan of
Development.
This approval is for the construction of a 5,000 sq. ft. building on property located at 1655
Ellington Road, RC zone as shown on plans prepared by Design Professionals, Job No.
981150 dated November 13, 1998, as revised. This approval is subject to the following
modifications:
1. Prior to commencement of any site work, a meeting must be held with Town Staff.
2. No building permit will be issued until the final mylars have been filed in the Town
Clerk's office.
3. This application is subject to the conditions of approval of the Inland Wetlands
Agency/Conservation Commission, including a bond in the amount of$2,000.
4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section
8.1.10 of the Zoning Regulations.
5. Footing drains are required if the building has a basement.
6. Landscape bond in the amount of$2,000. is required and must be submitted prior to
filing of mylars.
7. All plans used in the field by the developer must bear the stamp and authorized
signature of the Town of South Windsor.
8. WPCA approval is required.
9. State of Connecticut DOT approval is required.
10.A waiver is granted to allow 9'x 18' parking spaces.
11.The landscaping plan must attempt to incorporate some of the Wapping Landscaping
streetscape design along the frontage.
Black and white transparent mylars of Sheet #2 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.
Very truly yours,
PLANNING 8v ZONING COMMISSION
Frank A. Castro, Chairman
FAC/dlw
cc: Town Engineer
Chief Building Official
Assessor
Superintendent of Pollution Control
Fire Marshal
Peter DeMallie, Design Professionals, Inc.
STANDARD APPROVAL MODIFICATIONS FOR SITE PLAN
PROJECT Tolland Bank Site Plan APPL. #98-65P
ENGINEER/ARCHITECT Design Professionals,Inc. PROJ. #981150
Submit mylars of sheet: 2
1. Prior to commencement of any site work, a meeting must be held with Town Staff.
2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office.
3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation
Commission, including a bond in the amount of$2,000
4. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.10 of the
Zoning Regulations.
5. Footing drains are required if the building has a basement.
6. A landscape bond in the amount of$ V 6T), is required and must be submitted prior to filing of
mylars.
7. All plans used in the field by the developer must bear the stamp and authorized signature of the
Town of South Windsor.
8. WPCA approval is required.
9. State of Connecticut DOT approval is required.
tttiv
R E C E I V ED
��QWN Sfq`�
7-0
o FEB 19 1999-zv_n O-P Sotzm ?&U14-ot
° w
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. Oe
OR-CO AREA CODE 203/644-2511 v � ey a ons
January 25, 1999
Mr. Craig Porter R
� C
Vice President V y
Tolland Bank
P. O.Box 156 MAR 1999
Tolland,CT 06084
RE: Tolland Bank SOUTH WINT% OR PLO' S
1665 Ellington Road
SOUTH WINDSOR,CT
Dear Mr.Porter:
The South Windsor Water Pollution Control Authority, at its regular meeting of January 19, 1999,gave
approval for connection to the town sewer of a commercial building at 1665 Ellington Road, as more
specifically shown on drawings entitled"Resurvey Map prepared for Tolland Bank- 1665 Ellington Road
-South Windsor,Connecticut"by Design Professionals,Inc.,South Windsor,CT,Job No. 981150,
drawings numbered 2/4(Plot Plan),3/4(Topographic Plan),and 4/4(Sediment and Erosion Control
Plan), all dated 11-13-1998 and revised 11-16-1998, and subject to the following conditions:
1. Technical approval of the Town Engineering Department.
2. Final Authority approval and acceptance of the sanitary sewerage connection will be given once
the sewer line has been installed and inspected by the Town staff,and based upon the written
verification of the Town staff that said sanitary sewer line was installed in substantial
conformance with the design plans previously approved by the Authority, and meeting all Town
regulations and appropriate technical specifications relating to sanitary sewer construction.
3. This approval letter must be superimposed on the final approval plans.
Very t ly yours,
om Hmdson,Chairman
Water Pollution Control Authority
TH:rt
cc: Matthew Galligan, Town Manager
Michael J. Gantick,Director of Public Works
Jerry Iazzetta,Town Engineer
Marcia Banach,Director of Planning
John Collins, Chief Building Inspector
Peter DeMallie, Design Professionals,Inc.
r - r
TOWN OF SOUTH WINDSOR
STAFF SITE CHANGE
FOR SITE & SUBDIVISION
GENERAL:
CHANGE ORDER CONTACT PERSON < Phone No. 2. J
Address
Site Name "3`c> 111a^, v-1 P&Z No.
Owner -T,;L L 0,,,ea Phone No
Contractor
Signature of Owner k ZJ11,11111411'el'A' Date: 3 q
Signature of Design Engr.. Date:
CHANGE: (Describe location and n to a of change. Include
three (3) copies of plan/profile of Change. )
yy,U `it. K, tis < vy- ATb tiC
Reason for Change: ``(Why is change required)
r
APPROVALS: (As Re ired '
Dir.. Of Planning Zs Date:
Town Engineer 1 Date: f I
Dir. of Public Works Date:
Other: Date:
STAFF COMMENTS:
~e - Town Engineer
\� - Director of Planning
jw - Applicant
.
K1 Z*
V EX. 8" SEWER
Gt.
kND SETBACK
'PROPOSED /<
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SIGN
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85.8
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TOWN OF SOUTH WINDSOR
STAFF SITE CHANGE
FOR SITE & SUBDIVISION
GENERAL: t1
CHANGE ORDER CONTACT PERSON Phone No. 21 I -%1 S S
Address IbS Sow-Ti�,
Site Name -ro i 0 13 #%P,(Ic- P&Z No.
Owner ,, ,jLL j.,0 Q R-K vc Phone No.
Contractor
Signature of Owner Date:
Signature of Design Engr. Date:
CHANGE: (Describe location and n to a of change. Include
three (3) copies of plan/profile of Change. )
YVLUV STo2w- w Nye2 P I i_= -c ruC2. n4l'
Reason for Change: (Why is change required)
A00kO i w-tSTL\.0 vuo(Liu A—TttAn
APPROVALS: (As 3Re4ired
Dir. Of Planning Date:
Town Engineer Date:
Dir. of Public W QP Date:
Other: Date:
STAFF COMMENTS:
r
NAAR 3 1999
-
White - Town Engineer �
r9 P` �a�� 9 `�n'pA a;o �Pt•i.
Pink - Director of Planning �, $ .•t `� +=
Yellow - Applicant
TEO EX. 8" SEWER
S.M�H. 0—up Q-ko
T.F. 82.90
INV. 73.80
REGULATED 40' T.F. 84.75
— o" 80.08
WETLAND SETBACK
70 1' IRON
PFE
S89*41'55'
D SNEI
- - - - - - - - - -4 48.60' PROPOSED i 221
SNET M FLEET- SIGN i
SIGN N f
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85.9 TORAGE CHAM S INV. 80.4
4'x4'
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86.2
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85.8 INV 81.8
A AND HQO
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LATERAL :2 L
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T.F. 85.F
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The Connecticut Water Company
93 West Main Street Counecticutl�ate�
Clinton, CT 06413
Office:860.669.8636
Fax:860.669.9326
Customer Service:800.286.5700
March 17, 1999
Ms. Michele Lite
Assistant Town Planner
Town Fall
South Windsor, CT 06074
i
Re: Tolland Bank, 1665 Ellington Road
Dear Ms. Lite:
I have received a copy of the application for a proposed office building to be
located at the above mentioned site. This site is located within the Level B Map aquifer
protection area of our Kupchunos Wellfield. Therefore we are concerned with any
activities located within this area that could impact the water quality of this future public
drinking water supply source.
I have reviewed the application and at this time have no comments on this project.
Source protection is a vital concern of The Connecticut Water Company and we
appreciate the opportunity to comment on applications that may effect our source of
supply.
Sincerely,
Cindy S. Fazendeiro
Source Protection Supervisor
cc: P. DeMallie
TOWN OF SOUTH WINDSOR
STAFF' SITE CHANGE
FO R SITE '& SUBDIVISION
GENERAL:
CHANGE ORDER CONTACT PERSON L,,.:.i. Q j ..,.t Phone No. 2 4! `1
Address-
Site Name '�011,a ,. P&Z No.
Owner "� lh� , Phone No.
Contractor
a
S�. fif of Owner Date:
Signatu "a of Design gar. Date:* *r �
CHANGE: (Describe location aind na re of 6#hnge. Include
Four (4 ) copies of
plan/profile of Change.. )
Reason for Change: (Why is change required)
APPROVALS: (As Required)
'Dir. Of Planning Dater
Town Engineer Date:
Dir. of Public Works Date:
Other:• Date:•
STAFF COMMENTS:
White - Town Engineer Yellow Applicant
Pink - Director of Planning Goldenrod - Engineering Department
e
t
SOW N Sf4
h _
m 1540 SULLIVAN AVENUE SOUTH WINDSOR, CONN. 06074
SOR•CO�
AREA CODE 860/644-2511
April 6, 1999
Mr. Craig Porter
Tolland Bank
348 Hartford Tpke.
Vernon, CT 06066
Dear Mr. Porter:
Re: Preconstruction Meeting —Appl #98-65P, Tolland Bank
IN ATTENDANCE
Michele Lipe Town of South Windsor 644-2511
Jeff Folger Town of South Windsor 644-2511
Joe Perna Town of South Windsor 644-2511
Jerry Iazzetta Town of South Windsor 644-2511
Rich Adams Design Professionals 291-8755
Scott Mountford W.J. Mountford Co. 291-9448
205 Nutmeg Rd.
Paul Hollman W.J. Mountford Co. 291-9448
Doug Moser Moser Pilon Nelson
30 Jordan Lane, Wethersfield 563-6164
Thomas Field, Sgt. Town of South Windsor 648-6211
Don Schaefer CL&P 871-3442
48 Tolland Stage Rd., Tolland
Ron Gerber Gerber Construction 875-6684
66 Dart Hill Rd., Vernon
Craig Porter Tolland Bank 875-2500
348 Hartford Tpke., Vernon
The following is a brief summary of points discussed during the meeting.
Erosion and Sedimentation Control
1. All erosion and sedimentation control measures are to be in place prior to earth moving
operations in each area and maintained/cleaned out during construction. Call Jeffrey Folger,
Zoning/Wetlands Enforcement Officer for inspection when measures are in place, prior to
commencement of site work or if any problems/concerns arise during construction.
2. All topsoil stockpile areas to be protected (ringed with haybales or equal).
3. During construction of the road/driveway a crushed stone tracking pad is to be installed and
maintained to minimize tracking of dirt/gravel on to Ellington Rd. Calcium chloride or water is
to be used for dust control as required.
Public Works
1. Three complete sets of approved/revised plans to be provided to Town prior to start of
construction. They will be stamped by the Planning Department along with plans developer
needs. Only approved plans are to be used on the job site.
2. The Public Works Department is to be notified forty-eight (48) hours prior to the start of major
construction work with inspections and testing per Developers Checklist requested for the
following:
a. After site is staked out
b. All drainage work
c. Preparation of subgrade, compaction tests as per Developer's checklist
d. Preparation of subbase, six (6) inch lifts maximum
e. Placement of bituminous concrete, two (2) inch layers maximum
3. Certification of gravel used as subbase and processed stone for base will be required from an
approved testing company.
4. Certification of all products used -- storm pipe, structures, pavement, etc., requested to be
presented to the Town Engineer prior to installation.
5. No subgrade formation/base in frozen ground/snow. Same for pipe/structure installation.
6. As built plans are to include horizontal and vertical location of all underdrains, footing drains,
and sanitary sewers and house service laterals located as per revised as-built checklist.
10. All pipe and structures to be backfilled with free draining material, compacted in maximum one
foot lifts with approved compaction equipment or approved equal if deep trench is
encountered.
11. Any problems and/or questions regarding construction of this project will be directed to
Scott Mountford in the field at phone 291-9448. ,
v
12. All filling to be done in accordance with Department of Transportation specifications. To be
compacted in maximum lifts and tested as necessary.
13. Job meetings will be held as needed, and can be called by the developer or Town.
14 Forty-eight (48) hours' notice needed for certificate of occupancy inspection.
15. Any proposed changes are to be presented to the Engineering or Planning Department prior to
implementation on change order form in quadruplicate with 4 copies of the drawing. Town will
attempt to turn around within 24 hours.
16. Normal hours of operation 7:00 a.m. — 5:00 p.m., no work on Sunday.
17. DOT permit needed for all work within state road. Copy must be given to the Engineering
Department.
18. No paving after October 15 or before April 15 without written approval from Director of Public
Works.
19. Drain layer permits required for sanitary sewers connection.
Planning Department
1. Landscaping is to be installed in accordance with the approved landscaping plan. If there are
changes required, contact the Planning Dept. Additional landscaping installed on one part of a
site will not preclude planting all of the remaining items shown on the landscaping plan.
2. Bonds required prior to start of earth work, and filing of mylars. ($2,000 E&S bond, $2,000
landscaping bond)
SNET NU
1. Contact utilities for coordination of utilities connection.
2. New pole to be placed near northeast corner of property.
Fire Marshal
1. Blasting (if required) to be coordinated with the Fire Marshal.
Police Services
1. Emergency phone numbers for the duration of the construction must be provided to Police
Services on a company letterhead. If the developer occupies or owns the building after
construction emergency numbers must be provided to Police Services.
2. All buildings located on property that abuts a public highway must be numbered and visible
from the street. All numbering shall comply with Town Ordinance 6-800 thru 6-802.
Barns, garages, and outbuildings, which are located on the same premises as a numbered
structure, are excluded.
3. Erect temporary sign on the site during construction identifying the project.
4. If an alarm is to be installed contact Police Services.
Building Department
1. Plan review with Building Official/Fire Marshal required prior to application for building permit.
Coordinate with Chief Building Official.
Ve 7truly yours,
1"6
ichele R. Lipe, AICP
Assistant Director of Planning
MRL/dlw
cc: Jerry C. Iazzetta, Town Engineer
Karl Reichle, Public Works
Mel Stead, Public Works
Minh V. Le, SNET
John R. Collins, Chief Building Official
Fred Shaw, Superintendent of Pollution Control
w
MOUNTFORD CO.
GENERAL CONTRACTOR • CONSTRUCTION MANAGER
170 Commerce Way,South Windsor,CT 08074,(060)291.9448,Fax(860)209.8862
Ucense#00900674
Memo
Toe AAichele Lype,Taws of So.Windsor,Engineering Dept
I%=0 Lee LaMothe,W.J.Mounftd Company
anon 10M7/00
Rm Tdland Bank, Ellington,Rd.,So.Windsor,Ct
COrrfuming our telephone o0nversation of this morning, the landscaping and site bonds for the above
noted pry are Doming up for renewal. Since this project has been completed,we do not believe that
these bonds need to be rerwoed. Please provide us vvdi a letter stating that the required inspections
have taken place and that;the bonds are released.
Please contact ow dk a should you haw any questions.
Thank you
d
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f
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TOO DNI (Mod,LAll101t t Y Z999 69Z 099 YVd Z6:60 MU 00/LT/OT
RUSSELL
O DAWSON
ARCHITECTURE
O E N G I N E E R I N G 330 ROBERTS STREET (EXIT 58,1-84)EAST HARTFORD,CONNECTICUT 06108-3654 PHONE(860)289-1100 FAX(860)289-3272
Mr.Walter Mealy Chairman
Planning&Zoning Commission
Town Of South Windsor 1
1540 Sullivan Avenue
South Windsor,CT 06074
Re:Parking Waver for eighteen(18)cars
Tolland Bank
1665 Ellington Road
South Windsor,CT 06074
File No.00163
Dear Mr.Mealy:
On behalf of Tolland Bank and Dr. Freedman, pediatrician, who wishes to occupy portion of existing
building owned by Tolland bank, I am writing this letter to request waver for a total of eighteen (18)
parking spaces. Existing South Windsor zoning requires that we provide a total of fifty(50) car spaces and
there are only thirty-two (32) existing parking spaces available. Enclosed also please find copy of original
zoning data block Exhibit A, and new computation for parking requirement for existing and proposed use
for existing building Exhibit B.
Original zoning data indicates that financial institute i.e. Tolland Bank required total of fifteen (15) cars
spaces and remainder of retail space required a total of sixteen(16)cars spaces,making a total of thirty-one
required parking spaces. Existing zoning regulations calls for four(4) cars per treatment room plus one car
per employee or one car for every 200 sf. of gross floor area, whichever is greater. According to our new
parking computations (EXHIBIT-B) total of fifty (50) car parking spaces are required to satisfy existing
zoning requirement. As stated before existing site provides total of thirty-two (32) parking spaces, and
additional eighteen(18)parking spaces will be required to meet present zoning regulation.
We have had numerous conversation with Craig Porter of Tolland Bank, who feels that total of nine (9)
parking spaces are all that is required to properly function Tolland Bank. We also had conversation with
other facilities providing Medical and Dental services,and they indicated to us that requirement for two(2)
parking spaces for each treatment room is adequate to provide medical service. Dr. Freedman is a
pediatrician and feels strongly that two(2)cars per treatment room are adequate to serve patients.
Since existing site can not provide any additional parking over and above thirty-two(32)spaces and we are
required to provide total of fifty (50) parking spaces to meet present zoning requirement, we request a
waver for total of eighteen(18)parking spaces. Tolland Bank is vigorously working with adjacent property
owners in creating interconnecting walkways to ease parking situation. Should you require any additional
information please do not hesitate to contact our office.
Very T ly Yours,
RUSS LL AND DAWSO
Sudhakar Nagardeolekar, I.A.
Architect
SVN/SVN
Enclosure
File: 00163
DAN LYMAN RUSSELL,ARCHITECT• ROBERT M.DAWSON,III,PROFESSIONAL ENGINEER SUDHAKAR V.NAGARDEOLEKAR,ARCHITECT
_ S
.1• •? i,
olft
ZONE: RESTRICTED!'COMMERCIAL (RC)
USE: FINANCIAL INSTITUTION/RETAIL/OFFICES _ M
X
ITEMREOUMCD/AUDWEn (Re) PROVIDED
Lot Area
30,000 s ft. mtn
Lot Wtdih . Q" , 43,331 sq. ft.
�
150 ff.' min. 148,6, fI
Lot Depth 150 ff. min. •290.4 ft.
Loi Coverage 25X max. .
Impervious Coverage 6OX max. :.59.8X
Building Hefghi 45 it. max 2 f ft.
Building Stories 3 max. 1
Fran# Yard. � 65 1f. min: 7912 ft.
Side bard 10 ff, min. 11.3 ft.
Rear Yard - 25 ff. min. 138.5 ft.
Parking Spaces 31 spaces** 32 spaces
* Existing Non—Conforming Frontage.
Parking Requirements:
Financial Institution; 1 per 250 sq. ft. + I per employee, 1,846/250 = 7.38 + 7 employee-
Retail: 1 per 200 sq. ft. 3 146
q sq,• tt./200 sq. ft. = 15.73 fa spaces t I•o . 15.73 + 14.38 = 31 Required
m.0i dN
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2m GIB
m��lJ
Zc Qt-1
Exhibit 5
Exhibit 5
1-761 SF / 250 = 5 spaces
Bank '7 Employees = '7 Spaces
6 Exam Rooms CP 4 = 24 Spaces
Dr Freeman 1550 SF / 200 = '7 Spaces
Bank Retail Dr Freeman
Remaining Retail 555 SF / 200 = 4 Spaces
Ir = 50 Spaces
Total number of spaces provided: 52
Request waiver for IS parking spaces
Dr Freedman's Off ice RUSSELL
South Windsor, CT Parking Computations &DAWSON
November 15, 2000
File No. 00.165 ARCHITECTURE
&ENGINEERING
�40"M "44
r TOU"'ft 01e S'0;U& ?40&U&Ot
0
s G 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074
a•c AREA CODE 860 / 644-2511
November 6, 2000
Tolland Bank
Mr. Craig Porter, Vice President
P.O. Box 156
Tolland, CT 06084
Dear Mr. Porter:
Re: Appl #98-65P, Tolland Bank
This is to advise you that the Planning and Zoning Commission voted on October 24, 2000, to release
the landscaping bond for the above-referenced project in the amount of$2,000.
Advance arrangements should be made to pick up the bond to ensure that the necessary contact
person(s) will be available. If you have any further questions contact the Planning Department at
644-2511, ext. 252. Thank you.
Sincerely,
Walter J. Mealy, Chairman
Planning and Zoning Commission
WJM/dlf
cc: Town Engineer
Lee LaMothe, W.J. Mountford Co.
170 Commerce Way
South Windsor, CT 06074
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STAFF SITE CHANGE
FOR SITE & SUBDIVISION
GENERAL:
CHANGE ORDER CONTACT PERSON F4bKt Cftlim Phone No. 291-9448
Address 245 .B
Site Name Tblbrd Pik PlSAa P&Z No
Owner d040 d SW* Phone No.
Contractor
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Signature%of Owner r Date: 8 l`
Signature of Design Engr: Date: 4
CHANGE: (Describe location and t e 15f change. Include
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Aslomft plantin s ftm aids of builliinq to fmt of buildLng.
Reason for Change: (Why is change required)
PsloastJon of plenums will inns &LIM eAw"LU el. Phsminp wars not to
APPROVALS: (As Re i e
Dir. Of Planning Date:
Town Engineer Date: ~
Dir. of Public W r sE "1 Date:
Other: Date:
STAFF COMMENTS:
White - Town Engineer Yellow - Applicant
. Pink Director of Planning Goldenrod- Engineering Department
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TOWN OF SOUTH WINDSOR �
STAFF SITE CHANGE
FOR SITE & SUBDIVISION A=
GENERAL: pp
CHANGE ORDER CONTACT PERSON Phone
Address i�oa.A Scw�1� 1t)t�u,bs0� �T
Site Name ToOeL h i d",l P&Z No. 99 -(oS?
Owner 7'o�ka, Phone No.
Contractor
Signature of Owner r Date: _
Signature of Design gr. Date:
CHANGE: (Describe location and na ur of c ange. Include
Four (4 ) copies of plan/profile of Change. )
E L.L1 v.�ruo-
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APPROVALS: (As Require ) , `
Dir. Of Planning Date: f�9�
Town Engineer '� d�s Date: -
Dir. of Public Works Date:
Other: Date:
STAFF COMMENTS:
White - Town Engineer Yellow - Applicant
Pink - Director of Planning Goldenrod - Engineering Department