HomeMy WebLinkAbout22 Wheeler Road (6)r TOW` OF SOUTH WINDSOR , CONNECTI UT
c" PLANNING AND ZONING COMMISSION
G APPLICATION FORM p
Sot•C a
Application No. :
Da-re Received : I '' ,5'$ OCT 1 1a88
Action/Public Hearing by: 1 / JA
Rec ipt No. :
ri SDiAIi vVindsor
j" Gi'1• ./ Planning & Zoning Commission
APPLICANT• Melvin Simon Associates, Inc.
DDRESS:Merchants Plaza, P.O. Box 7033 TELEPHONE: 317-263-7168
Indianapolis, Indiana 46207
OWNER OF RECORD ON LAND RECORDS:Downea`st Associates Limited Partnership -
Merchants Plaza, P.O. Box 7033
ADDRESS:jadianapg],j5,Indiana 46207
COMPLETE LOCATION OF PROPERTY: Corner of. Smith St-.,Wheeler Road, Buckland Road
and P1 eagant Valley Road ZONE: DC
NAME, ADDRESS , & TELEPHONE NUMBER OF PERSON TO WHOM INQUIRIES SHOULD BE
DIRECTED:
Thomas Maskey, Melvin Simon Associates (address above)
or Barbara C. Wagner, Esq. TELEPHONE: 548-2635
THIS APPLICATION IS FOR: (Check one of the foll6wing)
1 . Zone Change to Public Hearing required) .
2. Subdivision.
3. Open Space Subdivision (Public Hearing required) .
4. Resubdivision (Public Hearing required) .
5. Special Exception to Article Public Hearing Required) .
6. Site Plan of Development.
7. Earth Filling [Section 10] and/or Earth Removal {Section 91
Public Hearing Required) .
X _ 8. General Plan of Development.
9. Regulation Amendment : Zoning Subdivision
10. Other (explain in detail.) :
CONSULT PLANNING DEPARTMENT FOR FEE SCHEDULE. THIS APPLICATION MUST BE
SIGNED BY THE APPLICANT AND OWNER OF THE PROPERTY AND SUBMITTED IN
TRIPLICAT WITH ALL MAPS AND DOCUMENTS REQUI D ON ATTACHED CHECKLIST.
7;:7 77
Applicant BY: Ban agner, Its ca n e r -BY: Barbara C Wagner, Its Attorney
Attorney
Portions of the property owned by George A. Gilbert and Bernard G. Martin are under
contract and to tie conveyea in me near future
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Page 1
SECTION I
INTRODUCTION
A. PROJECT DESCRIPTION AND LOCATION (Figure No. 1)
A mixed-use development to be known as The Plaza at Buckland
Hills is proposed to be constructed on a parcel of land located
in the Towns of South Windsor and Manchester, Connecticut. As
shown on Figure No. 1, the site is situated in the northwest
corner of the intersection of Pleasant Valley Road and Buckland
Street west of the proposed Buckland Hills Mall . The site has
approximately 3, 800 feet of frontage along Pleasant Valley Road
and approximately 500 feet of frontage along Buckland Street.
Access to the development would be provided by driveway
connections to both of these roadways. The site, when
completed, would consist of 455, 000 s.f. of retail space and
400, 000 s.f. of Flex-Tech space. The project is expected to be
completed by 1990 the Design Year used for analysis purposes in
this study.
B. SCOPE OF STUDY
This study has been prepared to analyze the traffic impact of
The Plaza at Buckland Hills and to make recommendations for
F
Page 2
roadwayoadwa improvements which may be required to mitigate the
traffic impact of the project.
In the course of this study, traffic volumes on the roadways
surroundingoundin the site were established and projected to the
Design Year 1990. In addition , estimates of the new traffic
that would be generated by the proposed development were made
and added to the 1990 External Traffic volumes. The resulting
combined traffic volumes were then analyzed to determine future
operatingeratin conditions and any roadway improvements that may be
required.
Throughout this study traffic volumes are discussed in the
following terms :
1, 1990 External Traffic volumes
The existing traffic volumes on the roadways in the
vicinity of the site projected to the Design Year 1990
taking into account normal regional traffic growth and
the traffic generated by other proposed developments in
the area.
2. Site Generated Traffic
The anticipated traffic volumes entering and exiting
the proposed development.
3. Diverted Traffic
An intermediate stop made by a portion of the 1990
Page 3
External Traffic Volumes which is seen as a component
of the Site Generated Traffic Volumes . Such vehicles •`
would exist on the external roadway network even if the
development were not built .
4. New Traffic
The Site Generated Traffic Volumes minus the diverted
traffic volumes represent the New Traffic that would be
added to the adjoining roadway network. -
5. Combined Traffic Volumes
The total of the External Traffic Volumes and the New
Traffic generated by the proposed development .
C. EXISTING ROADWAY NETWORK.
As shown on Figure No. 1, the site is generally bounded by Smith
Street to the north, Pleasant Valley Road to the south, Wheeler
Street to the west and Buckland Street to the east . As
mentioned previously, direct access to the site would be
provided by driveways located on Buckland Street and Pleasant
Valley Road. Regional access to the site will be provided via
Interstate Route 84 and its ramps to Pleasant Valley Road and
Buckland Street .
The following is a brief description of these and other roadways
in the vicinity of the site:
Page 4
1. Interstate Route 84 is a limited access, major ,
east/west, facility. The roadway extends from the
Connecticut/New York State line near Danbury,
Connecticut, across the State, to the
Connecticut/Massachusetts State line near Mashapaug.
In the vicinity of the site, the roadway is presently
under reconstruction and work is expected to be
completed by the year 1990. When finished, the roadway
will provide three travel lanes in each direction and
an additional High Occupancy Vehicle (HOV) lane in each
direction. Access to the HOV lanes would be provided
to and from the west at Buckland Street. Ramps to and
from eastbound I-84 are also provided to Buckland
Street while westbound 1-84 on and off ramps are
provided to Pleasant Valley Road.
2. Buckland Street is a local north/south roadway that
originates to the north in South Windsor at the Wapping
Five Corners intersection (CT. Routes 30, 194 and 74)
and extends south into Manchester to its intersection
with Tolland Turnpike. As part of the I-84
reconstruction project, Buckland Street has been
widened between Smith Street and Tolland Turnpike. The
widening in this area generally provides two through
lanes in each direction and separate turning lanes at
key intersections. Signalization is provided at major
intersections. A commuter parking lot has been
Page 5
contructed in conjunction with the I-84 reconstruction
project in the south/west corner of the intersection of
Buckland Street and Pleasant Valley Road. Additional
improvements are planned for this intersection in
conjunction with the proposed Buckland Hills Mall being
developed by Homart Development Company. A new roadway
designated "North Access Road" would be constructed
opposite Pleasant Valley Road and extend between
Buckland Road and Slater Street. This proposed access
road would provide two inbound lanes and four outbound
lanes at Buckland Street in a form of a double left
turn lane, one through lane and a through/right turn
lane. The northbound approach of Buckland Street would
be provided a double left turn lane, two through lanes
and a separate right turn lane. The southbound
approach of Buckland Street at this intersection would
be provided a separate left turn lane, an exclusive
through lane and a through/right turn lane. The
Pleasant Valley approach to the intersection would be
widened to provide three lanes, a left turn lane, a
through lane and a separate right turn lane.
3. Pleasant Valley Road in the vicinity of the site,
Pleasant Valley Road provides two through lanes in each
direction between Buckland Street and the eastern J.C.
Penney driveway.West of this driveway, the roadway
tapers to an existing two lane section.
Page 6
4. Tolland Turnpike is an east/west local roadway that
extends from North Main Street to Connecticut Route
30. Recently, Tolland Turnpike was widened east of the
J.C. Penney driveway in conjunction with the I-84
reconstruction project. Additional widening between
Chapel Road and the J.C. Penney entrance will take
place along Tolland Turnpike in conjunction with the
Interstate 291 construction project.
D. PEAK HOURS
Based upon a review of the projected traffic volumes in the
vicinity of the site and typical traffic generating
characteristics of the proposed development, the following peak
hours were determined to be critical with respect to the traffic
analysis :
The Peak PM Highway Hour (Weekday Afternoon Rush Hour)
The Peak Saturday Hour (Shopper Hour)
E. EXISTING AND PROJECTED EXTERNAL TRAFFIC VOLUMES
Information was collected -regarding existing traffic volumes at
key intersections in the vicinity of the site. The counts
contained in the Traffic Impact Report prepared for the Homart
Development at Buckland Hills prepared by Fuss and O'Neill , Inc.
dated July 16, 1987 were utilized in this report. These counts
Page 7
as well as traffic count data obtained from the Connecticut
Department of Transportation and traffic count information
contained in other studies prepared for the area formed the
basis of the 1990 External Traffic Volumes in the vicinity of
the site. These volumes project a to per year growth factor as
well as the traffic generated by several other developments in
the vicinity of the site. These developments include:
o Homart Development at Buckland Hills which entails :
1, 161, 000 s.f. retail
Three restaurants (625 seats)
200 room hotel
80, 000 s.f. office
o Lakewood Condominiums
o Brentwood Condominiums
o J.C. Penney Retail Outlet Conversion
o Heartland Shopping Center
o Economy Electric Distribution Center
o Red Roof Inn
It should be noted that in Fuss and O 'Neill ' s report for the
Homart Development the trip generation rates used to forecast
anticipated peak hour retail trips on Saturday were
approximately 20o higher than generation rates recently
published by the Institute of Transportation Engineers (ITE) .
ITE recommends a combined rate of 3. 62 during the Saturday Peak
Hour , for 1, 161, 000 s.f. of retail , however , a combined rate
Page 8
4. 35 was used. The rates used by Fuss and O'Neill during the
Peak PM Highway Hour were approximately the same as those
recommended by ITE. For ease of review, the 1990 Combined
Traffic Volumes prepared by Fuss and O'Neill in their July 16,
1987 report were used to represent the 1990 External Traffic
Volumes and where provided have been reprinted on Figure Nos. 2
and 3 which are located in Appendix "A" of this study.
Page 9
SECTION II
SITE GENERATED TRAFFIC
A. TRIP GENERATION RATES
The site generated traffic volumes or the estimated number of
vehicular trips entering and exiting during the peak hours are
normally expressed in terms of vehicle trips per 1, 000 s.f. of
Gross Leasable Area (GLA) for retail development or Gross Floor
Area for office and industrial development.
In this study the hourly trip generation rates utilized in the
earlier Homart Study were updated to reflect the rates published
by the Institute of Transportation Engineers (ITE) in their
information report entitled "Trip Generation" , 4th Edition,
September , 1987. In addition, due to the close proximity of The
Plaza at Buckland Hills to the proposed mixed-use project by
Homart, the trip generation rates for the additional retail
development reflect a generation rate equivalent to the average
ITE rate of the two developments.
The methodology utilized in the previous Homart Study recognized
that not all trips to the proposed shopping center would be new
trips.This concept, generally termed "diverted traffic" takes
into account that portion of vehicular trips that would have
been seen on the roadway network even if the development were
Page 10
not built. These are trips that are diverted to the retail
development which were previously passing by the site. The Fuss
and O 'Neill study for Homart Development took into account a 30%
shopper credit and a 10% credit for internal trip making. While
the latest information published by ITE confirms a 30% shopper
credit for this size of development, this study conservatively
assumes a 20% shopper credit and no credit for internal trip
making within The Plaza at Buckland Hills.
The trip generation rates for the Flex-Tech (office/light
industrial) space are based upon the average rates published by
ITE for office and light industrial uses. The trip generation
rates utilized and the anticipated amount of new traffic
generated by each development are shown on Table No. 1 in
Appendix "B" of this report.
B. ARRIVAL/DEPARTURE DISTRIBUTION
The origins of shopper patrons were based upon a market study
prepared for the retail development, while the origins of
Flex-Tech traffic were based upon the arrival/departure
distribution patterns prepared for the Homart Development as
contained in the Fuss and O'Neill Study.Utilizing these
origins the arrival/departure distribution of site traffic was
assigned to the various roadway segments in the area, Figure
Nos. 4A and 4B in Appendix "A" show the retail assignment and
Figures Nos. 5A and 5B show the Flex-Tech assignment.
Page 11
C. 1990 COMBINED TRAFFIC VOLUMES
The "new traffic" generated by the Plaza at Buckland Hills was
added to the 1990 External Traffic Volumes on each roadway
segment resulting in the 1990 Combined Traffic Volumes. These
volumes which were utilized in the capacity analysis are shown
on Figure Nos. 6 and 7 in Appendix "A" of this report.
Page 12
SECTION III
TRAFFIC ANALYSIS
A. DESCRIPTION OF ANALYSIS
In order to determine future operating conditions and what
improvements if any would be needed to serve future traffic
volumes it was necessary to perform capacity analysis. The
following is a brief description of the analysis method utilized
in this report.
1. Signalized Intersection Capacity Analysis
The capacity analysis for signalized intersections were
performed in accordance with the procedures prescribed
in the 1985 Highway Capacity Manual published by the
Transportation Research Board. The terminology used in
identifying traffic flow conditions is Levels of
Service, with a Level of Service "A" representing the
best condition and a Level of Service "F" representing
the worst condition. A Level of Service "C" is
generally used as the design standard while a Level of
Service "D" is acceptable during peak periods. A Level
of Service "E" represents an operation at or near
capacity. In order to identify an intersections Level
of Service the average amount of vehicular delay is
computed for each approach to the intersection.
Page 13
2. Unsignalized Capacity Analysis
The unsignalized intersection capacity analysis method
utilized in this report is also performed in accordance
with procedures described in the 1985 Highway Capacity
Manual . The procedure is based upon the utilization of
gaps in the major traffic stream and it computes a
Level of Service based upon the reserve capacity of
each key movement at the intersection. On roadways
such as those in the vicinity of the site, it can
normally be expected that the uncontrolled major
traffic stream will exhibit favorable operating
conditions, while side street traffic may experience
some delays during peak periods when turning left or
crossing the major traffic stream.
Additional information concerning Levels of Service at
signalized and unsignalized intersections can be found in
Appendix "D" of this report.
Capacity analysis was conducted for several key locations in the
vicinity of the site. These locations are listed below:
1. Route 30 & Pleasant Valley Road
2. Pleasant Valley Rd. & I-84 WB Ramps/Drwy No. 2
3. Pleasant Valley Rd. & Driveway No. 3
Page 14
4. Wapping Five Corners
5. Buckland St. & Pleasant Valley Rd.
6. Buckland St. & S. Access Rd.
7. Buckland St. & I-84 HOV ramps
8. Buckland St. & I-84 EB ramps
9. Buckland St. & Tolland Tpke .
10. Pleasant Valley Rd. & Long Hill Road
11. Pleasant Valley Rd. & Clark St.
12. Buckland St. & Deming St.
13. Buckland St. & Driveway No. 1
14. Pleasant Valley Rd. & J. C. Penney' s (East)
15. Pleasant Valley Rd. & Croft Dr .
16. Pleasant Valley Rd. & Wheeler St.
17. Pleasant Valley Rd. & Driveway No. 4
Since several improvements are expected to be in place prior to
the Design Year 1990, they have been included in the analysis
presented in this report. These improvements which are outlined
in the Fuss and O'Neill Study include:
1. Completion of the I-84 interchange at Buckland Street.
2. The Hale Road extension from Deming Street to Slater
Street in the vicinity of the proposed "North Access
Road" of the Homart development.
3. The improvements outlined in STC Certificate No. 603
for the Buckland Hills project and improvements
outlined in the study prepared for the Town of
Manchester by Purcell Associates. These are listed in
Page 15
Appendix "E" of this report. (Reprinted from the Fuss &
O'Neill study)
4. The intersection improvements being undertaken in
conjunction with the Buckland Hills mall expansion.
5. The additional improvements recommended in this study
in conjunction with the development of The Plaza at
Buckland Hills.
B. RESULTS OF ANALYSIS
Capacity analyses were conducted for key intersections utilizing
the 1990 External Traffic Volumes.Analysis was conducted
assuming the improvements listed in Nos. 1 through 4 above were
implemented. Results of the capacity analysis conducted
utilizing the 1990 External Traffic Volumes are shown on Table
No. 2 in Appendix "B" of this report.
A review of the levels of service obtained at each of the key
intersections indicates that acceptable operating conditions
would be provided at each location except the Wapping Five
Corners intersection. This intersection can be expected to
operate over capacity during the Peak PM Highway Hour due to
continued traffic growth in the area . As indicated in the Fuss
and O 'Neill Traffic Study, right-of-way restraints and the
location of historically significant properties restrict
potential capacity improvements to the intersection .
Page 16
Capacity analyses were conducted at each of the key locations
utilizing the 1990 Combined Traffic Volumes for each of the peak
hours. The analyses were conducted assuming the implementation
of the improvements mentioned previously and the roadway
improvements and access design listed below and shown on Figure
No. 8 in Appendix "A" .
1. Construct Driveway No. 1 on Buckland Street near the
northern site property line to provide a right turn
entering and a right turn exiting movement only. The
right turn exiting movement should be placed under stop
sign control .
2. Construct Driveway No. 2 opposite the I-84 westbound
on/off ramps at Pleasant Valley Road to provide two
entering lanes and three exiting lanes in the form of a
separate left turn lane, a through lane and a separate
right turn lane . Additional improvements required at
this intersection include the construction of separate
left and right turn lanes on the eastbound approach of
Pleasant Valley Road and construction of a separate
right turn lane on the westbound approach of Pleasant
Valley Road for vehicles entering the site. The
existing traffic signal at the intersection should be
modified in accordance with the revised geometric
layout of the intersection .
3. Construct Driveway No. 3 on Pleasant Valley Road
opposite the westernmost J. C. Penney driveway. The
Page 17
driveway should provide one entering lane and two
exiting lanes in the form of a separate left turn lane
and a through/right turn lane. In addition to
construction of the driveway several other
improvements should be undertaken at the intersection.
These improvements include a flattening of the
horizontal curve along Pleasant Valley Road in the
vicinity of the driveway, and a widening of Pleasant
Valley Road to provide two lanes on both the eastbound
and westbound approaches of the intersection. In
addition, an actuated traffic signal should be
installed at this intersection.
4. Construct Driveway No. 4 on Pleasant Valley Road west
of Driveway No. 3 to provide additional right turn
ingress and egress to the Flex-Tech development.
5. Construct a separate right turn lane on the southbound
approach of Buckland Street at Pleasant Valley
Road/North Access Road. In addition, the traffic
signal at the intersection should be modified to
accommodate the revised geometric layout of the
intersection.
6. Interconnect the existing and proposed traffic signals
at Driveway Nos. 2 and 3 and at the Buckland
Street/Pleasant Valley Road intersection.
Page 18
Results of the capacity analysis conducted at each of the key
locations assuming the implementation of the improvements
recommended above, in addition to the improvements mentioned
previously indicated that acceptable operating conditions would
be provided at each of the key locations analyzed except the
Wapping Corners intersection . This intersection will operate
over capacity during the Peak PM Highway Hour with or without
the proposed development and as mentioned previously,
improvements at the intersection do not appear feasible due to
right-of-way restrictions and the historical significance of the
properties abutting the intersection. A complete summary of the
Levels of Service obtained at each of the key locations is shown
on Table No. 2 in Appendix "B" of this report.
C. SUMMARY AND CONCLUSIONS
Based upon the analysis contained in this study safe and
efficient operating conditions would be provided during the peak
hours on the adjoining roadway network assuming the improvements
outlined in this study are implemented.
Respectfully submitted,
JOHN COLLINS ENGINEERS, P.C.
John T. Collins, Ph.D. ,P.E.
Peter J. Mackiewicz
Project Engineer
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APPENDIX "A•"
FIGURES
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10HN COLLINS ENGINEERS PROJECT N0. 269 DATE' MAY, 1988 FIGURE N0.1
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OHN COLLINS ENGINEERS DATE: MAY, 1988 FIGURE NO.2
HORNWOOD, NEW YORK PROJECT N0. 269
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THORNWOOD, NEW YORK PROJECT NO. 269 DATE: MAY, 1988 FIGURE NO. 4A
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Ip/o ELlING70N Rp, Io4
0 1%
O<,c
QS, PQ•k- P
G, 2-
f/l
1#0
O
Ro
5% l J 8%
Y
mr
Rsl4l cyq'OF DEMING ST. y
f ?
g/ 0 10 8
ISq.
SMITH ST. OFM'G Q
R
20/0
I I% SITE I J' GSSS R0 to
HALE RO•89%
CROFT OR. / I BUCKLANO
i HILLS H
T4% ; I ALL J
BURNHAM ST SITE
BURNHAM ST. a?Qea
C30% \ INTERstATE
Q 1 i.C.PENNET CO. Q
Jtj 1 O
i2%
r
TURNo1KE 0 8%
TOL,
o:
H
0 W 2
4 4 /p
5%{ NOTE:LINE DIAGRAM NOT TO SCALE z
DEPARTURE DISTRIBUTION
PROPOSED SHOPPING CENTER
FLEX-TECH
MAN CHESTER /SOUTH WINDSOR, CT.
JOHN COLLINS ENGINEERS PROJECT N0. 269 DATE: MAY, 1988 FIGURE NO.5B
THORNWOOD, NEW YORK
SULLIVAN AVE. ROUTE 194
ARMCTA ^ 1A
b ~
p
s 5
J Avcty
P8
tiC'
5 Nam`~ S
P S ~ aNN
f *26
ELLINGTON N 12084RD.
2b 20
on 5 q ' 1 T'
2
91
T
1 n ao 9NtiZy 4N
104
4'v
N r N PH crp O
G/
ce`
o s 7
L Q Q`f U1
r10 110
pc
R
Prh 121
i'259Y =54 Ir
c tof
ST4TF y4°
E`4 q
DEMING ST. to
29i Rp rvN
33*/
0(// SMITH ST. DF,y HC Q
N
sT
h rr SITE l Ess RO. h
HALE RO•
41 t .
CROFT OR 3'2 94-Z 111 SUCKLAND W
nINSERT A"
mtt L214 NA L
HILLS F
BURNHAM ST. BURNHAM sT If r= r 469 SITE I
79(
n L4 SERsjatE e4 c P
4110
qZ-v ^*t°xMAILa
DRIVEWAY 0 Ji.C.PENNET CO. X
2
EMI-e4 W.B. r 75 46 SEE INSERT°A"
II OEM O
to
i o InHoy
RAM
14 `371 t
z
RAMPS 54/, 9l
1 — 726—. J It MA IN St'
NO SURNp1KE 4 o MW1.04 E.&
TOLt ANO N;;;MO-W
14 W
glg t z
NOTE:LINE DIAGRAM NOT TO SCALE c
229'"i 1990-COMBINED TRAFFIC VOLUMES
PROPOSED SHOPPING CENTER PEAK PM HIGHWAY HOUR
MANCHESTER/SOUTH WINDSOR, CT.
JOHN COLLINS ENGINEERS FIGURE NO.6
THORNWOOD, NEW YORK PROJECT N0. 269 DATE MAY, 1988
SULLIVAN AVE. ROUTE 194
A MATA N IlkS.C. / 1%
k' h NML`Z¢EILfNGTON RD. Ifl 1lo 8srtoAsoV7d
r,
a 6G ,ZL S•(. yIA t
v N _ P
f4
CFr N GCE' yQ
If im
i a f34 C 10 tr
fRST4rF cygAe
DEMING29i ST. y
j0 3 sAve(,r Pyt SMITH ST. oe4li
aCNt 6i za sT
ti tir SITE 1 Ess RD.r..r
HALE R0.
CROFT OR.rr rr n3r, Z EUCKLAND cc
I N SERT A I j%t344 1` NK_LS
BuRNHAM ST. euRNNAM Sr S r t 81 MALL J
In LSts
1'i
95 Ifo 't INTE1
SITE
84RStATE
I MALL Q N0 H
ORNEwmr
m 1.C.PENNEY CO. V
f
vN .• I•84 W.S. rrei t
SEE INSERT"A"
Nov
I 1 3 t0v- aRAMPS
6 z
13 S 55
P1 r N'44 IN SS.1•s•E.0. tUaNXE 3/4 ^ aopTOLI•AND 4 NmM
l6 Qh N
a507-4 o NOTE.LINE DIAGRAM NOT TO SCALE
WN
PROPOSED S+IOPPING CENTER 1990 COMBINED TRAFFIC VOLUMES
MANCHESTER/ SOUTH WINDSOR, CT.PEAK SATURDAY HOUR
JOHN COLLINS ENGINEERS
THORNWOOD, NEW YORK PROJECT NO. 269 GATE: MAY, 196B FIGURE NO.7
SULLIVAN AVE. ROUTE 194
APMATA IpS.C.
o QOJ
m
2 CONSTRUCT DRIVEWAY NO.I TO PROVIDE
FOR RIGHT TURNS ENTERING AND EXITING
4 ELLINGTON RO.
s=O FLATTEN THE HORIZONTAL
ALIGNMENT OF PLEASANT VALLEY CONSTRUCT DRIVEWAY NO.2 TO CONSTRUCT A SEPARATE RIGHT TURN
ROAD IN THE VICINITY OF PROVIDE TWO ENTERING LANES LANE ON THE STREET AND APPROACH
DRIVEWAY NO.3 St, AND THREE EXITING LANES.OF AFFIC SIGNAL
D STREET AND MODIFY THE
A
TRAFFIC SIGNAL AT THE INTERSECTION.
P+ yam'
CONSTRUCT A SEPARATE
Vq RIGHT TURN LANE ON F
CONSTRUCT DRIVEWAY THE WESTBOUND APPROACH. y'c
q0 NO.3 TO PROVIDE ONE i pO
ENTERING LANE AND TWO a
EXITING LANES x
RStgt ygAF<DEMING ST. h
SMITH ST. 041y/tiC
510 p S
G
SS RD. H.
4„
SITE Eeels:•__ P G
HALE RO•
CONSTRUCT DRIVEWAY N0.4 TO
PROVIDE FOR RIGHT TURNS CROP 13„
ENTERING AND EXITING 1 2 ' eueKLLSHILLSN w
MALL 1Q
BURNHAM ST. eURNNAM 3TiT\SITE y
1 P
a S IHTeasTAZE e4 tJ
H
WIDEN PLEASANT VALLEY ROAD a
JrP TO PROVIDE AN ADDITIONAL LANE. J.C.PENNET CO. k
ON EACH APPROACH O
s
N
INSTALL
THE INTERSECTION ALATN ZO
PNO o
z
N'MA IN S.T.
TURµPIKE
To,LpNO
CONSTRUCT A SEPARATE LEFT eu MODIFY THE TRAFFIC SIGNAL
AT THE INTERSECTION
TURN LANE AND RIGHT TURN LANE F
ON THE EASTBOUND APPROACH H rn
3 z
W2 NOTE:LINE DIAGRAM NOT TO SCALE
PROPOSED SHOPPING CENTER CONCEPTUAL HIGHWAY IMPROVEMENTS
MANCHESTER/SOUTH WINDSOR, CT.
JOHN COLLINS ENGINEERS FIGURE NO.8
THORNWOOD, NEW YORK PROJECT N0. 269 DATE MAY, 1988
APPENDIX "B"
TABLES
JOB NO. 269
MAY, 1988
TABLE NO. 1
HOURLY TRIP GENERATION RATES
AND ANTICIPATED TRAFFIC VOLUMES
ENTERING EXITING
PEAK PM HIGHWAY HOUR
NEW NEW
PLAZA AT BUC KLAND HILLS HTGR VOL TRAFFIC HTGR VOL TRAFFIC
455 , 000 S .F. RETAIL 1. 44 655 524 1. 66 755 604
400 , 000 S.F. FLEX-TECH 23 90 90 1. 01 405 405
TOTAL 614) 1009)
HOMART DEVELOPMENT
1, 161, 000 S .F. RETAIL 1. 27 1474 1032 1. 50 1742 1219
625 SEATS - RESTAURANT 32 200 200 18 113 113
200 ROOM HOTEL 36 72 72 37 74 74
80, 000 S .F. OFFICE 40 32 32 2. 42 194 194
1336 1600
10% INTERPLAY CREDIT 134 160
TOTAL 1202) 1440)
PEAK SATURDAY HOUR
PLAZA AT BUCKLAND HILLS
455, 000 S.F. RETAIL 2. 20 1001 801 2. 20 1001 801
400, 000 S .F. FLEX-TECH 23 90 90 23 90 90
TOTAL 891) 891)
HOMART DEVELOPMENT
1, 161, 000 S.F. RETAIL 1. 81 2105 1473 1. 81 2105 1473
625 SEATS - RESTAURANT 28 175 175 46 288 288
200 ROOM HOTEL 34 68 68 33 66 66
80, 000 S.F. OFFICE 24 19 19 24 19 19
1735 1846
10% INTERPLAY CREDIT 174 185
TOTAL 14 81)15 81)
WITH SHOPPER CREDIT APPLIED
614) NEW TRAFFIC ASSIGNED TO ROADWAY NETWORK
TABLE NO.2
LEVEL OF SERVICE SUMMARY
THE PLAZA AT BUCKLAND HILLS
MANCHESTER / SOUTH WINDSOR, CONNECTICUT
1990 P.M. 1990 SATURDAY
SIGNALIZED INTERSECTION EXTERNAL COMBINED EXTERNAL COMBINED
ROUTE 30 & PL. VALLEY RD. B C B R
PL.VALLEY RD. & I-84 WB RAMPS/DRWY No.2. C D C C
PLEASANT VALLEY RD.& DRIVEWAY No.3 N/A C N/A B
NAPPING FIVE CORNERS F F D D
BUCKLAND ST. & PL. VALLEY RD. D D C D
BUCKLAND ST, & S. ACCESS RD. B B C C
BUCKLAND ST. & I-84 HOV RAMPS B B A B
BUCKLAND ST. & I-84 EB RAMPS B C B C
BUCKLAND ST. & TOLLAND TPKE C D C C
UNSIGNALIZED INTERSECTION
PL. VALLEY RD. & LONG HILL RD.C D C C
PL. VALLEY RD. & CLARK ST. D D C C
BUCKLAND ST. & DEMING ST. E E E E
BUCKLAND ST.& DRIVEWAY No.l N/A C N/A B
PLEASANT VALLEY RD.& J.C. PENNEY'S (EAST) E E D E
PLEASANT VALLEY RD.& CROFT DR.D D C C
PLEASANT VALLEY RD.& WHEELER ST. D D C C
PLEASANT VALLEY RD & DRIVEWAY No.4 N/A A N/A A
r
APPENDIX
CAPACITY ANALYSIS
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. ROUTE PLEASANT VALLEY RD
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/225/88
TIME. . . . . . . . . .PEAK PM NO-FAD
COMMENT. . . . . . . 199(--) PROJECTED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB NE4 SEA : EB WB NB SB
LT 21 27 7= 185 : LT 12.0 LTR 15.0 LTR 177.0 LTR 1. .0
TH 662 191 152. ?(-y7 : TR 14.0 10.Cy 13.0 12.0
RT 114 90 9 8 : 12.0 12.0 15.0 12.0
RR 0 12.0 12.0 12.0 12.0
12.0 1 •s;1?.(; l ,ci
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
Y/N Nm Nb Y/N min T
EB C;.C;C; 4.00 N 0 0 0.90 50 N 9,
WB t .c';C; 4.00 N C; C;0.90 50 N 9.:'
NB C).C;C; 4.00 N C) C;0.90 50 IN
S B C;,C)C; 4.c;i;N C) C;0.90 50 N
SIGNAL_ SETTINGS CYCLE LENGTH =
PH_.1 F'H-2 PH-3 PH-4 PH-1 F'H-22 F'H-PH-4
EE' LT x NB LT x
TH x TH x
RT x RT x
PD PD
WEB LT x SN LT x
TH TH x
FT x RT x
PD PD
GREEN 5.0 C;.C;0.c)0.0 GREEN 45.(-)C;,C; 0.C;
YELLOW 5,(--)C).C;C).C;0.C;YELLOW 5.0 0.i C;,C;C).0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB LTR C;.680 0..400 15.2 C 15.4 C
WEB LTR ij.6 49 C;„4C;C; 1.5.8 C 1:=.6 D
I%qB LTR ci.46•' 0. 511 9. 5 B S.6 F=4
LTR 0.797 0. 511 15. 5 C 15.9 C
INTERSECTION: Delay = 13.6 (sec/veh) V/C = (-).746 L.0 S = 1:3
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .ROUTE ..0 /PLEASANT VALLEY RD
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/22/88
TIME. . . . . . . . . .PEAK PM BUILD
COMMENT. . . . . . .1990 COMBINED TRAFFIC VOLUMES C; Q
VOLUMES GEOMETRY
ED WB NB SB : EEC WB NB SEA
LT 21 27 88 185 : LT 12.0 LTR 15.0 LTR 13.0 LTR 13.0
TH 662 191 202 T 7 : TR 14.0 10.0 13.0 12.0
RT 124 90 2 8_ 8 : 12.0 12.0 15.0 12.0
RR i) 0 0 ti : 12.0 12.0 12.0 12.0
12.0 12.0 12. i)
a 12.0 12.0 12 0 12.0
ADJUSTMENT FACTORS
GRADE HV ADJ Pk%G BUSES PHF PEDS PED. BUT. ARR. TYPE
i.) Y/N Nm Nb Y/N min T
EB 0.00 4.00 N i 0 0.90 50 N 9.
WB C).()c) 4.o(-)N 0 0.90i 50 N 9.3.
NB 0.(--)o 4.Of-)N 0 0 0.90 50 N
SB ci.c;ci 4.00 N t) 0 0.90 50 N 13.0
SIGNAL SETTINGS CYCLE LENGTH = 9(--). )
PH-1 PH-2 PH--' PH-4 PH-1 F'H-2 PH-= PH-4
ED LT X NB LT X
TH X TH X
RT X RT X
PD PD
WB LT X SEJ LT X
TH X. TH X
RT X RT X
PD PD
GREEN 0.0 Q,i}0.0 GREEN 48.0 o.ci 0.0 i). )
YELLOW 5.0 0.0 o 0.0 YELLOW 5.0 0.i=t C).C)c-;,o
LEVEL OF SERVICE
r
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
E LTR f_i,%9C? l_f,36/ 17.8 C
i
17.5 CEq
LTR 72*7
NrK LTR C). 548 54:a 9._i B 9 a? B
SB LTRR 544 15.4 C 15.4 C
INTERSECTION: Delay = 1-6. i (s-Pc/veh? V/C = 0.796 LOS =- C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
zwTERsECT%ON. 'PLEAQANT VALLF-Y RD/I--84 WB RAMPS
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/25/88
TIME. . . . . . . . . .PEAK PM NO-BD
COMMENT. . . . . . . 1990 PROJECTED TRAFFIC VOLUMES
VOLUMEG GEOMETRY
EB WB NB SB : EB WB NB SB
LT 0 853 122 0 : T 12.0 L 12.0 L 12.0 12.0
TH 701 373 0 0 : TR 14.0 L 12.0 R 14.0 12.0
RT 177 0 110 0 : 14.0 T 14.0 15.0 12.0
RR 0 0 0 0 : 12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
ADJUSTMENT FACTORS
GRADE HV A DJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE-
V.) Y/N Nm Nb Y/N min T
EB 0.00 4.00 N 0 0 0.87 50 N 8.8 4
WB 0.00 4.00 N 0 0 0.87 50 N 8.8 4
NB 0.00 4.00 N 0 0 0.87 50 N 18.3 3
SB 0.00 4.00 N 0 0 0.87 50 N 18.3 3
SIGNAL SETTINGS CYCLE LENGTH
PH PH-2 PH-3 PH-4 PH PH-2 PH-3 PH-4
EB LT NB LT X
TH X TH
RT X RT X
PD PD
WB LT X SB LT
TH X X TH
RT RT
PD PD
GREEN 31 .0 29.0 0.0 0.0 GREEN 15.0 0.0 0.0 0.0
YELLOW 5.0 5.0 0.0 0.0 YELLOW 5.0 0.0 0.0 0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB TR 0.902 0.333 22.4 C 22.6 C
WB L 0.892 0.356 27.3 D 21 .2 C
T 0.310 0.733
NB L 0.471 0. 178 26. 1 D 23.2 C
R 0. 148 0. 533 6 .9 B
INTERSECTION: Delay = 21 ' 1 (sec/veh) V/C = 0.809 LOG = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. ,PLEASANT VALLEY RD/I-84 WB RAMPS/DRWY 2
AREA TYPE. . . . .OTHER
ANALYST. . . . , , .RR
DATE. . . . . . . . . .6/L2/88
TIME. . . . . . . . . .PEAK PM BUILD
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES 61-7. ZC`) 9D
VOLUMES GEOMETRY
EB WEB NB SB : EB WB NB SEA
LT 10 796 1~7 174 L i .C) L L 1A: ) L 12.0
TH 84. 469 104 178 : T 12.0 L 12.0 TR 14.0 T 12.0
RT 416 214 1(--)5 37 : T 14.0 T 14.0 114,2.0 R 142.(--)
RR 0 iy i) 0 : R 12.() R 12.0 12.0 12.0
12.0 1-2.0 12.0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
7.) Y/N Nm Nb Y/N min T
EB C.c_)i) 4,C)C;N 0 t)C).S 7 5(-- N le.o 4
WB 0,00 4.00 N C) C;i>,87 50 N iC#.i=) 4
NEB 0.00 4.00 i) C)0=87 50 N 24. 5
SB 0..00 4.00 N C) 0 0.87 50 N 24. 5
SIGNAL SETTINGS CYCLE LENGTH = c?0.0
PH-1 PH-- PH--3' PH--4 PH-1 PH-2 PH-' PH-4
EB LT x NB LT x, x
TH x TH x
RT x RT x
PD PD
WD LT x. x SB LT x x
TH x x TH x
RT x x RT x
PD PD
GREEN 7. 5 14.0 24.t0 C).C)GREEN 6.0 13. 5 0.0 0.0
S,C C)YELLOW 5.0 0.0 0.0YELLOW5.C 5,i C
LEVE.L OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
ED L C),C)73 C)94 28.? D 8 D
T I .C)t,-)7 C). 78 7. 5 D
WB L 0.969 0.306 9.3 D 4.8 C
T C-). 5 3 4 ().4 8 9 8.2 D
R 2gi) 0. 567 4.8 A
NB L 0.049 ci.28 1.7.8 r 19. 1 D
TR i_).8 5 4 i_). 161 36. 5 D
SB L i.i:')64 C).LE33, 17.9 r 4 C:
T C). -1Ci 0. 161 8. 1 D
R 0. 11.1 t),2156 16.6 C
INTERSECTION: Delay --= 28.- (sec/ve h) V/C = ).832 LOS = D
1935 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .F'LE:ASANT VALLEY RD/F'ROF'OSED DRIVEWAY
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/2e2/88
TIME. . . . . . . . . .PEAK PM EAUILD n
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EEi WEB NEB SLR EEC WB NEB SLR
LT 92 58 30 414 : L 1^.i) LT 1.t=) L 1.) L 1.i)
TH 634 400 97 157 : TR 12.0 TR 12.0 TR 1'2).0 TR 112.0
RT iC 117 72 60 : 12.0 12.0 12.0 12.0
C) 0 - 1In.c 1.i)l.0 12.0
RR 0 0,
1 ,i_) 12.0 12.0 12.0
r
ADJUSTMENT FACTORS
GRADE HV ADJ PPG BUSES F'HF- F'EDS F'ED. BUT. ARR. TYPE
M Y/N Nm Nb Y/N min T
5N4.E i:),t)t) i; 0t),9C 50N 14. 5
E 4
Wg 0.(:) ) 4.00 N i) i;C).9c) 50 N 14. L1
T
NB 0.00 4.00 N C) i;C).90 50 id 14.5
C) C)C).90 50 N 14. 5
S I GNAL SETTINGS CYCLE LENGTH = 90-i)
F'H-1 F'H-F,H_? PH-4PH-1 PH-2 PH-3- F'H-4
Ei- LT X ND LT X
TH X TH X
R
RT x
T X
F'D F D
LT XWEB SB LT X X
TH K TH X X
RT X X
RT X
F'D F'D
GREEN 40.0 0.i)i),i;0.(--)GREEN 10.0 25.0 0.0 C).
C).0 YELLOW 5.0 5.0 0.0 t_),0
YELLOW 5.0 0.0 0.0
C
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS AF'F'. DELAY AF'F'.CLOS
ED L 0.-?8 D 70.456 12. 1 22.
TR 0..916 0.456 4. 1 L
1^0.456 1 B 12. 1 B
W Et L TR 0.7 2.
NEB L i). 11£3 0.289 1.7.y C 17.0 C
TR 0.7.94 t:).^89 1 6.8 C
SLR L 0._,9_- C .456 1 .8 B 11 .9 Et
TR L
INTERSECTION: Delay 1 6. 1 i sec:'veh 1 V.'C = 0.655 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
T 4k,X* x. X k F IT-I Y*:
INTERSECTION. .ROUTE 30/RT 194/RT 74/BUCKLAND ST I VE CofIV6- >
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .5/25/88
TIME. . . . . . . . . .PEAK PM NO-BD
COMMENT. . 1990 PROJECTED TRAFFIC VOLUMES ZC
VOLUMES GEOMETRY
EB WB NB SB : EB 14D NEB SLR (\A SB P
LT 329 20 59 241 : L 10.0 LT 10.0 L 10.0 L 11.0 LTR 13.(
TH 519 202 421 487 : TR 12.0 R 1 . T 10.0 TR 12.0 12.(
RT 81 236 328 9 : 12.0 14.0 R 10.0 12.0 12.('
RR 0 0 0 0 . 12.0 1f- -12.0 12.0 1-
12.0 12.0 12.0 12.0 12.
12.0 1?.Cy 12.0 12.0 12.E
ADJUSTMENT FACTORS
GRADE HV ADJ PING BUSES PHF PEDS FED. BUT. ARR. TYPE
M M Y/N Nm Nb Y/N min T
EB 0.00 4.0(--) N 0 C)0.97 5(-) N 16.0 3
WB 0.00 4.00 N 0 0 -0.97 50 N 16.0 3
NB 0.00 4.00 N 0 0 0.97 50 N 1--.8 3
SLR 0.000 4_00 N 0 0 0.97 50 N 131.8 3
7-----------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 120.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-37 PH-4
EB LT X X NB LT X X
TH X TH X
RT X RT X
PD PD
WB LT X X SB LT X X
TH X TH X
RT X RT X
PD PD
GREEN 6.0 35.5 0.0 0.0 GREEN 6.0 30.5 17.0 0.0
YELLOW 5.0 5.0 0.0 0.0 YELLOW 5.0 5.0 5.0 0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.070 0.396 17.1 C 82.2 F
TR 1.177 0.304 117.9 F
WB LT 0.520 0.304 23.1 C 18.0 C
R 0.435 0.363 19.0 C
NB L 0.070 0.354 19:5 C 43.3 E
T 1.008 0.262 58.8 E
R 0.756 0.3.21 27.8 D
SE{ (WPS> L 0.067 0.354 19.5 C 66.5 F
TR 1.107 0.262 89.3 F
SEA (C-D> LTR 1.079 0.150 95.7 F 93. F
INTERSECTION: Delay = 47.5 (sec/veh) V/C = 1.042 LOS = E
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION-ROUTE 30/RT 194/RT 74/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/22/88
TIME. . . . . . . . . .PEAK PM BUILD
COMMENT. . . . . . .1990 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB NB SB : EB WB NB SB(W2-) SB&I
LT 3,29 20 75 241 : L 10.0 LT 10.0 L 10.0 L 11.0 LTR 13.0
TH 519 202 468 515 : TR 12.0 R 13.0 T 10.0 TR 12.0 12.0
RT 91 236 3.5 3 9 : 12.0 14.0 R 10.0 12.0.12.0
RR 0 C) C) 0 : 12.0 12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0 121.o
12.0 12.0 1.2.0 12.0 12.0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
Y/N Nm Nb Y/N min T
EB 0.00 4.00 N 0 0 0.97 50 N 16.0
WB 0.00 4.00 N 0 0 0.97 50 N 16.0 3
NB 0.00 4.00 N 0 0 0.97 50 N 13N.8 3
SB 0.00 4.00 N 0 0 0.97 50 N 1:.8 3
SIGNAL SETTINGS CYCLE LENGTH = 120.0
PH-1 PH-2 PH-3• PH-4 PH-1 PH-2 PH-37 PH-4
E9 LT X X NB LT X X
TH X TH X
RT X RT X
PD PD
WB LT X X SB LT X X
TH X TH X
RT X RT X
PD PD
GREEN 6.0 35.5 0.0 0.0 GREEN 6.0 30.5 17.0 0.0
YELLOW 5.0 5.0 0.0 0.0 YELLOW 5.0 5.0 5.0 0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
ELF L 0.070 0.396 17.1 C 90.4 F
TR 1.199 0.304 129.9 F
WB LT 0.521 0.304 23.1 C 21.0 C
R 0.435 0.363 19.0 C
NB L 0.070 0.354 19.5 C 63.7 F
T 1. 120 ).262 95.8 F
R 0.8171 4).321 30.6 D
SB Cw3) L 0.067 •).354 19. 5 C 86.6 F
TR 1. 170 ').262 117.5 F=
SEA LTt: l 146 0. 150 123.3 r -- 120.0
INTER,;ECT I UN "------De 1 ay _-71.:3 (sec/ve h) C),980 LOS = F
1985 HCM: SIGNAL 1 Z ED INTERSECTIONS
SUMMARY REPORT
F:**1*
1************ *14k
INTERSECTION. .PLEASANT VALLEY RD/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/72t"/88
TIME. . . . . . . . . .PEAK PM NO-BD
COMMENT. . . . . . . 199c; PROJECTED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB MEN SB : EB WB NB SB
LT 129 264 h59 154 : L 14.0 L 1':.i_ L 14.0 L 14.0
TH 142 391 8(_)486 : T 12.0 L_11 .0 L i'2.C) T 1.
RT 578 85 4Cy9 1 : R 14.0 T 11 .0 T 1 .. .C TR i^.
RR 0 i) ij 12.0 TR 1:3.0 T 1 .i}
1 .t7 12.0 R 14.C;
iIx'2.0 1 .ty 1.ii
ADJUSTMENT FACTORS
GRADE H=F-UJ PF::G T+_1SES r`'HF t'EDS F'Er, PA IT. r"-RR_ TYF-E
EB t),i;t; 4=00 N i; C)C).C?.-:*, C;N 1. . ._ a
WB 0.00 4.cic;N ii c c .9': 5(
NB i;iy 4,t;i_)N 0.93 5( 24 .4 4
SIGNAL_ SETTINGS CYCLE LENGTH = it=)0.
PH-1 PH---.2) PH--PH-4 PH 1. PH-.7' PIA-7_- PH-,a
EB LT X ND LT
TH TH
RT X RT a
PD PD
WB LT X X SEA LT x
TH X. x TH x
RT x: X RT x
PD PD
GREEN 10.0 8.ci 10. ij,C;GREEN 14.0 8.0 ',?t.i;C).
YELLOW 5.0 5. ;5.0 0.0YELLOW 5.0 5. ;5.i_;0,C;
LEVEL OF SERVICE
LANE GFtF'. le-'C G/C DELAYLOS APP. DELHY APP. LOS
EB L i.7 l i;, 1 1 i; 9,8 j:;7 r, r
T 0.7L7 c). 11c 4 D
WB 7,8' i;. 24.7 C 6 C
NB L i_l.7,9C) i;, 5 8 r:
t;.7 6 t_;.T 4 - 1.7.
R Cj.47= C). 8i_; 9 Ill
SEA L i;,.ti16 i_; 1ci; 3.2? D D
INTERSECTION: Delay V/C LOS = D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .PLEASANT VALLEY RD/BUCk:LAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/^L/88
TIME. . . . . . . . . .PEAK PM BUILD
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES p,CJ
VOLUMES GEOMETRY
EEC WB NE`S& : EEC WEB NEB SD
LT 221 259 86^ 151 L 14.0 L 131.0 L 14.0 L 14.(-)
TH 200 43 0 80t 545 T 1 ld2.0 L 11 .0 L 122,i 1"12.0
RT 739 82 -=88 128 R 14.0 T 11 .0 T i .cy T 1.C)
RR c_y 0 0 0 : 1 0 TR 13.0 T 1,0 R 14.c
12.0 R 14.()
1.1".0 14,; tj
ADJUSTMENT FACTORS
GRADE HV A DJ PkG BUSES PHF PEDS PELF. BUT. ARR. TYPE
Y if"N Nm Nh Y/N min T
ED f.ci i 4.0 y N 0 j.9 50N1 . 4
WEB 0.00 4.00 N 0 0 0.931 50 N i ,
NEB 0.00 4.00 N r) 0 0.q.? 50 N 24.4 4
SB 0.oc_) 4.00 N C) 0 0.931 50 N 24.4
S I GNAL SETTINGS CYCLE LENGTH
PH-1 PH-2 PH F'H--4 PH-1 PH-'12, PH PH-4
EEC LT x NEB LT x x
TH x TH x x
RT x RT x x
PD PD
WEB LT x SEA LT x
TH x TH x
RT x RT x
PD PD
GREEN 16.0 17.(C-)C).r)0..0 GREEN 11 . 5 1=:.0 17. 5 c) c_i
YELLOW 5.0 5.0 i).t;0.C)YELLOW 5.0 5.(-)5.0 0.C)
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EEC L 0.7gO 0. 170 3S. 5 D 36.T D
T 0.677 c,). 18C- 4 C
R 1 .i 21 0.485 9.^ D
W8 L ci. 0 if. 17(--) 9.6 D 5.9 D
TR fi.(?:'::; i. 1BO 3,9. 1 D
NFL L ci.q54 0.3.o5 9.3 D 24. 1 C
T 0.701 0..365 15. 5 C
R 0.486 0.535 7. 1 Ec
SEA L 0.724 0. 1'25 39.4 D 5.9 L
T 9 43 0. 185 739.7 D
R 0.242) 0.._,55 1.4.7 D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION-SOUTH ACCESS DRIVE/DUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE . . . . `•/ 25/88
TIME. . . . . . . . . .PEAK PM NO-BD
COMMENT. . . . . . . 1990 PROJECTED TRAFFIC VOLUMES 6 J y
VOLUMES GEOMETRY
ELF WB NEB S9 : EEC WB ND SEA
LT 6 0 60 : L 12.0 L 11 .0 T 14.iy L 14.0
TH iy 0 1201 1434 : T 12.0 L 11.0 T 1.?.0 T 12.0
RT ty 446 340 ty : R 1 4.0 R 1 :.0 R 14.0 T 14.0
a L i...t)
1.
liir t 14.0 i1..l1
a 121.0 12.4f 1.c_.1 2 0
ADJUSTMENT FACTORS
GRADE HV ADJ F'-:.'G BUSES r=HF PEDS PED. BUT. ARR. TYPE
M Y/N Nm Nn Y/N min T
EEc i;.i;c; 4.i;;N t; c;N
WB i;c; 4.00 N 0 i7 i ,9. 50 N 9
NB 0.00 4. N i;i_;.9 C N 11 4
Se C-).0 0 4.0()N i) C;0.9Y 50 N 11 . 5 4
S I GNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH-PH F'H-,'a- F'H-1 F'H-PH-3 F'H-4
ED LT ND LT
TH TH x
RT RT X
PD PD.
WEB LT X SB LT x
TH TH X
RT X RT
PD F'D
GREEN 20.0 0.0 0.t;i;,i;GREEN 14.0 41 .i;0.0 0.i;
YELLOW 5.0 o.i;0.i; YELLOW 5.0 5.()C).i;0.i;
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
WB L 0. 1T T? if.7 C 19. 1 C
R 047:6 ).4c:0 1.8.8 C
ND T C).gi;c_; 0.467 1;_'.4
Sig L 16 iJ. 167 24.7 C 5.6 D
T i;.657 c_;.678 4.9 A
INTERSECTION: Del-ay =- 9.6 (__ec:/veh) V/C - ;.e_:i; LIDS D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .SOUTH ACCESS DRIVE/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/22/88
TIME. . . . . . . . . .PEAK PM BUILD
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB NEB SB EB WB NB SB
LT 0 83 C)57 : L 1.X_`.i-) L i i .0 T 14.0 L 14.0
TH 0 C) 1.399 1651 : T 1;'.i L 11 .0 T 1 '.0 T 1^<t)
RT 4 728 i=) R 14.0 R 1 0 R 14.0 T 1 4.(-)
RR 0 0 0 0 1^.i_i 1. ,ci 12.0 1'n.i:)
l X- i .i)14.C) l X.-
12.(-
ADJUSTMENT FACTORS
GRADE HV A D J PK:G BUSES PHF PEDS PED. BUT. ARR. TYPE
0. X; Y/N Nm tab Y/N min T
EB 0..00 4.00 N i) i_;0.93 D0 N 22.9
WB 0.00 4.00 N i; t)0.9 50 N 22.9 3.
NB 0.00 4.00 N t) i_)c_).9 5i)N 11 .5 4
SB 0.00 4.00 N i) ci t).9- 11 . 5 4
SIGNAL SETTINGS CYCLE LENGTH = 90.i)
PH-1 PH-2 PH-? PH-4 PH-1 PH-2 PH-3 PH-4
EB LT NFL LT
TH TH X
RT RT X
PD PD
WB LT X SB LT X
TH TH x X
RT X RT
PD PD
GREEN 20.0 ci.t)0.C)c_),i)GREEN 14.0 41 .(_)o.i)G.i)
YELLOW 5.0 C).0 i).C)i)a ci YELLOW D.ci 5.0 0.0 c_)
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. L0
R 0.754 0.4C)C) 13. 1
NB T c).9?1 (--).467 19.0 r_. 16.0 r
SB L 0.2 )5 0. 1_6 7 24.6 C 6. 5 P.
T 757 0.67.9 5.9 B
INTERSECTION: Delay = 1 .2L (sec/veh) V/C = C-).894 LOS = D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. . I-84 HOV RAMPS/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/22-5/88
TIME. . . . . . . . . .PEAK PM NO-9D
COMMENT. . . . . . .199(--) PROJECTED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB NB SB : EB WB NB SB
LT 79 0 21 0 : L 1.0 L 1i . ) L 1?.(-) _r 14.0
TH i) 0 1125 1428 : R 14.0 L 11 .0 T 14.0 TR 14.0
RT 9 0 3-40 9=_ : 14.0 R 13..C) T I'X2 14.Q
RR i) 0 c_) i) : 12.0 13.0 R 14.0 12.0
122.0 1L C)17 .C-) 12.0
ADJUSTMENT FACTORS
GRADE HV A D J Pk::G BUSES PHF PEDS PED. BUT. ARR. TYPE
7.) 7.) Y/1\1 Nm Nb Y/N min T
71
EB t).cii) 4.C-)(--)N i) i;0.9-121 5C;N 9
NEB i),i)t; 4•C;i)N i; C;t).92 1 N 11 . 5
SB i).00 4, ;il N C) C)o.9,21, 5(--)N 11 . 5 4
SIGNAL SETTINGS CYCLE LENGTH = 9(-). )
PH-1 PH-2 PH-? F='H--4 Fr'H-1 PH-2 PH PH-4
ELF LT x NB LT x
TH TH x x
RT x RT x x
PD PLC
WB LT SEA LT
TH TH x
RT RT x
PD PD
GREEN 15.0 0.0 0.0 GREEN 1 T.0 47.0 0.0 i).C)
YELLOW 5.0 0.0 0.i;o YELLOW 5.0 5.0 0.0 i).C)
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 88 0. 178 4. 5 X-.= C
18
Y ti ERc ,i) 0.._,_ 1._ . _
ND L 0. 156 24.7 C A
r
T c).48 i).7.= 4
SB TR 87) 0. 5== 1'-':.4 4 B
INTER SECTION: Delay = 8.= (secs/ve h) LO1-:3 = B
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. . I-84 HOV RAMPS/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/22/88
TIME. . . . . . . . . .PEAK: PM BUILD
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES P _
VOLUMES GEOMETRY
ELF WD NB SEA : EEC WB NB SS
LT 106 i)21 0 : L 12.0 L 11 .t) L 1 .0 T 14.0
TH 0 i) 1295 1645 : R 14.0 L 11 .0 T 14.0 TR 14.0
RT 9 L) 3-118 90 : 14.0 R 1:3.0 T 1-.0 14.0
R11 0 i) 0 0 12.0 13.0 R 14.0 12.(-)
12.()12.0 14.0 1tf(--)
11.21.0 12.0 12.(-) c)
ADJUSTMENT FACTORS
GRADE HV ADJ PK:G BUSES PHF PEDS PED. BUT. ARR. TYPE
Y/N Nm Nb Y/N inin T
E8 0.00 4.00 N c_) 0 0.92 5i)N 9
WD 0.00 4.0()N 0 0 0.91, 50 N 2.9
NB 0.0i 4.0()N 0 0 0.92 50 N 11 . 5 4
SEA 0.00 4.00 N i) C) 9 50S N 11.. 5 4
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH- PH-PH-4 PH-1 PH-PH---, PH-4
ELF LT X NB LT x
TH TH X X
RT X RT X k
PD PD
WEB LT SD LT
TH TH X
RT RT
PD PD
GREEN 15.0 0.(--)0.0 0.0 GREEN 1.71.0 47.()i._)0.0
YELLOW 5.0 t),i)0.0 0.0 YELLOW 5.0 5.0 0.0 0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY AF'F'. LOS
EEC L C).•=87 (--). 178 25.T D 4.T C
R i),c)1H i). _ _ _ 13.0 Ej
ND L C).088 0. 156 24.7 c A
T 0. 555 C).7 = 7 A
R 0.244 c).(:?11 0,-2-, A
SD TR 3-3.991 ci. 5 2'-.r- F.,
I NTERSE-.CT I ON: Delay sec/ve h) V/C f.-.Os = 8
1985 HCM: SIGNALIZED I NTERSECT I Ot,1S
SUMMARY REPORT
INTERSECTION- I-S4 EB RAMPS/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/i5/88
TIME. . . . . . . . . .PEAK PM 1\10-END
COMMENT.' . .19C)9PROJECTEDTRAFFTRAFFIC- _--
v
VOLUME- GEOMETRY
ELF WB NB SB ED WB NB SD
LT 676 0 C) 269 : L 14.0 L 11 T 12.C) L 14.0
TH 0 0 809 11.68 : L 12.0 L 11 .0 T 12,.() L 1 .0-
RT 'en-?9 i_) 564 0 R 14.0 R 17.0 R 14.0 T 1-.n
RR i; C) 0 C) 1 t; 14.0 T 14.0
i i1ist 1) i l) t},t„1i i t)
1a 2.) 1r_'. w t_) i.} 1i.Ct
ADJUSTMENT FACTORS
GRADE H Y)ADJ P KG, BUSES PHF PEDS PED. BUT. ARR. TYPE
Y/N Nm Nb Y 1,[A min T
ED i),0i; 4.c_;C)H C) o 0.91 cii 1`4 2_4 8
WB 0.00 4.0f)N C) c;)ci,91 50 N 224.8
Al-
41SDi04.0;V Al
SIGNAL SETTINGS CYCLE LENGTH = 90.C-)
PH-1 PH-2 PH-? PH-4 F'H--'L PH f-IH--•T PH-4
ED LT x NB LT
TH x TH
RT x RT t'
PD PD
WB LT SB LT
TH TH x x
RT RT
PD PD
GREEN i),i)0.0 0.0 0.0 GREEN 15.(--) -To.()0.0
YELLOW 5.(--)0.0 0.0 i).{)YELLOW 5.0 5.(-)1 00
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DEL})Y APP. LO S
ED L i 677 .=44 t. _ r 19. 1 c
R 455 i).. 44 15.'2- C
NB T i).768 0.?44 15.7 F% 10.9
R i_). 561 689 7 A
SB L i). 5 o. 17R 26 Ell
T 654 C-). 567 7. 6 B
INTERSECTION: Delay sec/ve h) V ,C - iy.66` I-A - D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. . i-84 ED RAMPS/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/^12/88
TIME. . . . . . . . . .PEAK PM BUILD
COMMENT. . . . . . . 199i COMBINED TRAFFIC VOLUMES
L/A,
7 -46M 1
VOLUMES GEOMETRY
ELF WB NEB SD ; EB WB ND SD
LT 819 C) 0 466 ; L 14.0 L 11 .C) T 1.i; L 14. 0
TH Cj C) 824 i187 ; L 12.:f L 11.} T 1-2.0 L 1 .z1
RT ^29 0 564 C) : R 14.0 R 1 0 R 14.0 T 12.0
RR i; C; i; C; 12.iy 1 .0 14 .0 T 14.0
14.0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
7.) Y/N Nm Nb Y/N min T
ED 0.00 4.i;:_;N i; 0 0.91 50 N 8
WB Q.C)Ci 4.00 N c_; i)0.91 5 ;N 4.5
ND C).00 4.C)0 N t; U 0.91 5c)N 1 i.? 4
SB 0.00 4.0 N 0 c_;0.91 5c;N 1..a 4
S I GNAL SETT-INGS CYCLE LENGTH = 9(-).
PH-1 PH PH-3- PH-4 PH--! PH-' PH PH-4
EEC LT x NEB LT
TH x TH
RT x RT x
PD PD
WB LT SB LT x
TH TH X. x
RT RT
PD PD
GREEN ci 0.0 C).C)GREEN 15.(_) i;,0
YELLOW 5.i;0 i;.c)0.0 YELLOW 5. 5.0 0, i c;
LEVEL OF SERVICE
LAME GRP. V/C G/C DELAY LOS APF'. DELAY APP. L 0 S
EEC L 0.821 C?.`44 23:.9 C C
R 0.455 0.344 1.5.2 C
ND T 78^ 0.344 16.0 G i i . 1 E+
R C 561 t;.689 7 A
SD L 9i;5 0. 178 9.9 D 16.8 C
T C).665 0. 567 7.7 D
INTERSECTION: Delay = 1.6.' (sec/veh) V/C = 0-8,2_)= LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. TOL_LAND TPKE/D iC K:LAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/-5/88
TIME. . . . . . . . . .PEA k: PM NO-BD
COMMENT. . . . . . . 1990 PROJECTED TRAFFIC VOLUMES
VOLUMES GEOMETRY
ED WB NEB SEA : EB WEB NEB SEA
LT 544 22,91 215 435 : L 14.0 L 14.0 L 14.0 L 14.c;
TH 64o 316 555 572 : L 12.0 T 12.0 T 12.0 L C)
RT 410 231 348 -5 : T 11.0 T 1^.i) T 112').c-) T 12.0
RR i; i; 0 0 : T 14.0 R 14.0 R 14.0 T 1. y
R 14.0 12.0 14.0 R 14.;
12.0 12.0 12.0 1--).C)
ADJUSTMENT FACTORS
GRADE_HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
N Nm Nip Y/N min T
Erg c;vi;ii 4„ ;c=;N i; C;t;,96 5c;N T1 .7.
WB ci.cyc;; A..C)C)N ii C;ci.96 5c_N 1 .3
NE; C;.i;ci 4.0(--)N i;,q6 50 N T1 .8
S8 c-;.i;ci 4. ;cj N C;i;.96 50 N 31 .8 4
SIGNAL SETTINGS CYCLE LENGTH = 90.cy
PH--1 PH-2 PH-7- PH-4 PH-1. PH-2 PH-3 PH-4
L.F: LT X NB LT X
TH X TH x
RT x RT X
PD PD
WEB LT X SLR LT X
TH R TH x
RT X RT X
PD PD
GREEN 18.0 18.0 0.c_;o.i;GREEN 1.5.0 19.0 0.0
YELLOW 5.0 5.0 0.0 C).i;YELLOW 5.0 5.i;C).c_;0.0
LEVEL OF SERVICE
I-ANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
ED l._ 0.84 c-;.11 D 28.E D
T 0.912) C).^11 1 .7 D
R 0.685 0.-89 16.6 C
WB l._ C).cl;;1 / 1C).1
C,1 1 3.6 D t.9
T 4 64 `_.21 1 i0 i C
R 0.?86 cy,:'g9 111.9 D
NP L.r,7 ;=' 0. 178 1 . 1 L7 1 .9
T c_,.774 c,;. 24. 1. C
R 521 ().4 12.6 I
r: L c_?.8c 1 c;j. 1.78 T^. D 2 1 .6 G
1'7 98 i_;. i?(;.7 C
R 5-IL:7 ii,4 9.2 D
INTERSECTION: Delay = ?-4.(=) (sec:veh) V/C = i;.991 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REFORM
INTERSECTION TOLLAND TPKE BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . „ .RR
DATE. . . . . . . . . . 88
TIME. . . . . . . . . .PEAK Pi l BUILD
COMMENT. . . . . . . 199i; COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EEt WEB N8 SEA : EEC WB NB SEA
LT 541 91 240 43 5 L 14.0 L 14.0 L 14.0 L 14.0
TH 72L6 71 57" 59' L l . i T 12.0 T 12.0 L 1X- -
RT 454 1 =48 :349 T 1^.0 T 12.0 T 1In.Cy T 12.0
RR t,; C) t-i T 14.0 R 14.0 R 14.0 T 1-2
R 14.0 12.0 14.0 R 14.0
1.,'.i 12 0 1 1;
ADJUSTMENT FACTORS
GRADE HV A DJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
R;+ Y/N Nm NL Y/N min T
E ij„Ciii a.,i_,t,N t=; t i C;,96 50 N
WD C)t-C;i; 4= ;ta N ti i;C-).96 50 N T 1 .=
ND C;„C;C; 4i;Ci N C; C;0.96 5(-)N T1 .8
S D C). 4cii; 4 :t;t i irk t i;0.96 5 i N 31 .8 4
SIGNAL SETTINGS CYCLE LENGTH = 90 w 0
PH-1 PH ' PH-.=, PH-4 PH-1 PH-2 PH-3' PH-4
EEC LT x ND LT x
TH x TH x
RT x. RT x
PD PD
W.8 LT x SB LT x
TH x TH
RT x RT X
PD PD
GREEN 17.C; ?i;Ci C .0 t_y„Ci GREEN 14. 5 18. 5 0.0 i;i=;
YELLOW 5.(--)5.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0.0
LEVEL OF SERVICE
LANE GRP. V!C G/C DELAY LOS APP. DELAY APP. LOS
EEC L tf.885 tj,C;(; T6. 1 D 29.8 D
1-1
R C;.7 17 0.406 1.7 „ - C
WD L t_i.8 451 t-i, 'C)C) 7.9 D is.6 C
1 49_; ii, 9.6 C
T7C; C;, 4c"if, 1 ' B
N8 L Ci.81.C, t_;, 1 7C 7. _ D y4. 5 C
T Ci.8(i c;._'1.7 5.9 L
h t?. 542) C).417 1?.4
SIB L_ C-;.8^6 C i. 1-,-' 4.0 D 24. 1 C
T t>.8 4 9 G.-A217 4.9 C
F, t_i. '5 4 4 i;„41 7 9.8 R
INTERSECTION: I e l y = 6.G (sec/veh) V/C = 1 .0 2 LOS = D
0.ze 19
j SEC' z 'eoj.!'f _R
IE 01- A L
DP-iTE Of" A I"! L I'S
zo
fV7 44 4Z.6,:y 4-- 2/1
Alo f 5
or
C)
p.
N
14?lb
N-S E-W DEMAND SPLIT TOTAL VOLUME
3Y5 e186
TABLE 10-5. CAPACITY OF ATWO-BY-Two LANE FoUR-WAY
STOP-CONTROLLED INTERSECTION FOR VARIOUS DEMAND
SPLITS
CAPACITY
VOLUME/CAPACITY
DEMAND SPLIT VPH)
50/50 1,900
55/45 1,800
60/40 1,700
65/35 1,600
70/30 1,500
Toul capad(Y.,all ICCL
SOURCE.fief.9
TABLE 10-7. APPROXIMATE LEVEL-OF-SERVICE C SERVICE
VOLUMES FOR FOUR-WAY STOP-CONTROLLED INTERSEC-
TIONS
LOS C SERVICE VOLUME,VPH
DEMAND
NUMBER OF LANES LEVEL OF SERVICE _
SPLIT 2 By 2 2 By 4 4 By 4
50/50 1,200 1,800 2,200
55/45 1,140 1,720 2,070
60/40 1,080 1,660 1.970
65/35 1,010 1,630 1.880
70/30 960 1.610 1,820
a 0172) -v°10
11101)—t)N'1'!Zt)(,l,r:i
I I•:TEF:c11 i 7 ]:"i l. LE 1!D
TINIE
L o46-L- n
N ^Jj,L L
5,2 —
N—S E—W DEMAND SPLIT TOTAL VOLUME
357 SOg 3 0 1170
TABLE 10-5. CAPACITY OF A TWO-BY-TWO LANE FOUR-WAY
STOP-CONTROLLED INTERSECTION FOR VARIOUS DEMAND
PLITS
VOLUME/CAPACITY
CAPACnY4
DEMAND SPLIT VPH)
50/50 1.900
55/45 1,800
60/40 1,700
65/35 1,600
70/30 1,500
Toul capacity.'all kgs.
SOURCE.Rd.9
TABLE 10-7. APPROXIMATE LEVEL-OF-SERVICE C SERVICE
VOLUMES FOR FOUR-WAY STOP-CONTROLLED INTERSEC-
TIONS
LOS C SERVICE VOLUME.VPH
DEMAND
NUMBER OF LANES LEVEL OF SERVICE
SPLIT 2 BY 2 2 Dl•4 4 BY 4
50/50 1,200 1,800 2,200
55/45 1,140 1,720 2,070
60/40 1,080 1,6(,0 1,970
65/35 1,010 1.630 1,880
70/30 960 1 1,610 1,820
120N j,,)F3 No-IN
I I TE R 2:E't I 1(3h!
T T;--: 0 O 315
DATE 0!, All.jl'lL_'l. Gl'iG: a,ZS
Nit'%j N
fo
335 —j O
N-S E-W DEMAND SPLIT TOTAL VOLUME
70)
TABLE 10-5. CAPACITY OF A TWO-BY-Two LANE FOUR-WAY
STOP-CONTROLLED INTERSECTION FOR VARIOUS DEMAND
SPLITS
cAPAcrTy'
VOLUME/CAPACITY 07,3
DEMAND SPLIT VPH)
50/50 1,900
55/45 1.800
60/40 1.700
65/35 1.600
70/30 1,500
TOW capadzy.an kgL
SOURCE.Roef.9
TABLE 10-7. APPROXIMATE LEVEL-OF-SERVICE C SERVICE
VOLUMES FOR FOUR-WAY STOP-CONTROLLED INTERSEC-
TIONS
LOS C SERVICE VOLUME.VPH
DEMAND NUMBER OF LANES LEVEL OF SERVICE
SPLIT 2 BY 2 2 ey 4 4 By 4
50/50 1,200 1,800 2,200
55/45 1,140 1,720 2,070
60/40 1090 1,660 1,970
65/35 1:010 1,630 1,880
70/30 1 960 1,610 1,820
1'01) 0 NT IZ01,1A-D I N R!c I i ` ., JOB NO-
I I.9 T E F. r::i 7 ](_!V.!= L /1
DATE OF
7--T Z4A;e s T
o
vN0',
l i//e
z
y 333
a o
396
7 —
NC\aN
Cl h'sT
M
N-S E-W DEMAND SPLIT TOTAL VOLUME
28 8,77 111Z5
TABLE 10-5. CAPACITY OF A TWO-BY-TWO LANE FOUR-WAY
STOP-CONTROLLED INTERSECTION FOR VARIOUS DEMAND
SPLITS
CAPACIZY VOLUME/CAPACITY 8
DEMAND SPLIT VPH)
50/50 1,900
55/45 1,800
60/40 1,700
65/35 1,600
70/30 1,500
Tout capadty;all{cgs.
SOURCE:Rd s
TABLE 10-7. APPROXIMATE LEVEL-OF-SERVICE C SERVICE
VOLUMES FOR FOUR-WAY STOP-CONTROLLED INTERSEC-
TIONS
LOS C SERVICE VOLUME.VPH
DEMAND
NUMBER OF LANES LEVEL 0 E S E R VI C E
SPLIT 2 BY 2 2 oY 4 4 BY 4
50/50 1,200 1,800 2,200
55/45 1,140 1,720 2,070
60/40 1,080 1.660 1,970
65/35 1.010 1.630 1,880
70/30 960 1,610 1
1,820
1985 HCM: UNS I GNAL I ZED INTERSECTIONS
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . T
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15i)000
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . DEMING STREET
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . BUCKLAND RD
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm!dd!yy) . . . . . . . . . . . . . . . . . .
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . F'EAk F'M i lr —DI;
OTHER I NF O MH^T I ON: 199 r PROJECTED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4-LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EEC WEB NEB SEA
LEFT 1C-) 21 V4 90
THR1 I -)8 9-2-1 419
RIGI-1T 55 19 4? 9
NUMBER OF LANES AND LANE USAGE
EB WB NB
LANES
ADJUSTMENT FACTORS Page-2
PERCENT RIGHT TURN CURB RADIUS ( ft) ACCELERATION LANE
GRADE ANGLE FOR FIGHT TURNS FOR RIGHT TURNS
Z-EASTBOUND 0.0 9cii N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 X-) N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOS I T i ON
SU TRUCKS `.'. COMBINATION
AND RV'S VEHICLES MOTORCYCLES
EASTBOUND 2 i 1
WESTBOUND
NORTHBOUND 1 i
SOL THBOL rND 2 1
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10 ) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
WEB 5.70 5,7 t)0.00 9,70
EFL 5.70 5.70 0.0(--) 5.7c-)
MAJOR LEFTS
NB- 5.10 5. 10 i), 5. 1.t)
M I NOR THROL GHS
WEB 6.3- ) 6,?cj c_).0 ) 6, 3c_;
Efi 6. .'(=) 6..?c_)i),i)cj Imo,„=,;c)
MINOR LEFTS
WB 6.{3(-) 6.8 tD.00 6.8c:;
ED 6.90 6.Rc_;i.(-)(-) 6.8i>
CAPACITY AND LEVEL--OF-SERVICE Page
POTEN-ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pcph) c (pcph) c ( pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
WEB LEFT 24 75 48 48 X--'4 > E
THROUGH 11 95 8 so 82 24 71 ::E E
RIGHT 4 3224 724
MINOR STREET
EEC LEFT i i 7/5 58 58 46 E
THROUGH 26 95 8 156 82 57 56 ?E E
RIGHT 6 495 495 495 43 A
RAJ OR STREET
ND LEFT 8 566 566 566 5 8 f
SB LEFT 3 78 78 378
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
G-----J__----___-
AVERAGE RUNNING SPEED, MAJOR. STREET. . . . . . . . . . . . . . 35
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150000
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . DEMING STREET
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . BUCK:LAND RD
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 6/22i/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK PM BUILD
OTHER INFORMATION: 1990) COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4--LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EEC WE{ ND SEA
LEFT 10 21 5(--)
THRU 10 673
RIGHT 55 19 43. 9
NUMBER OF LANES AND LANE USAGE
ED WB SD
LANES 1
ADJUSTMENT FACTORS ``` /1 Page-24ed --------
PERCENT RIGHT TURN CURB RADIUS ( ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.0C)90 o N
WESTBOUND ii,00 90 ii N
NORTHBOUND i).()c)90 icy N
SOUTHBOUND i).no 90 N
VEHICLE COMPOSITION
SU TRUCK'S % COMBINATION
AND RV' S VEHICLES MOTORCYCLES
EASTBOUND 1 1
WESTBOUND 1 i
NORTHBOUND 1 1
SOUTHBOU ND 1 1
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
WB 5.70 5.7C)C).f)i} 5.70
EB 5.7z) 5.70 0,0 C) 5.70
MAJOR LEFTS
SB 5, 10 5, 1i) 5. 10
NB 5. 10 5. 1 C-j C).on 5. 10
MINOR THROUGHS
wB 6.-3ij 6.-')0.c;i_i
EB 6._.c 6.`iy iy.i)() 6.3,0
MINOR LEFTS
WB 6.80 c_), 6.9-0
EB 6.8C-) 6.8( c).i}i) 6.8i
CAPACITY AND LEVEL-OF-SERVICE Page-3
POTEN-ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c ( pcph) c (pcph) c = c - v LOS
p M SH R GH
MINOR STREET
WB LEFT 24 75 46 46 >22 > E
THROUGH 11 95 81 77 81 > 21 69 >E E
RIGHT 21 2 88 288 288 > 266 > C
MINOR STREET
EB LEFT 11 75 56 56 >45 > E
THROUGH 26 95 81 151 81 > 51 55 >E E
RIGHT 62 456 456 456 > 394 > B
MAJOR STREET
NB LEFT 38 527 527 527 489 A
SB LEFT 56 337 337 337 281 C
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-!
I DENT I FY I NG INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . =5
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1500()0
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PROPOSED DRIVEWAY 1
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . BUCKLAND STREET
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 612-2'
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAS` PM BUILD i
OTHER INFORMATION: 199i? COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
EEC WB NB SB
LEFT i)C) C)
THRU 1057 729
RIGHT 94 f) Sb
NUMBER OF LANES
EB WB NB SB
LANES
ADJUSTMENT-FACTORS Page ------------------------------
xL/y/. -----
PERCENT RIGHT TURN CURD RADIUS ( ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND i),00 90 N
WESTBOUND -----
NORTHBOUND 0.00 90 o N .
SOUTHBOUND 0..00 90 20 N
VEHICLE COMPOSITION
SU TRUCKS % COMESINATION
AND RV' S VEHICLES MOTORCYCLES
EASTBOUND 2 1 1
WESTBOUND
NORTHBOUND 1 1
SOUTHBOUND 1 1
CRITICAL GAPS
7-----------
i
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
EEC b.7(-) 5.70 0.00 5.70
MAJOR LEFTS
ND 5. 10 iC-;0.00 5. 10
MINOR LEFTS
EE< 6.S(=) on 6.80
CAPACITY AND LEVEL-OF--SERVICE Page-3
FOTEN-ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAFACII CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c ( pcph) IC ( pcph) c = c - v LOS
p M SH R SH
MINOR STREET
EB LEFT 0 75 75 75 75
Y9S 92 C
RIGHT 106ya 39898 95 292 C
MAJOR STREET
NEB LEFT 0 445 445 445 445 A
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . .0
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15()i)O()
NAME OF THE EAST/WEST STREET'. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREE-T. . . . . . . . . . . . . . . . . . . J .C. PENNY (EAST)
NAME OF THE ANALYST . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 5/'X2'5/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK PM NO-BD
OTHER INFORMATION: 199C-) PROJECTED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND:: STOP SIGN
TRAFFIC VOLUMES
EEC WB NEB SB
LEFT 1 815
THRU 7 5 414
RIGHT 5 7 i 5:=
NUMBER OF LANES
EB uIB h1N SB
LANES
ADJUSTMENT FACTORS y ,Q Pa9P--
PERCENT RIGHT TURN CURE RADIUS ( f t) ACCELERATION LAME
GRADE_ ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND i).t iy 90 L i N
WESTBOUND 0..00 9i) i) N
NORTHBOUND 0.00 qi; ii N
SOUTHBOUND -----
VEHICLE COMPOSITION
SU TRUCKS r COMBINATION
AND R V' S VEHICLES MOTORCYCLES
EASTBO ND 1? 1. 1
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINIAL
Table 10-- 21 VALUE ADJUSTMENT CRITICAL GAF
MINOR RIGHTS
NB
MAJOR LEFTS
wB- 5. 5i) 5. fit)i 5. 50
MINOR LEFTS
CAPACITY AND LEVEL--OF'SERV I CE Page-'_"
POTEN-ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c ( pcph) c ( pcph) c = c - v LOS
p M SH R SH
MINOR STREET
NEB LEFT 28 ii2 95 95 67 E
RIGHT 17= 696 696 696 523 A
MAJOR STREET
WB LEFT 9 1 4i0 4..N)4'2)0 28 B
1985 HCM: UNSIGNALIZED INTERSECTIONS F'age-1
IDENTIFYING INFORMATION P/ /U
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . 3C)
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150000
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . J .C. FENNY (EAST)
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 6//88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK PM BUILD
OTHER INFORMATION: 1990 COME'INED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EP WEB ND SB
LEFT 1 81 25
THRU 1116 550 0
RIGHT 5 7 153
NUMBER OF LANES
ED WEB ND SD
LANES
ADJUSTMENT FACTORS Page-i
PERCENT RIGHT TARN CURB RADIUS ( ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TUFTS FOR RIGHT TURNS
EASTBOUNDi.i 0 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 go if N
SOUTHBOUND -----
VEHICLE COMPOSITION
SU TRUCKS) % COMBINATION
AND RV' S VEHICLES o MOTORCYCLES
EASTBOUND 1
WESTBOUND 2 1 1
NORTHBOUND 1 1
SOUTHBOUND
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
MAJOR LEFTS
WEB 5. 50 5.50 iy.i>i; 5. 50
MINOR LEFTS
NEB 7.i>i 7.t:rif i.0 7.0*s,)
CAPACITY AND LEVEL-OF-SERVICE Page -f-_ --- ----
POTEN-ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c ( pcph) c ( pcph) c = c - v LOS
p M SH R SH
MINOR STREET
NB LEFT 28 75 52 52 2)4 E
RIGHT 173 540 540 54t7 368 D
MAJOR STREET
WEB LEFT 91 24 y 240 24 149 D
1985 HCM: UNSIGNALIZED INTERSECTIONS page-1
IDENTIFYING -----------1_-_
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . 3.0
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1500i)if
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . CROFT DRIVE
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 5/25/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAS: PM NO—F:D
OTHER INFORMATION: 1990 PROJECTED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T—INTERSECTION
NAjOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT c_) 4.3
i
THRU 672 368
RIGlHT 16 i) A
NUMBER OF LANES
EB WEB NB SB
LANES 1 1 1
ADJUSTMENT FACTORS Jr y
Page_y
PERCENT RIGHT TURN CURB RADIUS ( ft) ACCELERATION LAME
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND C),cm)qi) C
WESTBOUND C;.00 go N
NORTHBOUND 0.00 N
SOUTHBOLIND -----
VEHICLE COMPOSITION
SU TR!lCKS % COMBINATION
AND RV' S VEHICLES MOTORCYCLES
EASTBOUND 1 1
WEc=TB0 UN1) 1
NORTHBOUND
SOUTHBOUND
CR I T I CAL. GAPS'
TABS.LAR VALUES ADJUSTED SIGHT D I ST. FINAL
Table VALUEE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
NB 5. 5(-) i. C;t}.C)Ci 5, 50
MAJOR LEFTS
11 5, i_).(;i
MINOR LEFTS
CAPACITY AND LEVEL--OF-SERVICE Page-3
POTEN-ACTUAL
FLOW- T I AL MOVEMENT SHAFTED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pc ph) c ( pc ph) c ( pc ph) c ( pc ph) c = c - v LOS
p M SH R SH
MINOR STREET
NB LEFT 167 158 158 156 D
352
RIGHT 12 454 454 454 441 A
MAJOR STREET
WB LEFT 48 52." 475 A
1955 HCM: UNSIGNALIZED INTERSECTIONS Pzge-1
IDENTIFYING INFORMATION y--
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . .
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150000
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . CROFT DRIVE
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/Yy) . . . . . . . . . . . . . . . . . . b//SS
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK PM BUILD
OTHER INFORMATION: 1990 COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION- EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 0 4=
THRU 741 4--l'.9
RIGHT 16 0 11
NUMBER OF LANES
FR we NB SB
LANES 1 1 1
ADJUSTMENT FACTORS Cry- _n ,/ F'cge-
PERCENT RIGHT TURN CURES RAPIUS ( fit) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 9i) ii; N
NORTHBOUND 0.00 90 o N
SOUTHBOUND -----
VEHICLE COMPOSITION
SU TRUCk::S COMBINATION
AND RV' S VEHICLES MOTORCYCLES
EASTBO!AND i
WESTBOUND i-
NORTHBOUND XL 1
SOUTHBOUND
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
NB 5. 5(-) 1 e 5 )0.00 5„ 50
MAJOR LEFTS
WB 5.0 5.00 0. 5,
MINOR LEFTS
NB 6. 50y 6. 50 c;;.c)C)
CAPACITY AND LEVEL-OF-SERVICE Pn,,8D F'"ge-
P0TSEEN-ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pcph) c ( pcph) c (pcph) c ( pcph) c = c - v LOS
p M SH R SH
MINOR STREET
NEB LEFT i i= 1-.24 i 4 I, r,
0 i
RIGHT 1 41i 41ii 11 1 7 B
MAJOR STREET
WB LEFT 4 G 4 7 0 478 478 4. a
1985 HCM: UNSIGNALIZED INTERSECTIONS
IDENTIFYING INFORMATION 11//y _L!
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . 0
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 5tr0t;i
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . „ WHEELER ROAD
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/Yv) . . . . . . . . . . . . . . . . . . 5/5/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAk Pit NO-BD
OTHER INFORMATION-. 1.99i; PROJECTED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE SOUTHBOUND: STOP SIGN
TRAFFIC VOLUMES
ED WB NB SB
LEFT 1 2:3
THRU 675 3.57 y
RIGHT 9 1:=i
NUMBER OF LANES
ED WB NB SB
LANES 1 1
I
ADJUSTMENT FACTORS--------------------------------------------------
PERCENT R I GHT TURN CURD RAD I US (f t) ACCELERATION LAME
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 Wit) N
WESTBOUND 0.iO 9i) 7, N
NORTHBOUND -----
SOUTHBOUND 0.00 9i) i N
VEHICLE COMPOSITION
SU TRUC K'C3 COMBINATION
AND RV' S VEHICLES Y MOTORCYCLES
EASTBOUND t
WESTBOUND
NORTHBOUND
SOUTHBOUND i
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-'X2) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
SFi 5. 50 5. Wit )0.Oi_ El. fit)
MAJOR LEFTS
EB i.i)i) 5.(--)()i).t)i) 5.i)i)
MINOR LEFTS
S B 6. 9 t) 6. 5 c=)i).00 i_i
CAPACITY AND LEVEL—OF—SERVICE NS --Page_-. :
C-------_
POTEN—ACTUAL
FLOW— TIAL MOVEMENT SHAFTED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pcph) c ( pcph) c ( pcph) c ( pcph) c = c — v LOS
p M SH R SH
MINOR STREET
SB LEFT 15 184 183 18'. 169 D
7c C
RIGHT 1 6?7 697 697 665 A
MAJOR STREET
ED LEFT 1 786 786 786 78,1 A
1995 HCM: UNSIGNALIZED INTERSECTIONS P qA-i
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . ?t;
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1500 i(")
DAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . WHEELER ROAD
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . .i 88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . r'EAk:: PM BUILD
OTHER INFORMATION: 1990 COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE SOUTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EEC WEB NB SEA
LEFT 1 23 13
THRU 744 458 0
RIGHT 9 13 11
NUMBER OF LANES
ELF WEB NB Ski
LANES 1 1 1
ADJUSTMENT FACTORS
PERCENT RIGHT TURN CURE{ RADIUS ( ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 zo N
WESTBOUND 0.00 90 N
NORTHBOUND -----
SOS THBOUND 0.00 90 20 N
VEHICLE COMPOSITION
SU TRUCk::S COMBINATION
AND RV'S VEHICLES MOTORCYCLES
EASTBOUND
WESTBOUND 1 i
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 1 0-2) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
SB 5. 5C_) 5.)0.0it 5. 50
MAJOR LEFTS
EEi 5at)() 5.il )0„00 5.00
MINOR LEFTS
SB 6.5(-) 6. 5{f i>.00 6. 50
CAPACITY AND LEVEL-OF-SERVICE
F`OTEN-ACTUAL
FLOW- T I AL MOVEMENT SHAFTED RESERVE
HATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pc p h) c ( pc ph) c ( pc ph) c ( pc ph) c = c - v LOS
p M SH R SH
MINOR STREET
SEA LEFT 15 1: S 1'7
i
137 12'D
1.21 186 D
RIGHT 12 616 616 616 6 3-A
MAJOR S-FREET
EB LEFT 1 693_ 69=, 693 69"")A
1985 HCM: UNSIGNALIZED INTERSECTIONS Page--1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . 35
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150000
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PROPOSED DRIVEWAY 4
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . BUCKLAND STREET
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE_ OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 6/X'2/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK PM BUILD
OTHER INFORMATION: 1990 COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE_: T--INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE SOUTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EEC WEB NEB SEA
LEFT C) 0 0
THRU 753 467
RIGHT 23 45
NUMBER OF LANES
EEC WB NB SEA
LANES 1 1. 1
ADJUSTMENT FACTORS P qe--2
r- 2_____;_--
PERCENT RIGHT TURN CURB RADIUS ( ft) ACCELERATION LAME
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 90 20 N
WESTBOUND 0.000 qc7 20 N
NORTHBOUND -----
SOUTHBOUND 0.000 90 20 N
VEHICLE COMPOSITION
SU TRUCKS % COMBINATION
AND RV' S VEHICLES MOTORCYCLES
EASTBOUND 1
WESTBOUND
NORTHBOUND
SOUTHBOUND 1
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
SB 5.70 5.70 0.c)i; 5.7 i)
MAJOR LEFTS
EB 5. 1 C.) 5. 10 0.00 5. 10
MINOR LEFTS
SB 6.80 6.80 0.00 6.8s-)
CAPACITY AND LEVEL-OF-SERVICE n_ `?_el- Pag?---------------------------------------------
POTEN-ACTUAL
FLOW- TIAL MOVEMENT SHAFTED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c ( pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
SEA LEFT i; 111 111 111 > 111
605 554 A
RIGHT 51 605 605 605 :554 > A
MAJOR STREET
EEC LEFT 76 676 676 676 A
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTIOhl. .ROUTE =0 /PLEASANT VALLEY RD
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . n . m . , . . 5/.+_5/88
TIME. . . . . . . . . .PEAK SAT NO--DD
COMMENT. . . . . . . 199 PROJECTED TRAFFIC VOLUMES
L-15 9T L/,^,//Y
VOLUMES GEOMETRY
EEC WEB NB SB EEC WEB ND SD
LT 18 26 105 60 LT l22.0 LTR 15.C) LTR 1.0 LTR 13.0
TH 293 229 134 124 TR 14.0 10.0 13.0 12.0
RT 90 60 1 21 : 12.0 12.0 15.0 12.0
1 2.f/1 L.(-)1 2.()12.0
ADJU STMENT FACTORS
GRADE HV ADJ P k:G BUSES PHF PEDS PED. BUT. ARR. TYPE
Y/N Nm tab Y/N min T
WB 0.00 4,0 ;N 0 ty 0.95 50 N 9.
NB 0.0 y 4.0-C)N i>i).95 5cj N 17;.t_r
SD 0.00 4.00 N t) C)0.95 50 N 1.?,t_;
S I Gil AL S E T T I NGS CYCLE LENGTH = 90..0
PH-1 PH-2 PH-' F'H-4 PH-1 PH-2 PH-3 PH-4
ED LT x NE, LT x
TH X TH x
RT X RT A
PD PD
WD LT X SB LT K
TH X TH x
RT X RT X
PD PD
GREEN i)0 0.0 o.0 GREEN 48.0 0.0 t_.0 i:f,ti
YELLOW 5.0 0.0 0.0 C).t;YELLOW 5.(-)0.0 0.()0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB LTR 0._-66 0.367 13. 5 B 1=:. 5 D
WB LTR 0. 551 t_i, 67 1.5.= C 1 5, C
NB LTR 0.3,72 0. 544 7.7 B 7.7 B
SB LTR 0.275 0.544 7. 1 B 7.1 E
INTERSECTION: Delay = 11.6 i sec-/ve h i V/C = 0.444 Los = B
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION-ROUTE _.i /PLEASANT VALLEY RD
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/22/88
TIME. . . . . . . . . .PEAK SAT BUILD
COMMENT. . . . . . .1990 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB NB SB : EEC WB NB SB
LT 18 108 60 : LT 1^.i) LTR 15.0 LTR 13.0 LTR 13.0
TH 293 229 174, 166 : TR 14.(--) 1-T.t) 12.0
RT 99 60 26 21 : 12.C-)1 .C)15.0 12.0
RR t) t_) C) i) : a1.-'.i;1 °.0 i .t) 1.0
1 .(;1 ii 1 ?.C) 12.0
1;?.0 i .tJ 1 .t> l )
ADJUSTMENT FACTORS
GRADE HV ADO PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
Y/N Nm Nb Y/N min T
EB t_).c)i) 4.00 N t_) i)i)95 5C)N 9.T
WB 0.00 4.0 0 N i) t_)0.95 C)N 9.-.
NB 0,00 4,00 N i) t:) 95 5 )N 1?.t)
SB C .t)t 4.)i;N i_;.95 5_;N i'.C
SIGNAL SETTINGS CYCLE LENGTH = 9(--). )
PH-1 PH-2 PH-31 PH-4 PH-1 PH--2 PH-3 PH-4
EB LT X NB LF X
TH X TH X
RT X RT t
PD PD
WB LT x SB LT x
TH k TH x
RT X RT X
PD PD
GREEN 32.i)0.0 0.0 0.0 GREEN 48.0 C).C)0.0
YELLOW 5.(-)i).C)0.0 i).i)YELLOW 5.C_)t).t)i).C)0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB LTR 0.374 0.367 13.6 B 13.6 B
WB LTR 0. 54:= 0.367 15.22 C 15.'2). C
NB LTR t_).429 0.544 8. 1 B 8. 1 B
SB LTR 0.-r.:3 ) 0. 544 7.4 B 7.4 B
INTERSECTION: Delay = 11 . 5 (sec/vet' ) V/C = (--).475 LOS = B
1985 HCM: S I GNIAL_I 7.ED INTERSECTIONS
SUMMARY REPORT
T#k*k k k:kM k**#K**ik k.r k**k
I KITERSEC-r I ON. .F'LEASANT VALLEY RD/I—84 WB RAMPS
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. a . . . . . . . 5/25.1SS
TIME. . w . . . .PEAK SAT NO—BD
COMMENT. . . . . . . 190 PROJECTED TRAFFIC VOLUMES
VOLUMES GEOMETRY
ED WB ND SD : EB WB NB SB
LT 11 1 . j01. L 12.0
TH 42•:: =9 C; i-) : TR 14.C) L_1'.Ci R 14.0 T 12.i)
RT 149 C; 1 1 7' C) : 14.0 T 14.0 15,i; R,12.0
RR i_, i_; 0 12.0i ia i.. 1isi)12.0
tj
1.t)12.(171
ADJU STMENT FACTORS
GRADE HV ADJ PPG BUSES PHF PEDS PED. BUT.. ARR. TYPE
Y/N Nfn Nb Y/M in i n T
E D c).ci i_i 4•i)i1 i'l C) Cl t).R_) N Cl
w l? i i•C;i-i 4•i ii N i i;i l,fi 5 i,i
F'•. ren•L j
S t; t_il/ c •l_;- 1 l,; i_;C .91 rl 1
F: ii,i-i=i t•tit J i=i C.C).S 5i_N 1S
SIGNAL. SETTINGS CYCLE LENGTH
PH _1 PH F'H PH-4 PH 1 P[-t__;' PH__; PH-4
EEC LT NB LT k
H Tr-1
RT X R'T k
PD PD
WB I.-.'T x SD L_T
RT RT
Pi; PD
GREEN ii 4. 1 •C i`;•C;C;,t-;GREEN 1.6(_;C;,i;C;pc:;
YELLOW 5w(-)5•C)C)•C)i=)•)YELLOW 5.0 C).C;0.0
LEVEL OF SERVICE
LANE GRP. '!C G/C DELAY LOS AF'I='. DELAY APP. LOS
EB T R 0,858,85..•8 C_).244 24. 1 C 24. 1
WB L... 0.916916 c_).4_:." 5.^ D 19,C) r
T i r'-' A
1t t
1_ L/I . ! 2
r B L i•4i,4, i). 189 i15.0 D 14.6 B
6222 h
INTERSECTION-. Del. v — 19.9 (ec/veh) V/1: - (--).79? L0S = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .PLEASANT VALLEY RD/I-84 WH RAMPS/DRWY 2
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/ii/88
TIME. . . . . . . . . .PEAK SAT BUILD
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EN W.N NEB SB : EB WEB NEB SLR
LT 16 767 128 234 : L 12.0 L 12.0 L 171.} L 12.0
TH 465 4.81 162- 226 : T 12.0 L 12.0 TR 14.0 T 12.0
RT 269 344 103-62 : T 14.0 T 14.0 15.0 R 12.0
RR C; 0 C; 0 : R 12.0 R 12.0 1 L.0 12.0
12.0 1 .C;12.0 1^.0
12.0 1'.ty 1 .C; 1 i;
ADJUSTMENT FACTORS
GRADE HV ADJ F'KG BUSES PHF PEDS PED. BUT. ARR. TYPE
7.) Y/N Nm Nb Yr N min T
EB C).C)C) 4.00 N C) C;o.8 5C>N 18. D 4
Wig C).C)C) 4.00 N C; C; 82- 50 N 18.0 4
NB 0.00 4,C;t:>N c t)0.EK) SC;N 24. 5
SB C).c)C; 4.0C;N C; C)i.8 5C;N 4. 5
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH-X-22 PH-3 PH-4 F'H-1 r-'H- PH-= PH-4
EB LT x NEB LT x
TH X TH x
RT x RT x
PD PD
WEB LT x x SEA L T x x
TH X X TH x
RT x x RT
PD PD
GREEN! 12.C) 11 .0 17.0 0.0 GREEN 6.(--) 19.0 0.0 0.0
YELLOW 5.C;5.0 5.0 0.0 YELLOW 5.0 5.(--)C).C)0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EEC L 0.081 0. 144 25.3 D 23.2 C
T 0.819 0.200 24.4 C
R 0.788 ).278 20.9 C
WEB L 0.939 0.322 7 D 24.6 C
T C;.8 -1: 0.378 19.2 C
R 0.614 0.456 lo.8 B
NE{ L C>.049 0.344 14.9 B 4.4 C
TR 0.818 0.222^ 8.9 D
SE; L 0.5 0.344 16.Cy C 19. 1 C
T 0.7o 0.222 44. 1 C
R C). 1 8 C>.3-67 1 . _ B
INTERSECTION: Delay = 23.4 (sec/veh) V/C = C;.78(_) LOS = C
1985 HC11: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .PLEASANT VALLEY RD/PROPOSED I)RIVEWAY
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/22/88
TIME. . . . . . . . . .PEAK: SAT BUILD
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES
L-------------------
VOLUMES GEOMETRY
EEC WB NEB SB : EEC WB ND SB
LT 120 59 15 209 : L 12.0 LT 12.0 L 12.o L 12.0
TH 337 355 142 142 : TR 12.c TR 12.0 TR 12.0 TR 12.0
RT c7 156 SO 8iy 11.C)12.0 1 .C; 1 .0
RR 0 0 12.C;12.0 11.0
a 12;12.) 1-1?.C)
ADJUSTMENT FACTORS
GRADE HV ADJ PK:G BUSES PHF F'EDS PED. BUT. ARR. TYPE
1 j Y/N Nm Nb Y/N min T
E B C;,C;C; 4 .C;C;N C; C;C;,9 t; 5 C;N 14. 5
WB C;.C;C; 4.C;i;N C; C;0.9 c; 5C;N 14. 5 4
NB 0.00 4.0 i N C) C>C>.9Cy 5(-)N 14. 5 3
SD ti,C;o 4.c;ci N C; C;ii.s'C; 5C}N 14. 5
S I GNAL SETTINGS CYCLE LENGTH = 9C;.O
PH-1 PH-2 PH-? F'H-4 PH-1 F'H- PH- PH-4
EB LT x NB LT Y
TH X TH x
RT x RT x
PD PD
WB LT x SB LT x x
TH X TH x x
RT x RT x x
PD FD
GREEN 5.0 o.(i 0.U C;.C;GREEN 1 c 1.{ '-).Q 0.0 0.0
YELLOW 5.0 0.0 0.0 0.0 YELLOW 5.Cy 5.0 c;,ci 0.0
LEVEL OF SERVICE
LANE GRP• V/C G/C DELAY LOS APP. DELAY APP. LOS
EEC L 489 0..4 C> 16.4 C 14.8 B
TR 0. 567 0.400 14.2' B
WB LTR 0. 597 0.4C;0 10.4 D 10.4 B
NB L 0.048 i7.344 14.9 B 14.9 B
TR ci.4-9 0.73 44 14.9 B
SB L C;.C)36 0. 511 8•- B
TR C>.289 (--). 511 8.2 B
INTERSECTION: Delay = 11 .7 (sec/veh) V/C = (-).4=-1 LOS = B
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERq-ECTION. .ROUTE 30 /RT 194/RT 74/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/25/88
TIME. . . . . . . . . .PEAK SAT NO-BD
COMMENT. . . . . . . 1990 PROJECTED TRAFFIC VOLUMES
L
VOLUMES GEOMETRY
EB WB NB SB : EB WB NB SB SB e
LT 98 30 75 174 : {-10.0 LT 10.0 L 10.0 L 11 .0LTR 13.
TH 201 150 367 344 : TR 12.0 R 13.0 T 10.0 TR 12.0 12.'
RT 69 192 184 2 : 12.0 14.0 R 10.0 12.0 12.'
RR 0 0 0 0 : 12.0 12.0 12.0 12.0 12.`
12.0 12.0 12.0 12.0 12.'
12.0 12.0 12.0 12.0 12.'
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. AF(R. TYPE
Y/N Nm Nb Y/N min T
EB 0.00 4.00 N 0 0 0.93 50 N 13. 5 3
WB 0.00 4.00 N 0 0 0.93 50 N 13. 5 3
NB 0.00 4.00 N 0 0 0.93 50 N 13.8 3
SB 0.00 4.00 N 0 0 0.93 50 N 13.8 3
SI*GNAL SETTINGS CYCLE LENGTH = 120.0
PH-1 PH-2 PH PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X X NB LT X X
TH X TH X
RT X RT X
PD PD
WB LT X X SB LT X X
TH X TH X
RT X RT X
PD PD
GREEN 6.0 25.0 0.0 0.0 GREEN 6.0 36.0 22.0 0.0
YELLOW 5.0 5.0 0.0 0.0 YELLOW ' 5.0 5.0 5.0 0.0
LEVEL OF SERVICE
LANE BRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.070 0.308 22.3 C 37-1.7 J
TR 0.790 0.217 35. 1 D
WB LT 0.581 0.217 28.8 D 26.4 D
R 0.486 0.275 24. 1 C
N8 L 0.070 0.400 16.9 c 2?4.4 C
T 0.780 0.308 28.9 D
R 0.387 0.367 18.3 C
SB (°^ L 0.067 0.400 16.9 C 22.7 C
TR 0.684 0.308 25.6 D
SB Cp' LTR 0.783 0. 192 37.2 D 36.9 D
INTERSECTION: Delay = 28. --, (sec/veh) V/C = 1 .096 LO = D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .ROUTE 30 /RT 194/RT 74/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/22/88
TIME. . . . . . . . . .PEAK SAT BUILD
COMMENT. . . . . . .1990 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB NB - SEA : EB WB NB SB 1 SB 6e
LT 98 30 83 174 : L 10.0 LT 10.0 L 10.0 L 11'.O LTR 1..C?
TH 201 150 389 376 : TR 12.0 R 13.0 T 10.0 TR 12.0 12.0
RT 81 192 201 2 : 12.0 14.0 R 10.0 12.0 12.0
RR O 0 0 0 . 12.0 12.0 12.(--)12.0 1?,c_)
12.0 12.0 12.0 12.0 12,<_
12.0 12.0 12.0 12.0 1?.t;
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
M M Y/N Nm Nb Y/N min T
EB 0.00 4.00 N 0 0 0.9i. 50 N 13.5
WB 0.00 4.00 N 0 c_)0.93 50 N 13.5 317
NB 0.00 4.00 N 0 0 0.93 50 N 13.8
SB 0.00 4.00 N 0 0 0.93 50 N 13..8 3
SIGNAL SETTINGS CYCLE LENGTH = 120.0
PH-1 PH-2 PH-3, PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X X NB LT X X
TH X TH X
RT X RT X
PD PD
WB LT X X SR LT X X
TH X TH X
RT X RT X
PD PD
GREEN 6.0 25.0 0.0 0.0 GREEN 6.0 35.0 23.0 0.0
YELLOW 5.0 5.0 0.0 0.0 YELLOW 5.0 5.0 5.0 0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
ELF L 0.070 0.308 22.3 C 33.6 D
TR 0.829 0.217 37.6 D
WB LT 0.582 0.217 28.8 D 26.4 D
R 0.486 0.275 24.1 C
NB L 0.0;'0 0.392 17.4 C 27.1 D
T 0.8;i0 0.300 33•.3 D
R 4Z•3 0.358 19.2 C
SB C1N6) L 0.067 0.392 17.3 C 25.1 D
TR t .7E:8 0.300 28.6 D
SE{ 66 ) LTR 1).819 0.200 8.9 D 38.5 D
IN'•ERSECTION: Deliiy 30.2 (sec/veh) V/C = 0.929 L(:,S = D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. PLEASANT VALLEY RD/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/25/88
TIME. . . . . . . . . .PEAK SAT NO-BD
COMMENT. . . . . . . 1990 PROJECTED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WE,NB SB : EB WB NB SB
LT 46 352 761 233 : L 14.0 L 13.0 L 14.0 L 14.0
TH 161 554 538 302 : T 12.0 L 11 .0 L 12.0 T 12.0
RT 325 108 588 81 : R 14.0 T 11 .0 T 12.0 TR 12.0
RR 0 0 0 0 : 12.0 TR 13.0 T 12.0 14.0
12.0 12.0 R 14.0 12.0
12.0 12.0 12.0 12.0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
Y/N Nm Nb Y/N min T
EB 0.00 4.00 N 4
WB 0.00 4.00 N 0 0 0.87 50 m 31 .3 3
NB 0.00 4.00 N 0 0 0.87 50 N 24.4 4
SB 0.00 4.00 N 0 0 0.87 50 N 24.4 3
SIGNAL SETTINGS CYCLE LENGTH
PH-1 PH-2 PH PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NB LT X X
TH X TH X X
RT X RT X X
PD PD
WB LT X X SB LT X
TH X X TH X
RT X X RT X
PI) PD
GREEN 8.4 9.6 12. 5 0.0 GREEN 19.0 6.0 14. 5 0.0
YELLOW 5.0 5.0 5.0 0.0 YELLOW 5.0 5.0 5.0 0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.314 0.094 32. 5 D 17. 8 C
T 0.777 0. 135 29.7 D
R 0. 523 0.445 9.8 B
WB L 0. 545 0.240 25.9 D 25. 5 D
TR 0.826 0.281 25.3 D
NB L 0.886 0.310 31 .7 D 3. 5 C
T 0.695 0.265 19.0 C
R 0.834 0. 505 16. 7 C
0.747 0.200 34.3 D 33. 7 DSBL
TR 0.873 0. 155 35. 5 D
INTERSECTION: Delay = 25.0 ( sec/veh) V/C = 0.800 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTIOhl. .PLEASANT VALLEY RD/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/'?/88
TIME. . . . . . . . . .PEAK SAT EAUILD
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB NEB. SEA : EEC WB NEB SEA
LT 13.4 300> 984 1209 : L 14.0 L 1 .0 L 14.0 L 1 4.(-;
TH 223 516 520 381 : T 12.0 L 11.0 L 12.0 T 1 .Q
RT 441 85 ij4 9 y : R 14.( T 11 .E T l.0 T l x,
RR 0 cf y 0 : 1.0 TR 13.0 [T' 12.0 R 14.(
i.: 1i.0 1 .0 R 14.0 1is
1 a C) 1 n tl
ADJUSTMENT FACTORS
GRADE HV ADJ PK'G RUSES PHF PEDS PED a BUT. AR R. TYPE
Y/N Nm Nh Y/N min T
EB 0.00 4.0 N ty iy.87 5C N i. . 4
WB 0.0i 4.00 N C) 0 0.87 5C)N 1
NB 0.00 4.00 N i) C)C).87 50 N 4.4 4
SD 0.00 4.00 N ti i;0.E37 50 N 14.4
SIGNAL SETTINGS CYCLE LENGTH
PH-1 PH-2 PH PH-4 PH-1 PH-,2 PH-3 PH-4
EEC LT x NEB LT x x
TH x TH x x
R`f' x RT x x
PD PD
WB LT X SB LT x
TH x TH x
RT x RT x
PD PD
GREEN 12.6 20.9 0.0 0.0 GREEN 18. 1 10.0 1 T. a J.U
YELLOW 5.0 5.0 0.0 C).C)YELLOW 5.0 5.0 5.0 C;,i)
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EEC L 672 t.136 34.7 D 15. 7 C
T 3).664 0.219 1 .:: C
R 0.564 0.560i 7. 1 D
WEB L 0.E320 0. 1.7.6 40.C) D 9.6 D
TR C).959 0.219 39. 5 D
N8 L 1 .042 n.=:41 57.4 E 7.6 D
T 605 0.294 16.9 C
R 840 -).4:-_ i:y.Cy G
SEA L 0.701 0. 191 0 D 3.4 .6 D
T C).905 0. 144 39. 1 D
R i),L,7.0 0.280 17.9 C
1985 HCM e S I GNAL I Z-ED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .SOUTH ACCESS DRIVE/BUCK:LAND ST
AREA TYPE. . . . .OTHER
ANALYST.. . . . . . .RR
DATE. . . . . . . . . . 5/5/88
TIME. . . . . . . . . .PEAK SAT NO-END
COMMENT. . . . . . . 199 PROJECTED TRAFFIC VOLUMES
VOLUMES a GEOMETRY
EEC WB WB SB a EB WB ND SEA
IT 1 1 it 86 a L 12-1.0 L 11 , T 14.0 L 14.c_l
TH 0 it 120:3. 914 T 12.0 L11 .i1 T 1 .C1 T
i
1
RT Cj 663- 5yT it a R 14.0 E'1 .(]; R 14.
r;
T 14.0
RRy\ J Cl Y 12.l.i A 1.(J i.a`-, i y,f l_l
1 i._!1.01 4.(l
a 1^.0
ADJUSTMENT FACTORS
GRADE H,-)AD J PPG BUSES F'HF ;'ET', PED f BUT. ARR. TYPE
r? Y/H Nm Nb Y/N 1n T
EEC 0.0(-; 4.(_)Ci N t; f5 l.94 fit;N a q
WB i.00 4 . ;(;N i; C)0.94 c^i N 9
NI; l a t;C; 4, l(_i to S l,94 ci(_.'N 11 . 5 4
r} 0 4,tlti i; l i*f94 i rl i1 4
SIGNAL SETTINGS CYCLE LENGTH = 9(-).(-)
PH-1 PH PH-? PH-41. PH-:' PH- F'H-4
EF3 i_T NB LT
TH T E-1
RT RT z:
P1 PD
WB LT x SEA LT X
TH TH X X
RT x RT
PD PD
GREEN 8,C1 0.0 0.c_l 0.0 GREEN 1 4.0 y f it il
YELLOW 5.c_l c;,(_l i;.il 0.0 YELLOW 5.i1 ri. l tl,c)0.0
LEVEL OF SERVICE
LANE GRIP. V/C G/C DELAY LOS APP. DELAY APP. LOS
WB L. 1-4 c-1.'X-L 1 h.4 r_. 4 f(_ r
R 9 3.4 (;.489
R 0.495 i;.7il(i
Sfj L i;f T06 0.. 167 5.^ D 6, 7 i
T i a 477 0. 589 5. 1 E+
i NTERSEi T I ON o De 1 a.y- = 17. _ 4 ser/ve-h j V;'C C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION-SOUTH ACCESS DRIVE/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/'2 88
TIME. . . . . . . . . .PEAK SAT EAUILD
COMMENT. . . . . . . 19c?0 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WEB NEB SLR e ED WEB NB Sig
LT 0 g5 C)74 : L 1^.Ci L 11 .0 T 14.0 L 14.0
TH 0 o 1445 1069 T 1^.i? L 11 .0 T 1y,? T 1,:).Ci
RT c_i 547'. 460 t R 14.(-) R 1:1.0 R 14.0 T 14.0
RR 0 c_7 0 C_i 1.ci I..:ati
1 4.0 C)
ADJUSTMENT FACTORS
GRADE HV ADJ F'k:: BUSES F'HF PEDS PED. BUT. AF1R. TYPE
t f.Y/N Nm r\1b Y/N i„in r
E D C).C,ii 4.00 N iy y 0.94 5(--)N 9
WD 0.0ii 4.0ii N ii ii C)..94 50 N 2.9
ND C).00 4.c;ti N C) c-i i.94 50 N 11 . 5 4
S E-{ C).00 4.tii)N c; Q t-i.q 4 5(--)N 11 . 5 4
SIGNAL SETTINGS CYCLE LENGTH = 90.C)
PH-1 PH--2 PH--3 PH-4 PH-1 F'H-PH-31 PH-4
ELF LT tqB LT
TH TH x
RT RT X
PD PD
WB LT X SD LT X
TH TH X X
RT X RT
PD PD
GREEN 221 . 5 0.0 ii.C)o.c-i GREEN 14.c-i 739. 5 0.0 0.0
YELLOW c_i.0 i;,0 0.C)YELLOt-d 5,c-i i;Cy.it 0,c-i
LEVEL OF SERVICE
LAME. GRP. V/C G/C/ DELAY L_OS AF'P. DELAY APP. L 0 S
W B L C-). 1 5 0.-.:-)-50 1 9 9 C
R C-).898 0.417 X. D
NB T 0.987 0.45(i 5.9 D C). 5 C
R ci.4-6 ci.7 iii 9 A
SB L c;.^6': c'i. 1_67 25.ii C 5.0 B
T ti.497 0.661 T. A
I NTERSECT I ON a Delay = 16..-: (sec/veh) V/C = 0.995 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. . I-84 HOV RAMPS/BUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/25/88
TIME. . . . . . . . . .PEAK SAT NO-BD
COMMENT. . . . . . . 1990 PROJECTED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EB WB NB SB : EB WB NB SB
LT 99 0 15 0 : L 12.0 L 11 .0 L 12.0 T 14.0
TH 0 0 1105 921 : R 14.0 L 11 .0 T 14.0 TR 14.0
RT 12 0 523 114 : 14.0 R 13.0 T 12.0 14.0
RR 0 0 0 0 : 12.0 13.0 R 1.0 12.0
12.0 12.0 14.0 12.0
12.0 12.0 1.0 12.0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS E. UT . ARR. TYFE
Y/N N! Nb Y/u =in T
EB 0.00 9
WB 0.00 4.00 N 0 0 0.95
NB 0.00 4.00 N 0 0 0.95 50 m 11 . 5 4
SB 0.00 4.00 N 0 0 0.95 50 u 11 . 5 4
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NB LT X
TH TH X
RT X RT X X
PD PD
WB LT SB LT
TH TH X
RT RT X
PD PD
GREEN 15.0 0 .0 0.0 0.0 GREEN 13.0 47.0
YELLOW 5.0 0.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0. 0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.350 0. 178 25.0 C
R 0.024 0.333 13.0 B
NB L 0.061 0. 156 24.6 C 1 . 9 A
T 0.458 0.733
R 0.377 0.911
SB TR 0. 578 0. 533 6.9 B 6 B
INTERSECTION: Delay = 4.6 <sec/vehi) V/C = '] .437 LOS = A
1985 HCM: SIGNALI7ED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. . I-84 HOV RAMPS/DUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/ /8d
TIME. . . . . . . . . .PEAK SAT BUILD
COMMENT. . . . . . . 1990 COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
ED WD ND SD : ED WD NEB SD
LT 1 :1 it 15 it : L 12.0 L 11 .0 L i .Cr T 14. 0
TH i; 0 1 14 1Cr7. : R 14.0 L 11 .0 T 14.0 TP 14.0
RT 12 Cr 46Ci 91 14.0 R 1T.Cr T 112.0 14,i;
RR 0 C) C) C) : C) R 14.0 1^.Cl
iCr 1 .C_y
ADJUSTMENT FACTORS
GRADE HV ADJ PPG BUSES PHF PEDS PED. BUT. APR. TYPE
Y/N Nm Nb Y/N min T
ED 0.00 4.00 N 0 0 0.95 50 N 2- 3
WD 0.00 4.00 N it Cr c_r.95 5 r N 22.9
NB tr.c=rit 4,c=;it N it it i;.9 5 5 Cr N 11 . 5
SD 4,(iC;N 1) C)i„95 5c r N11 . 5 4
S I GNAL SETTINGS CYCLE LENGTH = 9 i.C)
PH--1 PH PH-? PH-4 PH-1 PH F'H-Y F'H-4
ED LT h ND LT X
TH TH X X
FAT x RT X k
PD F'D
WD LT SD LT
TH TH x
RT RT X
PD PD
GREEN 15.0 0.0 i y Q C)0.0 GREEN 1'.0 47.0 Cr, -
YELLOW 5.0 0 r,0 0.0 YELLOW 5 .(-)5.0 0.0
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
ED L 0..46., i=>. 178 6.Cr D 4.9 C
NB L 0.061 0. 156 4.6 C X-.^ A
T 0. 545 0.7•7.= 6 A
R i 0.911 0.3 A
SD TR ii.647 0. 533 8.4 D 8.4 El
INTER SECTION: Delay = 5.6 (sec/ve h) V,C = Cr. 5 2-9 LOS = D
1985 HCM: SIGNALIZED INTERSECTIONS)
SUMMARY REPORT
INTERSECTION. . I-84 EB RAMPS IBUC"KLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/25/88
TIME. . . . . . . . . .PEAK SAT NO-LSD
COMMENT.. , . . . . . 1990 PROJECTED TRAFFIC VOLUMES
VOLUMES GEOMETRY
EEC WB N9 SB : EB WD NB SB
LT 8=,9 C) C; 114 : L 14.0 L 11 .C) T 12.t=) L 14.ti
TH 0 C) BiyT 82L1 : L 1y.0 L 11 .0 T 1.4- L
4 ii tom'.1 4.Ci R 1=1.0R 14.Ci T 1^.i
R T 07 i
RR Ci ti i) t;) : 1 0 1_;.C) 14.0 T 114.0
S1yt)1''w0 14.0 i.;
ADJUSTMENT FACTORS
6f'-\'ADE L,A D J I-='KG BUSES PHF PEDiS PED. BUT. ARR. TYPE
r;:) 1 j t'/t h i!b V. !'I (n i.n T
t_B t; t_iCi 4.C-)C-)to C; t C).96 itj to 4.8
Wr c;=C;C; t C;tri i; Ci t:).96 5C)lu r.S
SB C),tat_i 4.C)0 CAI 0 0.96
SIGNAL SETTINGS CYCLE LENGTH = ` (--).C)
PH 1 F H--2: PH-3 PH-4 PH-1 PH-2 P}-H—_, PH-4
EB LT x NB LT
TH x TH x.
RT x RT k
PD PD
WN LT SB LT x
TH TH x x
RT RT
PDPD
GREEN C).0 C).C)i).i)iy,t)GREEN 15.C) C),t_)C).t_;0,c
0 Q mot_;t_).f)0.0 YELLOW 5,- 5.0 0.0 t-,YELLOW
LEVEL OF SERVICE
LANE GRP. V r'C G/C DELAY LOS APP. DEL A r'Af='I='. L)S
797 C)._a4 1 r 21. .4
EB L
0 5-79 0.7'44 16.6 r
NB T C).7 iy.?4+ 15.0 t
r 1 0.689 i u
SB L C). 1 C) C). 1 7 S 4.C) 7.6 R
T t-),4'6 C). 5 b 7 b D
I ICI i ERSECT I ON: Delay sec/ve h j V/C - C).647 1_.0 S =_ -F,
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. . I-84 ELF RAMPS/BUCk.LAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .612^!88
TIME. . . . . . . . . .PEAK SAT BUILD
COMMENT. . . . . . . 19?0 COMBINED TRAFFIC VOLUMES r
VOLUMES GEOMETRY
EB WD NB SD : ELF WB NB SD
LT 978 i; C; 278 L 14.0 L 11 . ; T 1 ^,i; I 14.(
TH 0 t; el(-) 8c-)9 L 1 L.0 L 1 1 .i_i T 12.0 L l y,(--I
RT 7:07 t j-:=4 0 R 1 4.0 R 1=.t_? R 14.C-- T 1?.t;
EiR 0 i t; 1 .C7 1•T.(7 4.; T 117..r._;
1 .(;1L.0 14.0 1'_',0
1.t;1 In.C;
ADJUSTMENT FACTORS
GRADE HV ADJ PPG BUSES PHF PFDS PED. BUT. ARR. TYPE
Y/N Nm Nb Y/N min T
EB ci.0 i 4,00 N t=; Q iy.96 50 N 24.8
WB i).0( 4.t_)t,;N C) i;C).96 50 N 24.8
NB i;,ot_; 4.00 N i; i;0.qE, 50 N 12. 4
SB C).0(:) 4.00 I\!c_; 0 0.96 50 N 1 4
S I GNAL SETTINGS CYCLE LENGTH = 9 ;.;
PH-1 PH-2 PH PH-4 PH-1 PH-PH-=_ F'H-4
EEC LT x NB LT
TH x TH x
RT x RT x
PD PD
WEB LT SB LT x
TH TH x x
RT RT
PD PD
GREEN TC;,0 C;i;,0 ci GREEN 15. i; ?i:;.c;i=;,ci
YELLOW 5.0 C).t;C),t;i;,iy YELLOW 5.c=; c_;ci,ii 0.0
LEVEL OF SERVICE
LAME GRP. V/C G/C DELAY LOS APP. DELAY APP. LIDS
ED L 0.911,19 0.=44 T1 .i; D 7 .-D
R 0. 579 C-;.=44 16.6 C
NB T i;.7^9 0.344 15. 1 C
R 0.221 i;.689 27.4 A
SB L t;;. 5 1-2) 0. 178 26. 1 D 1;.6 D
T 0.43i; ti. 567 5.3 R
INTERSECTION: Delay = 17. 5 (sec/veh) V/C = o.764 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .TOLLAND TPKE/DUCKLAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . . 5/-.25/88
TIME. . . . . . . . . .PEAK SAT NO-BD
COMMENT. . . ._ 199iy F'ROJECTEDTRAFFTRAFFIC
L
VOLUMES GEOMETRY
EB WD Nei SLR : EB WD NB SEA
11 '761 : L 14.0 L 14.0 L 14. ) L 14.0LTY18 _:16
TH 4,-:5 404 ==75 See : L 12.0 T 11.0 T lz.0 L 1 .0
RT 278 242 '68 408 T 12.0 T 12.0 T 14 c T l.i;
RR 0 0 C; 0 T' 14.0 R 14.0 R 1414 0 T 1.C;
ADJ STMENT FACTORS
i R A D E ADJ F'i`:G BUSES PHF PEDS PED. BUT. ARR. TYPE
c i r,/N Nim r-4b Y/N m;
EN c;.C;i; 4. N C; C;0.95 5t;N 1 .
Ft C;,c,;C; 4, c=,N 0.95 N w
NEB C;.(C; 4={tii_i N i; e i Ci.9`i 50 N 1 .8
Sze C;.C)C, 4=_,;_N 0.95 5t;to 1 . 4
SIGNAL SETTINGS CYCLE LENGTH = 9(--).;
PH-l r'H PiA-. PH--4 PH-1 PH PH-3 F-H-4
EN LT X NL-; LT X
TH X TH x
RT x: RT x
PD F'D
WEB Ll- X SLR LT X
TH x TH X
R*T x RT K
PD PD
GREEN t;.c:; 16.0 0.0 C;d C;GREEN 19.0 15.0 0.0
YELLOW 5.C;5.0 C).C;0.0 YELLOW 5.0 5.0 C).C;C).C;
LEVEL OF SERVICE
LANE GRP. V:C G/C DELAY LOS APP. DELAY APP. LOS
T C;.7C-)0 (-). 189 y-3.9 r
C).444 0.411 12.6 B
WB
i' r?.67(--) 0. 189 5 C
R. C;.411 1_ ,^ 9
NB L 1 5 J.L. i4.9 C 4 C
T ci,661_ t;w 17R fS c
R C;. 5 3 7 C .411 14. 1 D
SB L_ 24.8 C 18.cj C
R; l/.h._I 0.41.1. 12.6 E
INTERSECTION: Delay sec/ve h) V/C = 0.924 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .TOLLAND TPKE/BUCI'.:LAND ST
AREA TYPE. . . . .OTHER
ANALYST. . . . . . .RR
DATE. . . . . . . . . .6/-n-/88
TIME. . . . . . . . . .PEAK SAT BUILD
COMMENT. . . . . . . 199i y COMBINED TRAFFIC VOLUMES
VOLUMES GEOMETRY
ED WB NB SB EL-i WB NB SEA
LT 0 5 16 ?4 261 : L 14 .(? L 14.0 L 14.0 L 14.0
TH 515 4f3 395 :3.9 7 L 12.0 T 12.0 T 12.0 L 12.0
RT .14 242 7`68 386 : T 12.(f T 12.0 T 12.il T 12.0
RR i) C; C) ti : T 14.G R 14.0 R 14.0 T 1 2.0
R 14.0
1
1^.0 1 i14.0 R 14.
12. ,1 i 1..0 1,-).0
ADJUSTMENT FACTORS
GRADE HV A D J PKG BUSES PHF PEDS FED. BUT. ARR. TYPE
t t\1m h b Y/N min T
E 4 .i_%`•_%to i_; ii i_;.95 5(i to
WB i;a(liJ 4(;ii t ij f i)agri 5(1 1 ._
NEB 4,;)(;N C)0.95 5 ii N T 1 .8
SB i_;,(l(; 4,c-,t.,N i-i i 0.95 50 M 1 .8 4
S I GNAL SETTINGS CYCLE LENGTH = 90.()
PH-1 PH-2 PH PH-4 PH-1 PH-2 PH-? PH-4
EB LT x NB LT x
TH TH X
RT x RT x
PD PD
WB LT x SB LT X
TH A TH X
RT X RT X
PD PD
GREEN i.i:t 16.i_i il,i;flat;GREEtJ 19.ii 15.0 0.0 0.0
YELLOW 5.0 5.0 o a i-;0.0 YELLOW 5.0 5.0 o.0 0.tl
LEVEL OF SERVICE
LAME GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EEC L
j,
43'X22 0.
o_,f-
22.6 C 4
R i-1, 1_5(;1 0.411 i-5.a1 B
WB L 79= <j.71 31, .7 D 24.9 C
8 i-l C . 199 6i .6
R 8 6 0. 411 12.2 B
NB L G.652 2 26.8 D 21 .3 C
T 696 178 24.4 C
R C). 5 R;7 0.411 14. 1 B
SB L 88 J.,22.8 C 18. 1 C
I i,7 i_lii (;. 1:R 20. 5
R 616 ().411 12.2 B
INTERSECTION: Delay = .1 .7 (sec/veh) V/C = o.961 LOS = C
w.,j0p, No .
4f VC741-
T-L
L
fV//Z-
V&
XD
1,q 7y
2/2-- Q/
I-afyol
TOTAL VOLUME
N-S E-W DEMAND SPLIT
2z5 /775,176 518
9y
TABLE 10-5- CAPACITY OF Two-BY-Two LANE FOUR-WAY
STOP-CONTROLLED INTER-SECTION FOR VARIOUS DEMAND
spul-S
VOLUME/CAPACITY 50
cApAcrry'
DEMAND SPLIT VPH)
50/50 1,900
55/45 1,800
60/40 1,700
65/35 1,600
70/30 1,500
TOW capacity.-all kVL
SOURCE.Rcf.9
TABLE 10-7. APPROXIMATE LEVEL-OF-SERVICE C SERVICE
VOLUMES FOR FOUR-WAY STOP-CONTROLLED INTERSEC-
TIONS
LoS C SERVICE VOLUME,VPH
NUMBER OF LANES LEVEL OF SERVICE_ ox e6v";-e
DEMAND
SPLIT 2 BY 2 2 BY 4 4 By 4
50/50 1,200 1,800 2,200
1,140 1,720 2,070
55/45 1 70
60/40 1,080 1,660 970
65/35 1.010 610 1,8801,820
70/30 960 1,610 1
pop
I I•:TFF F--*. I l i=fi.1 NY y o G
n/ WOWY
J \s
JIL
8
a d,
aN Him 140
TOTAL VOLUME
N-S E-W DEMAND SPLIT
6Z6 75 gig
TA13LE 10-5. CAPACITY OF A TWO-BY-TWO LANE FOUR-WAY
STOP-CONITROLLED INTERSECTION FOR VARIOUS DEMAND
P LITS
VOLUME/CAPACITY
CAPACITY
DEMAND SPLIT VPH)
50/50 1.900
55/45 1,800
60/40 1,700
65/35 1,600
70/30 1,500
Toul C&P-- y.all kgs.
SOURCE:Rd.9
TABLE 10-7. APPROXIMATE LEVEL-OF-SERVICE C SERVICE
VOLUMES FOR FOUR-WAY STOP-CONTROLLED INTERSEC-
TIONS
qLOSCSERVICEVOLUME.VPH
NUMBER OF LANES LEVEL OF SERVICE
13CMAND 4 BY 4
SPLIT 2 BY 2 2 oy 4
50/50 1,200 1.800 2,200
55/45 1,140 1,720 2,070
60/40 1,080 1,660 1,970
65/35 1,010 1.630 1.880
70/30 960 1,610 1,820
ls _Ae
p.. l , Y' U{' i lop, N 0_ (!f
l1 1 / I1i•\, 0NT 20(J IJ'IIJ l i'1,!j t l.'_ •1 I l ..
o,,-a,,,7 r LII•1TER;E t 7 1 t+ts LEf'
cn T//Q y4 Y
N
D
CL ST E 7 VOLUME
N—S E—W DEMAND SPLIT TOTAL
z-55gay17
TABLE 10-5. CAPACITY OF A TWO-BY-Two LANE FOUR-WAY
STOP-CONTROLLED INTERSECTION FOR VARIOUS DEMAND
PUTS
VOLUME/CAPACITY
CAPACITY
DEMAND SPLIT VPH)
50/50 1.900
55/45 1.800
60/40 1,700
65/35 1,600
70/30 1,500
Total aP&dtY-all kGL
SOURCE.Rd 9
TABLE 10-7. APPROXIMATE LEVEL-OF-SERVICE C SERVICE
VOLUMES FOR FOUR-WAN' STOP-CONTROLLED INTERSEC-
TIONS
LOS C SERVICE VOLUME,VPH
NUMBER OF LANES LEVEL OF SERVICE
DEMAND 4 BY 4
SPLIT 2 BY 2 2 BY 4
50/50 1,200 1,800 2,200
55/45 1,140 1,720 2,070
60/44 1,080 1,660 1,970
65/35 1,010 1,630 1,880
1,820
70/30 960 1,610
7_ /Ls.9 0
N
T-c F. +_:i=;T r i3r:+,
i°5
FirNON
NM
N-S E-W DEMAND SPLIT TOTAL VOLUME
2 z w z 5 9S y
TABLE 10-5. CAPACITY OF A Two-BY-Two LANE FOUR-WAY
STOP-CONTROLLED INTERSECTION FOR VARIOUS DEMAND
P LITS n
VOLUME/CAPACITY
CAPACITY`
DEMAND SPLIT VPH)
50/50 1,900
55/45 1,800
60/40 1,700
65/35 1,600
70/30 1,500
TOW caps6ty.'A]kgs.
SOURCE:Ref.9
TABLE 10-7. APPROXIMATE LcVEL-OF-SERVICE C SERVICE
VOLUMES FOR FOUR-WAY STOP-CONTROLLED INTERSEC-
TIONS
LOS C SERVICE VOLUME,VPH y
O e C
NUMHER OF LANES LEVEL OF SERVICE
DEMAND 4 BY 4
SPLIT 2 OY 2 2 OY 4
50/50 1,200 1,800 2,200
55/45 1,140 1,720
1,970
60/40 1.080 1,660 0
65/35 1,010 1,630 1,880
70/30 1 960 1,610 1,820
19e5 HCM: UNS I GNAL 17ED INTERSECTIONS Wage--
K F:k::;;k kM k**k**K k?k**
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . _%5
F'EA I:: HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : .9
AREA POPULATION. . . . . . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . 1 5()\--70(/
NAME OF THE EAST/WEST STREET.. . . . . . . . . . . . . . . . . . . . . DEM I NG STREET
NAME OF THE NORTHI SOSNTH STREET. . . . . . . . . . . . . . . . . . . BUCKLAND RD
NAME OF T H- ANP, yST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
r I'+T E OF THEE !'rJ)!"~'i l :f S I S 'IT1-t• d`_.!lr',v) . r. s n r . . . . . . . . . n . . 5 t_.
2 1 illC PER 10D ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK' SAT NO—BE)
C-1 T HER I NFOr:MH^.T I Oiy„ i~;'i PP-01.1 ECTED TRAFr=I C VOLUMES
INTERSECT ION Tyrr'E AND CONTROL
I NTERSECT I CAN T` I::'E: 4—LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL_ TYPE EASTBOUND: STOP SIGN
CONTROL T Y+`E WESTBOUND: STOF' SIGN
TRAFFIC VOLUMES
E_u wB ND SB
LEFT 1 0 261
THRIJ C; 9 q. 652
iZ I GHT ei 7 10 4
1,iUh4BER OF LANES AND LANE USAGE
E B wB r,aR SLR
LANES
ADJUSTMENT FACTORS Page 2
PERCENT RIGHT TURN CURB ROD I USE ( f f) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00 9i) i N
WESTBOUND c_;.fit=)9c_1) N
NORTHBOUND i)z c)c;9 ; 0 N
SO ITHBOUND i).00 9c-) N
VF_H I CLE COi POS I T I 01\1
Sj TR U CK COMBINATION
AND RV` V E H L CLE X, MOTORCYCLES
EASTBOUND
WE SDI-B0UNI;
NORTHBOUND 1 1
SQUTHDOUND 1 1
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 1 0-2) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
W 5.70rrD5.7i=; 7c; i,i_yi;
MAJOR LEFTS
SB 5. 1i) c-).C) ) 5. 1i)
NB 1C)C).t:)(-) 5. 1(;
M I NOR TH'r-'OUGHS
li f;. t_i i—) i_Ji_i
MINOR LEFTS
E B 6.c i 1 7 i t i_i.l 1 i_) 6.
CAPACITY AND LEVEL-OF-SERVICE Page-
F'DTEN—ACTUAL..
FLOW- T I AL Nf0VEIlENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pc ph) c ( pcph) c ( pc_ph) c ( pc ph) c = c -- v LOS
p M SH R SH
MINOR STREET
WB LEFT li; 7 65 b5 55 E
THROUGH it::; 101 96 101 96 7 SS E E
RIGHT p 44.1 441 441 4? A
ICI II. OR STREETREET
E. LEFT 56 E
TI iROUt; 1.f. 95 87 84 E E
RI 6FIT 473 4-7 T 45 ;A
MAJOR STREr
NB LEFT 9 54b 546 546 517 A
Sri LEFT q. 51.= 5(-: 51-:1 489 A
1985 HCM: LNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
4
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . =-5
PEAK' HOUR FACTOR. . . . a . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. „ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150000000
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . DEMING STREET
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . BUCKLAND RD
NAME OF THE ANALYST. . . . . . : . . = . . . a . . . . . . . . . . . . . . . = RR
DATE OF THE ANALYSIS (mm.l'dd/yy) . . . . . . . . . . . . . . . . . . 6/22/88
TIME PERIOD ANALYZED. . . . . PEAK SAT BUILD
OTHER I Ni ORMAT I ON: 199 3 COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: 4—LEG
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EH WB NEB SB
LEFT 1_I b 1.
THRU 10 9 741 717
R I GHT 1 c_) 4
NUMBER OF LANES AND LANE USAGE
ED WB NEB Sr--(
LAMES 1 1 1
ADJUSTMENT FACTORS 1--,
PERCENT RIGHT TURN CURES RADIUS ( ft) ACCELERATION LANE
GRADE ANGLE FOR; RIGHT TURNS FOR RIGHT TURNS
EASTBOUND t M,i 90 i N
WESTBOUND 0.00 9 ) i N
NORTHBOUND 0.0r)90 N
SOUTHBOUND 0.00i0 90 o N
VEHICLE COMPOSITION
SU TRUCKS % COMBINATION
AND RV' S VEHICLES MOTORCYCLES
EASTBOUND 1 1
WESTBOUND
NORTHBOUND r I.
SORTHBOUND
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
WB 5.7(-) i),i)o 5-.70
EEC 5.7f) 5.70 0.00 5.7(--)
MAJOR LEFTS
SEA 5, 1i; 5, 1 i),C)0 5. 10
ND 5. 10 5, 1(;)0,00 S. 10
MINOR THROUGHS
EB 6.3,) 6.-3_,t_)t) 6.()
MINOR LEFTS
WEB C).00 6.80
EB 6.80 6.80 i,on 6.8ii
CAPACITY AND LEVEL-OF-SERVICE F'zge-2--T--- -------
FOTEN-ACTUAL
FLOW- T I AL MOVEMENT SHARED RESERVE
MATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c ( pcph) c (pcph) c ( pcph) c = c - v LOS
p M SH R SH
MINOR STREET
WEB LEFT 10 75 6•=. 6 53 E
THROUGH 10 95 89 96 89 67 79 E E
RIGHT 8 411 411 411 40 A
MINOR STREET
ED LEFT 1^ 75 65 65 52 ELi
THROUGH 11 95 89 1 5 8S 78 78 E E
FIGHT 4 2-6 426 4'4 0':A
MAJOR STREET
NB LEFT 9 499 499 470 A
SB LEFT 24 482- 482`-492' 458 A
1985 HCM: UNS I GNAL I ZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . .=5
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 >00y
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PROPOSED DRIVEWAY 1
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . BUCKLAND STREET
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 6/12 /88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK SA7' B1ILD
OTHER INFORMATION: 1990 COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SD
LEFT 0 0 c
THR I 0 7 77 5`^
RIGHT 128
NUMBER OF LANES
ED WB NEB SB
LANES
ADJUSTMENT FACTORS 2 ? F'age-
PERCENT RIGHT TURN CURES RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND iy,0 i 90 1i; rya
WESTBOUND -------
NORTHBOUND 0.0 90 i_ji N
SOUTHBOUND 0.00 9i 20 N
VEHICLE COMPOSITION
SU TRUCK'S % COMBINATION
AND RV' S VEHICLES MOTORC`t'+-LES
EASTBOUND 1 1
WESTBOUND
NORTHBOUND i 1
SOUTHBO!ND j.
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10—y) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
EB 5.7C; 5.70 C),C)C> 5.7(--)
MAJOR LEFTS
ND 5. 10 5, 1 )C;,tjC; 5, 10
MINOR LEFTS
ED 6.90 f,,Esi_i Ci,c;C; b.S(--)
CAPACITY AND LEVEL—OF—SERVICE Page-
POTEN—ACTUAL
FLOW— TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pc ph) c ( pc ph) c ( pc ph) c ( pc ph) c = c -- v LOS
p M SH R SH
MINOR STREET
EB LEFT 0 83 a—::- 8. 8.7.
i_ i fsy 500 3 56 DRIGHT14
MAJOR STREET
NB LEFT i> 529 L 27c 529 A
1985 HCM: UNS I GNAL I LED INTERSECTIONS Page--1
IDENTIFYING INFORMATION 46LfL=-___--_----------
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . >
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15t;c;C)tj
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT `,!ALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . J .C. PENNY (EAST)
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 51' 5/88
TIME PERIOD ANALYZE-D. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEn-=: SAT NO-BD
OTHER INFORMATION.- 1990 PROJECTED TRAFFIC VOLUMES
INTERSECTION TYPO. AND CONTROL_
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL_ TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES1ES
EEC WD NB SD
LEFT 1 100 5
THRU 44C-)4(--)2 C;
RIGHT 8 I.
NUMBER OF LANES
ED WB tsar;SL-:
LANE
ADJUSTMENT FACTORS 1x« Page -2-
PERCENT RIGHT TURN CURD RAD T LDS ( f t) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS -FOF:-RIGHT-TURNS
i e t; ; -----qi;-- 1? 1\I
EASTBOUND
WESTBOUND 0.00 yt; 20 N
q N
NORTHBOUND 0.0C-)
SOUTHBOUND ----__
VEHICLE COMPOSITION
SU TRUCKS COMBINATION
AND RV' O VEHICLES MOT,RCYCL LS
y
i
EASTBOUND
i
i
WESTBOUND
NORTHBOUND
SOUTHDOUND
CRITICAL GAPS
TABULAR VALUES ADJUSTEDSTED SIGHT D I ST. FINAL
CRITICAL GAF'
Table 10-2.) VALUE ADJUSTMENTT- -------------
MINOR RIGHTS 5. 50
MAJOR LEFTS
j
5. b
MINOR LEFTS 7 .C;i;
CAPACITY AND LEVEL-OF-SERVICE j_,y
F'OTEN-ACTUAL
FLOW- TIAL MOVEMENT SHAFTED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pcph) c ( pcph) c ( pcph) c ( pcph) c = c - v LOS
p M SH R SH
MINOR STREET
NEB LEFT 6 177 155 155 150 D
RIGHT 149 841 841 841 692 A
MAJOR STREET
wD LEFT 11 629 6^9 tip 516 A
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . `.
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150000
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . J .C. FENNY (EAST)
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 6/i/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK SAT BUILD
OTHER INFORMATION: 1990 COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T—INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WEB NB SB
LEFT 1 100 5
THRU 617 565 0
RIGHT 8 7 1.
NUMBER OF LANES
EH WD NB SB
LANES 2 2
ADJUSTMENT—FACTORS
PERCENT RIGHT TURN CURD RADIUS ( ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND c_).00i qc_) 0 N
WESTBOUND 0.00 9c) i) N
NORTHBOUND C).C)c)1?0 X- N
SOUTHBOUND -----
VEHICLE COMPOSITION
SU TRUCKS X COMBINATION
AND RV' S VEHICLES X MOTORCYCLES
EASTBOUND 2 1
WESTBOUND 1
NORTHBOUND 1 i
SOUTHBO AND
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
NE 5. 50 5. 5t)C).00 5. 5(-)
MAJOR LEFTS !!(',
CC CC cc GG5.
MINOR LEFTS
CAPACITY AND LEVEL-OF--SERVICE F a eC-;i ----- -----g---
FOTEN--ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pc ph) c ( pc ph) c (pc ph) c ( pc ph) c = c - v LOS
p M SH R SH
MINOR STREET
NB LEFT 6 101 84 84 79 E
RIGHT 149 747 747 747 599 A
MAJOR STREET
WD LEFT 11? 494 494 494
1985 HCM: UNS I GNAL I ZED i NTERSECT I DNS
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . i>
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i_
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SQUTH STREET. . . . . . . . . . . . . . . . . . . CROFT DRIVE
TAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . : . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 5/2511/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK SAT NO—BD
OTHER INFORMATION.- 1990 Fn;OJECTEL' TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T—INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
ED WD NH SP.
LEFT c-; L
T HRU 40
R I GHT 6
NUMBER OF LAMES
ED WD N9 SI-
LfiNES
ADJUSTMENT FACTORS Page-2-r
PERCENT RIGHT TURN CURB RADIUS ( fit ) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND ci,c)c)90 N
WESTBOUND 9C) c> N
NORTHBOUND 0,t:)C)4i=3 i? N
SOUTHBOUND -----
VEHICLE COMPOSITION
SU TRUCKS % COMBINATION
AND RV' S VEHICLES e MOTORCYCLES S
EASTBO ND 1
WESTBOi1NI I
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table f c_)—X'2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
GG 50NB
MAJOR LEFTS
WB 5,()() 5.0 )0.00 t.i-)t)
MINOR LEFTS
CAPACITY AND LEVEL-OF-SERVIGE F E
POTEN-ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pc p h) c ( pc ph) c ( pc ph) c ( pc p h) c = c - v LOS
p M SH R SH
MINOR STREET
NB LEFT 2'97 291 9i a9 C
509 ti H
RIGHT r 679 6/9 679 672 A
MAJOR STREET
WEB LEFT 6 767 767 767 741 A
1985 HCM: UNS I GNAL I ZED INTERSECTIONS
IDENTIFYING INFORMATION l-.__T
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . ti
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .`~j
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15i)0C-)t:;
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . CROFT DRIVE
NAME OF THE A."NALYSI.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF -1'HE ANALYSIS (mfT/dd/yy) . . . . . . . . . . . . . . . . . . 6;`722/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAIt*-: SAT BUILD
OTHER INFORMATION: 199(-j COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
I NITERSECT I Ohl TYPE: T—I NTERSECT I Oil
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
ELF WEB NB SEA
LEFT
THR U 471 415 ii
RIGHT 9 i; 6
NUMBER OF LANES
EEC WB NB SD
LANES 1 1. 1.
ADJUSTMENT FACTORS F'agY-
PERCENT RIGHT TURN CURB RADIUS ( f t) ACCELERATION LAME
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND i),i)c;gi) i) M
WESTBOUND i ,C;C)90 L N
NORTHBOUND C),00 902 0 N
SOUTHBOUND -----
VEHICLE COMPOSITION
U TRUCK'S '% COMBINATION
AND RV' S VEHICLES l. MOTORCYCLES
EASTBO AND
WESTBOUND i
NORTHBOUND 1 f
SOUTHBOj AND
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
MAJOR LEFTS
WB 5.0C) 5.00 o.oi) fit,C)C)
MINOR LEFTS
N 1 LLLl. `rill 6. 5l)C),l)C) 6. 50
CAPACITY AND LEVEL--OF—SERVICE r F'c
A_5"ls-----------
POTEN—ACTUAL
FLOW— TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c ( pcph) c ( pcph) c ( pcph) c = c - v LOS
r M SH R SH
MINOR STREET
NB LEFT 6 22 y 220 218 C
y 2i i
422" 41 A
RIGHT 7 6C)7 6i 7 6 7 6 i A
MAJOR STREET
WEB LEFT 26 685 n8i 685 659 A
1985 HCM a NS I GNAL I ZE D INTERSECTIONS Page-1
IDENTIFYING INFORMATION 6-- - ---__
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . .
PEAK:. HOUR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150000ty00
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTHTH STREET. . . . . . . . . . . . . . . . . . . WHEELER ROAD
NAME OF THE ANALYSTST. . . . . . . . . . . . . . . . . . . . . . : . . . . . . . RR
DATE OF THE ANALYSIS (mm/ddlyy) . . . . . . . . . . . . . . . . . . 5/5/89
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK SAT NO—BD
0 TH E R I NF0E-%6 Mf-*;T I ON o 199C; PnOJ EC,TED "rRAFF I C jnLL I*IE S
INTERSECTION TYPE AND CONTROL
I NTERSECT I Ot:i TYPE: T—I NTERL ECT I ON
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE SO UTHBOUND o STOP SIGN
TRAFFIC VOLUMES
EB WD NB Sp
LEFT 7
THR!! 84
R 16FIT 9 7
NUMBER OF LAMES
EB WD 1--AB S,E{
LANES 1
ADJUSTMENT FACTORS
L' a F,a9P-
PERCENT RIGHT TURN CURB RADIUS ; f t j ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND i;.c)c) gi) i) N
WESTBOUND i=),c_)i) S i) N
NORTHBOUND -----
Sf11 iTHEi01_+trlL; 0.00 90 N
YIE H 7 CLE COMPOSITION
S!1 TRUCKS X COMBINATION
AND RV' S VEHICLES l. MOTORCYCLES
EASTBO lND 1
WESTBOUND
NORTHBOUND
SOUTHDO!ND
r` I T 1 CAL GAPS
TABULAR VALUES ADJUSTED SIGHT D I ST. FINAL
Table 1 0-) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
5 C 5. 50CC 5
MAJOR !_EFTS
MINOR LEFT:
CAPACITY AND LEVEL-OF-SERVICE a_,IZ/151-_/ Face
F'OTEN-ACTUAL
FLOW- T I AL MOVEMENT SHARED RESERVE
RATE CAF'AC I Ty CAF'A C I l Y CAF'AC I TY CAPACITY
MOVEMENT v( pc ph) c ( pc ph) c ( pc ph) c ( pc ph) c = c - v LOS
p M SH R SH
MINOR STREET
SEA LEFT 9 i)L? C;S c
419 4C A
R I GHT i C 14 A
MAJOR STREET
ED LEF*Y 1. 914 S14 19-14 81 A
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
C--------___-------
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . o
PEAK HOUR FACTOR. . . . . . . . . . . . . . . . . . . . a . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75(-){0()
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PLEASANT VALLEY RD
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . WHEELER ROAD
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS tmm/dd/yyj . . . . . . . . . . . . . . . . . . 6/-2 /88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK SAT BUILD
OTHER INFORMATION: 1 99C=) COMBINED TRAFFIC VOLUMES
I NTER SECT I N TYF-E AND COt!?n°OL
INTERSECTION TYPE: T—INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL_ TYPE SOUTHDOUND: STOP SIGN
TRAFFIC VOLUMES
EEC WD NEB SD
LEFT 1 2 7
THRU 47 41i;C;
RIGHT 9 7
NUMBER OF LANES
Eu WD NEB SEA
LANES
ADJUSTMENT FACTORS 1_/S-^ Page-2-'
j-,---G------__ ____---
PERCENT RIGHT TURN CURES RADIUS 1 f t) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND r.c_rtr 9ci Xt N
WESTBOUND o.00 9iyi r N
NORTHBOUND ------
SOUTHBOUND 0.00 9i 20 N
VEHICLE COMPOSITION
SU TRUCE'S f COMBINATION
AND RV' S VEHICLES MOTORCYCLES
EASTBOUND 1 1
WESTBOUND 1 1
NORTHBOUND
SOUTHBOUND i 1
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
MINOR RIGHTS
S B 5.50 5. 50 c=r e it it 5. 50
MAJOR LEFTS
EB 5.00 5.00 Cy.C-rc;
MINOR LEFTS
B 6. 5it C).C)C) b p 5 t:;
CAPACITY AND LEVEL-OF-SERVICE s j- F-,Ag e-
POTEN-ACTUAL
FLOW- TIAL MOVEMENT SHAPED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c ( pcph) c ( pcph) c = c - v LOS
p M SH R SH
MINOR STREET
LEFTSEA 8
7".3.4
RIGHT 7 657 657 S57 6 Ci A
MAJOR STREET
ED LEFT 1 74.E 74.?74. 7 4^A
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION e4-
AVERAGE RUNNING SPEED, MAJOR STREET. . . . . . . . . . . . . . 35-
PEAK HOUR; FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .9
AREA POPULATION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 150000
NAME OF THE EAST/WEST STREET. . . . . . . . . . . . . . . . . . . . . PROPOSED DRIVEWAY 4
NAME OF THE NORTH/SOUTH STREET. . . . . . . . . . . . . . . . . . . BUCKLAND STREET
NAME OF THE ANALYST. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . RR
DATE OF THE ANALYSIS (mm/dd/yy) . . . . . . . . . . . . . . . . . . 6/22/88
TIME PERIOD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . PEAK SAT BUILD
OTHER INFORMATION: 1990 COMBINED TRAFFIC VOLUMES
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE SOUTHBOUND: STOP SIGN
TRAFFIC VOLUMES
EEC WB NH SB
LEFT i) i)
THRU 477 4'x2"8
RIGHT 23 1.0
NUMBER OF LANES
EB WB NB SEA
LANES 1 1 1
ADJUSTMENT FACTORS 7/ F'age-
C
PERCENT RIGHT TURN CURB RADIUS ( ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.c0 C.?() C) N
WESTBOUND 0.00 c?o N
NORTHBOUND -----
SOUTHBOUND 0.00 90 si N
VEHICLE COMPOSITION
SU TRUCK'S % COMBINATION
AND RV' S VEHICLES MOTORCYCLES
EASTBOUND 1 i
WESTBOUND 2 i 1
NORTHBOUND
SOUTHBOUND 1 1
CRITICAL GAPS
TABULAR VALUES ADJUSTED SIGHT DIST. FINAL
Table 10-2) VALUE ADJUSTMENT CRITICAL GAF'
MINOR RIGHTS
SB 5.70 5.7)C).00 5.70
MAJOR LEFTS
E B 5. 10 5. 10 c).i)C) 5. 1()
MINOR LEFTS
SB to.8(_) 6.8 C)c).C)C) 6.8 C)
CAPACITY AND LEVEL-OF-SERVICE SATE _ 1='ac;
POTEN-ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v( pcph) c ( pcph) c (pcph) c ( pcph) c = c - v LOS
p 11 SH R SH
MINOR STREET
SB LEFT 0 185 185 185 185
6 b 625 A
RIGHT 11 6.=6 6 6': 65 A
MAJOR STREET
EB LEFT C) 71 1 712 71 A
Y
APPENDIX "D"
STANDARDS
page 1
1 . LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS
Level of Service for signalized intersectons is defined in terms of
delay . Delay is a measure of driver discomfort , frustration , fuel
consumption , and lost travel time . Specifically, level-of-service
criteria are stated in terms of the average stopped delay per vehicle
for a 15-minute analysis period . The criteria are given in table 9-1
from the 1985 Highway Capacity Manual published by the Transportation
Research Board in their Special Report 209 .
Delay is a complex measure, and is dependent on a number of
variables , including the quality of progression , the cycle length,
the green , ratio , and the v/c ratio for the lane group or approach in
question .
TAIIIJ: 9-1. LL-VEL-OF-,L'RVICI: CRITERIA FOK SIGNALIZED INTEK-
SCC'I'IONS
STOPPED DELAY
PER VEHICLE
LEVEL OF SERVICE SEC)
A 5.0
B 5.1 to 15.0
C 15.1 to 25.0
D 25.1 to 40.0
E 40.1 to 60.0
F 60.0
Level-of-Service A describes operations with very low delay, i .e . ,
less than 5 . 0 seconds per vehicle . This occurs when progression is
extremely favorable , and most vehicles arrive during the green
phase .Most vehicles do not stop at all . Short cycle lengths may
also contribute to low delay.
page 2
Level-of-Service B describes operations with delay in the range of
5 . 1 to 15 . 0 seconds per vehicle. This generally occurs with good
progression and/or short cycle lengths . More vehicles stop than for
Level of Service A, causing higher levels of average delay.
Level-of-Service C describes operations with delay in the range of
15. 1 to 25 .0 seconds per vehicle . These higher delays may result
from fair progression and/or longer cycle lengths . Individual cycle
failures may begin to appear in this level . The number of vehicles
stopping is significant at this level , although many still pass
through the intersection without stopping .
Level-of-Service D describes operations with delay in the range of
25 . 1 to 40 . 0 seconds per vehicle .At level D, the influence of
congestion becomes more noticeable . Longer delays may result from
some combination of unfavorable progression, long cycle lengths, or
high v/c ratios . Many vehicles stop, and the proportion of vehicles
not stopping declines . Individual cycle failures are noticeable .
Level-of-Service E describes operations with delay in the range of
40 . 1 to 60 . 0 seconds per vehicle . This is considered to be the limit
of acceptable delay . These high delay values generally indicate poor
progression , • long cycle lengths , and high v/c ratios . Individual
cycle failures are frequent occurrences .
page 3
Level-of-Service F describes operations with delay in excess of 60 . 0
seconds per vehicle . This is considered to be unacceptable to most
drivers . This condition often occurs with oversaturation , i .e . , when
arrival flow rates exceed the capacity of the intersection . It may
also occur at high v/c ratios below 1.00 with many individual cycle
failures . poor progression and long cycle lengths may also' be major
contributing causes to such delay levels.
page 4
2 . LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS
The computations described above result in a solution for the
capacity of each lane on the minor approaches to a STOP-or-YIELD
controlled intersection . Level-of-Service criteria for this
methodology are stated in very general terms, and are related to
general delay ranges. The criteria are given• in Table 10-3 from the
Transportation Research Board Special Report 209 , and are based on
the reserve , or unused , capacity of the lane in question . This value
is computed as :
CR = CSH - V
where :
CR = reserve or unused capacity of the lane , in pcph ;
CSH = shared-lane capacity of the lane , in pcph : and
V = total volume or flow rate using the lane , in pcph .
TA13L'E 10-3. LEVEL-OF-SERVICE CRITERIA FOR UNSIGNAL.-
iZED I KTEASEC-TioNs
RESERVE C.%PACITY LEVEL OF EXPECTED DL•LAY TO
PCPII) SERVICE MINOR:TPEET TMFFIC
Z 4W A Littic o- no dclay
303-399 13 Shon tcaft'ic dclays
200-199 C Avcrage traffic dclays
104-!99 D Long traffic dclays
0- 99 E Vcry long traffic dclays
F
a`-an 44• n.olvmt atctaca the ct Pataty*(the Itna,torten 6t.trt will W tncov-tctcd
t\ c.tv.nl .-h.ch mat ctvt. tc•att cortletion tflt<t.nc othat trtrTK nO•rmthu .n the
titr.tcs.on Th.t coca Eition Ytv.il,—arveml.mv.o.a—tnt to the Inlart KliO n,
Close, Jensen and Miller, P.C.
PLAN OF DEVELOPMENT
FOR
THE PLAZA OF BUCKLAND HILLS
4
TABLE OF CONTENTS:
4
PLANS
General Plan Sheet 1 of 4
Grading, Drainage and Utility Plan Sheet 2 of 4
Soils Plan Sheet 3 of 4
Location Plan Sheet 4 of 4
SUPPORT MATERIAL
Open Space and Landscaping
Facade Rendering
Discussion of Utilities
Wetlands and Watercourse Statement
Traffic Impact Study
OPEN SPACE AND LANDSCAPING
OPEN SPACE AND LANDSCAPING
Perimeter Buffer and Street Frontage Setback
The boundaries of the project provide a large amount of landscaped open space,comprised
of the"buffer"zone in South Windsor and the street frontage"yard" in Manchester.
A landscaped open space buffer of 100'width is maintained adjoining all project bounds in
South Windsor, including the buffer against neighboring residential properties and bordering the
public streets of Sn a ith Street, Wheeler Road and Pleasant Valley Road. The perimeter buffer
area in South Windsor amount to a total of 11.37 acres, or slightly over 20% of the total project
area within the Town. Thus the landscaped buffer area alone provides well over the Town
requirement of 10% of the gross site to be devoted to landscaping.
Where the project abutts residential properties, the buffer zone will be thickly planted to
provide deep visual and sound screening between the project and the residences. Portions of the
buffer area along Smith Street have existing wooded areas that may be retained in the landscape
scheme. Most other portions of the buffer zone will be designed for attractive landscape
plantings.
The street frontages of Pleasant Valley Road and Buckland Street in the Town of
Manchester will be treated as landscaped "front yard" to the project. A minimum area of 2.8
acres will be devoted to the street frontage setback and driveway entry landscaping. Street tree
planting, as well as landscape lawn, will be provided along the street frontage (where not
interfering with required sight lines).
Landscaped Parking Areas
All parking areas of the project are to be landscaped to avoid the unrelieved expanses of
paved surfaces.
In the retail protion of the project in South Windsor, over 12% of the parking lot area is
given over to landscaped divider strips and islands:
retail parking area 2001600 SF
landscaped portions 24,500 SF
In the retail portion of the project in Manchester, approximately 10% of the large parking
area is landscaped surface:
retail parking area 579,000 SF
landscaped portion 58,200 SF
The parking areas in the office portion of the project are divided into a scattered pattern to
avoid the massing of any large parking areas. All parking areas have landscaped strips and
islands providing a minimum of 5% of the individual lot area devoted to planting space.
Building Grounds for Office Buildings
The office development of the project will provide spacious landscape grounds for each of
the proposed office structures. A park-like"suburban"office grouping is anticipated.
The landscaped grounds area for the office buildings is estimated at 203,500 SF (4.67
acres) for development in South Windsor and 29,000 SF for the development in Manchester.
DISCUSSION OF UITLMES
PLAZA AT BUCKLANDHELIS
SOUTH WIND50R-MAN-CHESTER,CONNECTICUT
OCTOBER 1988
DRAINAGE
General
The development will generally maintain the existing drainage flow patterns. The storm
runoff will be collected by drainage systems and carried to the Town of Manchester detention
pond opposite the site on Pleasant Valley Road or to one of two proposed detention ponds
located on the site in the Town of South Windsor.
This system has been designed to attain zero increase in runoff from existing to developed
condition, in accordance with the requirements of the Town of South Windsor. Flow to the
existing Manchester detention pond southerly of Pleasant Valley Parkway has been maximized
because of the excess capacity available there.
One detention pond will be located on the northwest corner of the site and will outlet to
the existing South Windsor drainage system in Smith Street.
The pond at the northeasterly corner, located on the north border of the site,will outlet to
grade flowing overland to the existing 24"culvert on Smith Street located approximately 600'west
of Buckland Street.
Three systems of catch basins and connecting pipe systems, as shown on the Plan of
Development, comprise the storm drainage system. This system, as briefly described above,will
drain the entire site. Computations for existing and proposed conditions are attached.
Existing Conditions
Currently, there are four existing drainage areas on the site. The first area, the northwest
quarter, approximately 30 acres, drains to the area of proposed detention pond #1. Two existing
15" reinforced concrete pipes carry this drainage to the South Windsor system in that area. The
pre-development runoff for a 10-year storm is 20 CFS.
The second area, approximately 14.5 acres, located in the center of the southern half of the
site, drains to catch basins abutting the area located along the north curb of Pleasant Valley
Road. This pre-develt-prnent runoff, 12.9 CFS, is carried to the detention pond located south of
Pleasant Vallcy Road opposite the site.
The third area, the eastern half of the site and residences abutting the site on the north
border, appoximately 53 acres, flows overland to an existing 24" culvert located on Smith Street
about 600' west of Buckland Street. There is a low point on the site to which approximately 38
acres drains. The low area fills, overflows and drains with the additional area to the 24"culvert at
a rate of 18 CFS.
The fourth area, approximately 7.4 acres, located on the southwest corner of the site,
drains to two existing catch basins on the north curb of Pleasant Valley Road abutting the
drainage area. One catch basin receives the runoff from 5.6 acres of this area at a rate of 5 CFS.
The other catch basin drains approximately 1.8 acres at a rate of 1.6 CFS. The pipes from both
catch basins carry the pre-development runoff to the detention pond opposite the site.
Proposed System
Three drainage areas are proposed. The first proposed area, the northwest quarter of the
site, approximately 25.4 acres, drains through a system of catch basins and pipes to a proposed
detention pond. The maximum design outflow rate from the detention pond through a 15"
reinforced concrete pipe to the existing South Windsor system is 7.8 CFS during a 10-year storm.
The second proposed drainage area consists of three sub-areas, all designed to drain to the
existing Town of Manchester detention pond located south of the site. The first sub-area,located
in the central section of the site, contains 40.6 acres and has a peak runoff of 131.5 CFS for a 10-
year storm. The second sub-area,located on the southwest corner of the site has a peak runoff of
11.6 CFS. This sub-area contains 5.6 acres contributing to this peak 10-year storm flow. The
third sub-area,located just east of the previously mentioned sub-area,contains 3.85 acres and has
a peak runoff of 8.0 CFS.
The third area, located on the eastern end of the site, is approximately 18.7 acres. The
excess runoff, approximately 40 CFS will be retained by the proposed detention pond and
outletted at a rate consistent with maintaining existing drainage conditions.
WATER
The Project lies within two separate water franchises: One in the Town of South Windsor
allocated to the Connecticut Water Company and the second in the Town of Manchester Water
and Sewer Division. Close,Jensen& Miller has conferred with both authorities.
The Connecticut Water Company prosently does not have mains available at the site but
anticipates extension of this system to provide service. At this time we have received no
commitment as to their schedule.
Attached is correspondence from Mr. Robert J. Young, Administrator of the Town of
manchester Water and Sewer Division which is self explanitory and provides adequate coverage
for water supply until such time as franchise areas are resolved.
SANITARY SEWERAGE
The area of the site is within the apportioned South Windsor sewer district, operated and
maintained by the South Windsor Department of Public Works. We have been in contact with
Mr. Michael Gantick, Director of Public Works, and have been assured that an existing sanitary
sewer in Smith Street, 700 to 800 feet westerly of the intersection of Wheeler Road, can receive
the sanitary waste from the site.
o TOwn anc PETER P. D ROS.JR..MAYOResterSTEPHENTCASSANO. DEPUTY MAYOR
C JAMES F FOGARTY. SECRETARY
z • 0 lob - 41 Center Street
DIRECTORS
Manchester. Connecticut 06040 MARY ANN HANDLEY
GEOFfREY NABB.ESQ.
RONALD OSELL 4
KENNETH N. TEDFORD.ESQ
ROBERT 8 A"Ells GENERAL MANAGER BARBARA B WEINBERGTHEUNISWER1iHOVEN
September 28, 1988
Mr. Ken Keifer
Post, Jenson and Miller
1337 Silas Deane Highway
Wethersfield, CT 06109
RE: Proposed Commercial Development
Buckland and Pleasant Valley Road
Dear Mr. Keifer:
Recently I have had contact with representatives from your firm
regarding the provision of public water supply to the subject
development. As you are aware, the proposed development is situated
in both Manchester and South Windsor. The Town of Manchester Water
Department has sufficient water available to meet your domestic and
fire protection supply needs, however, part of the development lies
outside the franchise area for the Town of Manchester.
The Town of Manchester Water Department would be willing to
supply water for all of the proposed development provided an
arrangement and subsequent agreement can be reached with the
Connecticut Water Company. The terms of that agreement should be
such that the Connecticut Water Company will ultimately provide
service once they have extended their water mains into the area. The
exact technical information for water main layout can be arrived at
at a later date in the palnning process. I suggest that you make
contact with representatives from the Connecticut Water Company to
determine their position on this matter.
Should you have any questions or need additional information,
please do not hesitate to contact me. The Town of Manchester stands
ready to be of assistance in providing water service for that area.
Very
Trulyroung
s,
Robert J. R E C E I V E DAdministrator
Town of Manchester
Water and Sewer Division S E P j0 11988
RJY/msj CLOSE,JENSEN & MILLER,pCC: Robert B. Weiss, General Manager
Peter Lozis, Director of Public Works
RJYMEMOH(59)
An Equal Opportunity Employer
HYDROGRAPHS &. WATER ELEVATIONS OF DETENTION FOND DURING STORM
DRA4 ' . . . . VERSION 9124187
CLOSE. JENSEN & MILLER
WETHE:RSFIELD, CT.
BUCF•':LAND HILLS PLAZA
PROPOSED CONDITION-AREA z
OPTION B
9/20/8 8-EXBUCk::3B
10 YEAR FAST START COMPOSITE STORM (D. O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
POND SURFACE CONTOURS. . . ELEVATION, FT. AREA, SO. FT. CUM. VOL, CU. FT.
127. 00 Ca 19600. 00a
171 . CaCaCd oc) aCa. ifi 98464. 95
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN. ACRES ACRES
0. C)(-)(--) 000
i Cac_a 6. CaC Ca, 8i C
F3CaCa 6. 2C)0
10. 000 12. 4C 0 C). 8ciCa
eo() 6. 2C aCa
15. CJi0 18. 60i_a Ca.SCaCa
2 GROUPS OF OUTLETS
OF IDENTICAL INVERT TYPE
OUTLETS IN ELEV. OF
THIS GROUP FT. OUTLET
1 127. C oo C I RC. OR I F. 6(--)(:) COEFF. 12. (_ac_a I N. D I A.
13Ca. 500 TRAPZ. WEIR 60Ca COEFF. 1 Ca. CaCa FT. BASE WIDTH
Ca, 5citi FT. HIGH 10. C_)0 FT. TOP WIDTH
TIME. CONTRIB AREA CUM AVG FAIN WATER EL. WATER SURF. INFLOW, OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
0. 00 0.. (:)(-)a 6. 100 127. i00 19600. 000 0.. 000 0. 000
10.00 12. 4C_)a 4. 701 127. 746 1373. 141 46. 630 1 .382
20. 00 18. 600 3. 400 128. 979 2447{. 79 3 37. 2i 8 4. 581
C). 00 18. 6t_at_i 2. 699 129. 548 25969. 419 22. 457 5. 399
40. 00 18.60c_r 2. 280 129. 849 2678(-_). 945 16. 172 5. 785
5(--),00 18. 60C-)2. 000 13C). 046 27318.678 13. 592 6. o24
60. 00 18. 6i Ca 1 . 742 1:30. 158 27626. 687 8. 73.5 6. 155
70. Of_? 19. 60(i 1 . 55C) 1 TC). 177 27678. 899 6. 127 6. 177
ec). 00 18. 60Ca 1 . 401 130. 169 27656. 579 5. 4722 6. 168
90. C)(-) 18. 600 1 . 202 130. 148 276;0. 288 4. 959 6. 144
100. 00 18. 6Ca0 1 . 183 1'0. 118 27517. 926 4. 546 6. 109
110. 00 18. 600 1 . 101 130. 081 27415. 127 4. 205 6. 065
120. 00 18. 60 a 1 . 031 1--To. o3E3 27296.069 3.. 918 6. 014
MAX. INFLOW RATE= 57. 876 CFS &POND VOL. = 31781 CU. FT. AT TIME = 15.0) MIN.
MAX. POND WATER ELEV. = 130. 177 & VOL. = 74725 CU. FT. AT TIME= 69.50 MIN.
MAX. OUTFLOW FATE=6. 177 CFS & POND VOL_. = 74725 CU. FT. AT TIME- 69. 5Ca MIN.
Y a:" D G F-
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40070GRY01113 le WA-401 UJIVA'T IONS C)F L)ETE_-rcrICJN POND DURING STORM
DRA4 ' . . . , VERSION c?/'-7'4/87
CLOSE. JENSEN & M11 L.EF.'
CT.
purn win v i'r 1.1-50 1"j;'jjj;!gy
E X 123 1-T 1103 (.'-0 N D I T 10 LEE P
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Itz-
61. 1 6. oo:.'
4 C 2 2 8 2. :7 E30 12. WAS
1 7 42'
T'_ 550 6. 547:
1 A& ED 6
R A T C F S Pi ATM!-_7 7:7. 5 P!I N
E1.-F.-'-V(V'1' 10rAc---p OF DETL*--NT10N POND DURING STORM
DR04 ' . VERSION c?./
L]4/87
WEETHE-RSFIELD., CT.
BLIC"I U)ND HILLS PL.A*.':'(-)
OPTION b
P
C,0 t-1 f I T
v-:,"I E 0W1F,` F FU. T. CL
IpH-!'T P1 F-,N T
i* l",r-1 t!!.'PF-'M!:-1-IT M! 1... 1
Ij f F F
17)
J J
T I t-IF L 17)
CF--
i'D
7.4
40., 4 CIC) 7 "12
C,4 0 555 2. 6 45. 7r-6
I-J 4 7 rr C7
4
4 Z4. I:"f-)1.4
7,--- ,--71 . 861
CZ f-
1 -7
D W T AT 7 1 ME-**I 17*.1. . 1-5 1 C F'-L
T I DNS OF DETEJAI I ON POND DUR I NG STORM,D V,Cl 6 R AF H Wry-1 EFL' E LE_ -)*1 1
DRA4 24 7
CLOSE, JENSEN 11P., MILLER
WETHER"S F: I D, CT.
FJTLL.G' F'L.A-.'(-)--MAr,,!C!•-IE-c-.?l"F-F'/SOI.JTH LQJp,,jTic-np
y ISTING (-0r,1PITI0rj-y)REA 2
el/9 e-.Pur 12
I F'Cll T C-1::.,T C
ON
E:-t-C 7 IMr 11 .A_T 1 IT` CL JIM L
t :* l::' IF F !f rILItj
14.
ME.T rj Ill=!. f-IL..j
1 L.
1 E
4
r C7 M IT
H I AT TIMEF,` R
HYDROGRAPHS & WATER ELEVATIONS OF DETENTION FOND DURING STORM
DRA4 ' . . . . VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
BUCKLAND HILLS PLAZA
PROPOSED CONDITION-AREA 3
OPTION F
9/20/8 8-EXPUCK3B
10 YEAR FAST START COMPOSITE STORM (D.O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
POND SURFACE CONTOURS. . .ELEVATION, FT. AREA. SO. FT. CUM. VOL. , CU. FT.
127. 000 19600. 00 0. 00
131 . 000 30000. 00 98464. 95
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN.ACRES ACRES
0. i()(-)0. i i0 0. 000
1300 6. 2000
5. i_ia%6. 2t0 0. 800
8iyi 6. 200
10.0iyi) 12.4C-)0 0. 800
15.000 18.600 0.800
2 GROUPS OF OUTLETS
OF IDENTICAL INVERT TYPE
OUTLETS IN ELEV. OF
THIS GROUP FT. OUTLET
1 12 7. 000 C I RC. OR I F. 600 COEFF. 12.00 I N. D I A.
1 130.500 TRAPZ. WEIR 600 COEFF. 10.00 FT. BASE WIDTH
0. 500 FT. HIGH 10.00 FT. TOP WIDTH
TIME. CONTRIB AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW, OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
0.00 0.000 6. 100 127.000 19600. 000 0.000 0.000
10.00 12. 400 4. 701 127. 746 21373. 141 46.630 1.382
20.00 18.600 3.400 128. 979 24470.793 37.208 4.581
30.00 18.600 2.699 129.548 25969.419 22. 457 5.399
40.00 18.600 2.280 129.849 26780.945 16. 172 5.785
50.00 18.600 2. 000 130. 046 27318.678 13. 592 6.024
60. 00 18.600 1 . 742 130. 158 27626.687 8. 735 6. 155
70.00 18. 600 1 . 550 130. 177 2 7678.899 6. 127 6. 177
80.00 18.600 1 . 401 130. 169 27656.579 5.472 6. 168
90.00 18. 600 1 . 2282 130. 148 27600. 288 4.959 6. 144
100. 00 18. 600 1 . 183 130. 118 27517. 926 4.546 6. 109
110.00 18. 600 1 . 101 130. 081 27415. 127 4.205 6.065
120. 00 18.600 1 . o31 130. 038 27296.069 3.918 6.014
MAX. INFLOW RATE= 57. 876 CFS &POND VOL. = 31781 CU. FT. AT TIME = 15.00 MIN.
MAX. POND WATER ELEV.= 130. 177 & VOL. = 74725 CU. FT. AT TIME= 69.50 MIN.
MAX. OUTFLOW RATE=6. 177 CFS & POND VOL.= 74725 CU. FT. AT TIME= 69.50 MIN.
H\ DROGRAPHS AT[R FLEVATIONS OF DETENTION POND DURING STORM
1)R1)4 ' . . . . 1)ER13ION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD. CT.
eurN L uwn 141 L Ae TZTsn/gouT ? LAzmnson
MOUSE cops T ION-AREA 4-Q,
9/ 1 :1/88-Ey8UC A42
COMPO llE STOPM / <`. O. T. L/PVET--HARTFORD)
L[UL.l I(Drl 1NLTREMINT
pip"Toll MCKA[ r I ATl''E- C"UMULAT IVE
F 'E r nU FF C['' r/' . NAl P':: /11 w r:HpGHr.V f)PE PUNOFF COOK.
M0
0 1»
0. A10
0. 6 10
AREA [UN AYG RAIN INFLOW,
I'/. /H . CF9
ADO 1 0. 0 0
4. 7 1 8. 02p
0. {K, 6. 21 4
71- G50 C,9 3. 492
40. 3. 85 2. 80 2. 543
2. 142
V. 250 1 . 7 Z,1 . 328
w . 1M0L0W TE=G. 0:19 TFS AT TIME = 10. 00 MIN.
Y*DR0GF"l,()FHS & WAI*'I:'.-R ELEVOTIONS OF DETENTInN POND DURTNG STORM
DRA4 ' . . . VERSION 9/'-'-)-1/97
JENSEN F, MILLER
14 E 1+1E*RS F I EL D., CT.
P.I f-I L AND W(_.LS WINDSOR
E'1 1 r4 f'.'; F Fl P.) I C) 0 PE A /A
Rtl TFORD)U F,"k.,T.S Ht-,F"
r-1 T T 1.) 1"l. Ll-'I'l T(-',L
F.
4
I tlFLOW.
crr-s
72 r-) 7 i-)1 1
4 1 4
o7f
C
7'
0. 7946171
F 7-T'-,IIE f-)
i)r?o o Fv(i r i i s in vi ir)"FE R EL E V A 7 10 N S OF- D E-FE N TI Ur POND D UR*I N G S T 0 RM
DRA4 ' . . . . VERSION 9/24/87
CLOSE, JENSEN i. MILLFR.
VIETHEERSFIELD,, CT .
13 U C I ('?HT) H TI. L S PL A,--'P --!-1 A rK',H E-.*.S,TE F-M U T H W I N D 30 '
DA' PE:75-1-I N C C D N P T T 10 r,,I-()R,E 4
17,/8-S-BLIC'.1 41
A*F Q,T f..E!!IF-, T L S 1 1 F Cl 0
CAM MUM Kit, IN: FANY i
011 Q KIM :4 r I
1 D ,
4, -120
D.
j7" AND PARK Q WE WON I r-111 L cl w
r I. HP. CWTS
57(:)
3. 092
Z. 280 2. 2,07
DQ- l, 6 000 1 . 111-88
72055. :
WATER ELEVATIONS 01= DETENTION POND DURING S'TORM
Df--,,'A4 ' . . . VERSION 9/24/87
CLOSE. JENSEN & MTLLER
CT.
BUCKLAND IMLAY IAIINDSOP
PROP0241) CONDITION A EA I
9—E Y B Ll C 1--'4 1.
T T T C:C?PI F"C)El 1.{.E S3 TPF?rl Q. ED. 1' . CKYWESP- .IAP-MORD)
FE
K"1 Td nj L 11 E
if* "DOT ly:7
7 45 is 0
i jq'
iZ A'.'& PCU
I N. NO C F-is
4. 701 11 . 6
7 50 Z. :1E3 0 1?57
6. D 2. 000 3. 00181
750 1 . 55c) 1 . 4e7
1 . 726
I . 197 1 . C.)177,C?
i . 016
too! C146
a F-n oi-fT IE= = I th 00 Pi I p!.
1q Ise)
I r-111,F-Y COV I T P'I F. (-,,F',,F- Cl-!,"l (VI!G RAIN T NFL OW
A CF?ET SS I N. /[IF,. C!Fm S,
6. 1 C)C)
C
2. (.
4. ","0 1. 4. 115
2. :2 S C) If.-. 989
0 1 „ 4 2 3 5:26
r) I .
9 4 7,
I IT , 1 28:2 F!. -7117
7 7
C, 7
4, 17:1
7.,
1, 77q.
D id FW- FE,= 1 00 M 1 1.
HYDROGRAPHS & WATER ELEVATIONS OF DETENTION POND DURING STORM
DRA4 ` . . . . VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD. CT.
COMr'OS I TE TOR 'D. O. T. CURVE--HAPrFORD)
TON T',CREME*NT
1 TI'/E AL/L 'nlV
c1/mnFr ATER HF APF A
75'''
4 5
o0 0. -70
Y INFL]W pROFILE
PROFI1-E 0. TIME, rIN. IN LOW, CFS.
9. 5
60. C-1 15. 7
70. 12. 9
80. 0 10. 5
pCi. 0 9. 4
10. 0 6. 8
110. 0 5. 7
120. 0 5
140. 0 3. 9
160. 0 3
180. 0 p
2 0. 0 2. 6
240. 0 2. 2
AerA B,
9 16?5
FRIE? APRETA CUP1 AV RAIIN wjs)-r El R E7 L 14 r)'T L-'--F SURF` r-'!:-L-0 W 0U T F L 0 14
T rd. 4)C F?EE ES IN. /HR. FT. 1--',Q. F-*T. C F"S C F Ss
7 2 c---j 9 7 6 2bl,12. 9 I 2G. 29C) 5 7 5 1 ?C?i
5 3. 5.1(1 2. J..8 1 23. 425 7 A C),1 I • q-C-)8 7 1 5 2 2
F,0. C) T-8., 7 8()2. 128. 15(:')6 7 4 9, 1() 77 1 .*-,.,7 7 15
7 B. *7 B 0 1 ., 7,q 2' 1..28. 497 74C 1.Q. (?422. 1 -2. 794 15 6
7',F3. -7 B 0 1 . 55C, t 2 . 4 6 F--, 7 A--I C-.!2. C-)6 7, S. 9 Z-'!7-- 12. 0 A,::
15P. TV) 1 4C-)1 1 28. a7& 74 1 5G,'., 666 6-. E-,,5 5 10. 7 59
B 7. I . i, :]--, C B. .5 5SC, 262 1 6,. 4"'D 9
U" 7 9") 31Ell, I Ili 71 128. 725 61 4. 8,-D
71 r-, 1 C-)I 7 6 7 7 4 5. 65
7 4,
1; cp:nu
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TIC, •S 0 r10
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12. 7.%
j 4
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tz
F 0! r 3 c 93 (71). ':T. AT
HYUROGF,,017-1-115 8, WATFF-' OF- DETENTIOIN PCIND IDUJ:''11-402 STORY
D F',=)4 V ER S 10 N 9/'4/S 7
CI-OSE. JEP-JSE-N MILL.EF-,'
V1E--7 1---1E:R'S)F 1. L.D y c-r .
EDUCKLAPIE) HILLS wrancs,
IFYISTINC-3 C01-UJI ION-AR EN 70A
C T I:.:!. M wor,
5 rj It J-E:
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oil,
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GROLAS OF f3yq&
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C U"r L E T S R.P..'. C)1,7
E:.THIS &NOW F T. UUMN F
T F;'.----,F,7 1 F I R 6 c:-, C,,'--!E F f:! F'T D; T,
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ME. CON-34 I B AFREA C LJ Q'I A 'Ii F'-2.T 4' 1.,,,q r ET FE 1. 1,11) 1 EN to,jrvF- I III r-L Cj 0 1-11-F 1-C1 ki
6. 11 C-10 1. 7 4 E C'a CQC)
1 7 7 46--.-.' 1 1 1
6. 4 C-)C. 1.28 12 3 47-7--5. 159 1-7. r 14,
WETLAND AND WATERCOURSE STATEMENT
THE PLAZA AT BUCKLAND HILLS
SOUTH WINDSOR/MANCHESTER
Wetlands and Watercourse Statement.
The Plaza at Buckland Hills is comprised of 92.5 acres bounded southerly by Pleasant Valley
Parkway, westerly by Wheeler Rd., northerly by Smith St. together with certain properties
abutting Smith St. to the south ,and easterly by Buckland Street.
The existing topography of the property is such that there are three watersheds: one southerly to
Pleasant Valley Rd.; a second northwesterly to the intersection of Smith St. and Wheeler Rd.;
and the third comprising the easterly portion discharging to Smith St. across the property
abutting Smith St. on the south.
No wetlands are shown on either of the official wetlands maps of South Windsor or Manchester.
The SOIL SURVEY for Hartford County, published jointly in 1962 by the U.S. Department of
Agriculture, Connecticut Agricultural Experiment Station, and Storrs Agricultural Experiment
Station, indicates that the Soil Series classifications comprising the site are as follows:
Classification of Soils
AfA Agawam fine sandy loam-well drained
EsA Enfield silt loam-well drained
EsB Enfield silt loam-well drained
EsC2 Enfield silt loam-well drained
MrA Merrimac fine sandy loam-somewhat excessively to well drained
MrB Merrimac fine sandy loam-somewhat excessively to well drained
MgC Manchester-gravelly/sandy loam -excessively drained
The approximate limit of each classification is as shown on the plan entitled "The Plaza at
Buckland Hills, Soils Plan."
Attatched is a publication of the Connecticut DEP relating the above referrenced 1962 SOIL
SURVEY with a list of soil series which are considered wetlands soils. None of the above listed
soils in the area of the site appear on the DEP list.
In 1985, fifty soil borings were taken throughout the site to depths of about 20 feet by Clarence
Welti Associates, Inc. Mr. Welti visited the site on September 28, 1988 with particular attention
to the low area in the northwest section. His letter report is also attached.
In accordance with the above,we feel that no wetlands or water courses exist on the present site.
Kenneth G.Keifer, P.E.
i0
CLOSE,JENS & MILLER, P.C.
IDENTIFICATION f tNLAND WETLAND SOILS
I. Introduction;
Wetlands are lands where saturation with water is the dominant factor
determining the nature of soil development and the types of plant and
animal communities living in t'-e- soil and on its surface. There are a
number of wetland types includ=ng marshes, swamps, bogs , and floodplains, .
Wetlands contribute to the ove-all quality of the environment by providing
habitats for a wide diversity cf plant and animal life. They also have
important roles in flood prote,=tion and pollution control , and may serve
as groundwater recharge areas. In addition, wetlands can be valuable
resource areas for scientific !-?search, outdoor education, and recreation.
II. Soil Categories and Criteria:
Inland wetland soil categories in Connecticut include poorly drained
soils, very poorly drained soils , and alluvial soils as designated by the
National Cooperative Soil Survey.
A. Poorly drained soils have a water table at or near the surface from
late fall to early spring_ These soils occupy nearly level and very
gently sloping areas. The soils are dominantly gray throughout the
subsoil . Some brown mottles may be present. Surface soils are
commonly dark grayish brown or very dark brown.
B. Very poorly drained soils have a water table which remains at or
above the surface most of the time. These soils occupy level or
depressed areas. The soils are usually gray throughout. Some brown
mottles may be present in the substratum. Surface soils are
generally thick and very dark gray or black.
C. Alluvial soils formed in sediments deposited by water on floodplains.
They occupy nearly level areas subject to stream flooding. These
soils range from very poorly drained to excessively drained. The
soils are relatively young and there is little or no evidence of
soil development.
CT II-D-1
October 1984
III. Using the Soil Survey:
This information is to be used in conjunction with published county soilsurveys. Soil survey maps are an excellent guide for identifying areasdominatedbywetlandsoils. However, at the published map scales,1: 15,840 and 1:20,000, the smallest areas which can be represented areabout2.5 and 4 acres, respectively. Therefore, inclusions of wetland
soils of this extent may occur within non-wetland map units. The reverse
also holds true. A soil map does not take the place of a detailed
on-site evaluation of an area for determining the precise location andextentofwetlands. Filled and other highly disturbed areas may alsohavewetlandsoils. These areas always require an on-site survey andevaluation.
Examples of wetland soils are:
Adrian muck
Pootatuck fine sandy loam
Ridgebury, Leicester, and Whitman extremely stony fine sandy loams
i
CT II-0-2
October 1984
List of Map Units that Qualify as Wetland Soils
Hartford County, Connecticut
Correlated and Published, 1962)
Am Alluvial land
BdA Bermudian sandy loam, 0 to 3 percent slopes
BeA Bermudian silt loam, 0 to 3 percent slopes
BfA Biddeford silt loam, 0 to 3 percent slopes
BgA Biddeford silt loam, reddish variant, 0 to 3 percent slopes
BmA Bowmansville silt loam, 0 to 3 percent slopes
HaA Hadley silt laom, 0 to 3 percent slopes
LcA Leicester loam, 0 to 3 percent slopes
LeA Leicester stony loam, 0 to 3 percent slopes
LdA Leicester, Whitman, and Ridgebury very stony soils, 0 to 5 percent slopes
LmA Limerick silt loam, 0 to 3 percent slopes
MoA Menlo silt loam, 0 to 3 percent slopes
MpA Menlo stony silt loam, 0 to 3 percent slopes
OnA Ondawa sandy loam, 0 to 3 percent slopes
PkA Peats and Mucks
PmA Peats and Mucks, shallow
PoA Podunk sandy loam, 0 to 3 precent slopes
RdA Ridgebury loam, 0 to 3 percent slopes
Re Rive rwash
RoA Rowland silt loam, 0 to 3 percent slopes
RuA Rumney sandy loam, 0 to 3 percent slopes
Sa A Saco sandy loam, 0 to 3 percent slopes
SbA Saco silt loam, 0 to 3 percent slopes
ScA Scantic silt loam, 0 to 3 percent slopes
SdA Scantic silt loam, reddish variant, 0 to 3 percent slopes
SeA Scarboro loam, 0 to 3 percent slopes
StA Suncook loamy sand, 0 to 3 percent slopes
SyA Swanton sandy loam, 0 to 3 percent slopes
SZA Swanton very fine sandy loam, 0 to 3 percent slopes
WaA Wallington silt loam, 0 to 3 percent slopes
WbA Wallington silt loam, reddish variant, 0 to 3 percent slopes
WcA Walpole loam, 0 to 3 percent slopes
WdA Walpole sandy loam, 0 to 3 percent slopes
WoA Whately loam, 0 to 3 percent slopes
WpA Whitman stony loam, 0 to 3 percent slopes
WrA Wilbraham silt loam, 0 to 3 percent slopes
WsA Wilbraham stony silt loam, 0 to 3 percent slopes
WtA Wilbraham and Menlo very stony silt loams, 0 to 3 percent slopesk'wA Winooski silt loam, 0 to 3 percent slopes
CT II-D-4
October 1984
DR. CLARENCE WELTI, P.E., P.C.
GEOTECHNICAL ENGINEERING
227 Williams Street- P. O. Box 397
Glastonbury, CT 06033
203) 633-4623
October 3 , 1988
Close , Jensen & Miller
1137 Silas Deane Highway
Wethersfield , CT 06109
Att : Ken Kiefer
Re : Plaza at Bucklaod Hills
Wetlands & Water Course
Dear Ken :
Regarding the above I have reviewed the topographic map of the site
and have walked the subject site . In addition , numerous borings have
been made on the site .
The soils beneath the site are very pervious sands and gravels (beneath
the topsoil) . There are no indicated wetlands on the wetland maps of
South Windsor and Manchester and there is no evidence of any wetlands
on the site .
As regards the question of water courses , seasonal or otherwise , there
is no physical evidence of any water course on the subject site . While
water obviously flows from the high areas to the low areas , the movement
on the subject site is in sheet drainage . Water courses do develop
only off the subject site .
If you have any questions please call me .
Very truly yours ,
Dr . Clarence Welti , P.E. , P.C.
CW:n
RECEIVED
0 C T 51988
CLOSE,JENSEN & MILLER,P.t
TYLER COOPER & ALCORN
COUNSELLORS AT LAW
WILLIAM R MURPHY WILLIAM H.CHAMPLIN.III CITYPLACE 205 CHURCH STREET
MILTON P DEVANE TIMOTHY W.BINGHAM 35TH FLOOR P 0.BOX 1936
JOHN H FILER DAVID W SCHNEIDER
RICHARDG BELL ROBERTW ALIEN HARTFORD. CONNECTICUT 06103-3488 NEW HAVEN.CONNECTICUT 06509
WILLIAM 5 ROGERS CARTER LAPRADE 203)789-0700
RALPH G.ELUOT ROBERT L KEEPNEW S 2 0 3) 5 22-1 21 6
GORDON S FERGUSON RICHARD W.BOWERMAN TELECOPIER(203)777-1181
MICHAEL J.DORNEY GEORGE E.O'BRIEN,JR. TELECOPIER (203) 278-3802
SAMUEL W BOWLBY ROBERT J.METZLER,II
BRUCE LEWELLYN RONALD J.COHEN 3 LANDMARK SQUARE
ROBERT K.CIULLA MARGARET P.MASON STAMFORD.CONNECTICUT 06901
JOSEPH C LEE WILLIAM W.BOUTON.III
JAMES G.KENEFICK.JR VERONICA M FALLON 203)348-5555
BARRY C.HAWKINS ALICE A.BRUNO TELECOPIER(203)348-3875
IRVING S SCHLOSS RICHARD F.ORR
JON T HIRSCHOFF
OF COUNSEL
MARK V CONNOLLY MARSHALL J TOUPONSE HENRY W PASCARELLA.PC
WILLAM S FISH,JR GREGORY H BONENBERGER
KEVIN McCANN JACQUELINE DEANDRUS BUCAR 2 GLEN COURT,P O BOX t038
ROBERTA L.McCAW NAN BUDDE CHEQUER GREENWICH.CONNECTICUT 06836
DAVID J WIESE ROBERT E.TRAUTMANN•
LIVIA D.BARNDOLLAR FIWS W STOBER October 18, 19888 203)869-2000
EMMETT E BROWN,III CHARLES R ANDRES
ALAN J.SOBOL THOMAS S.MARRION
JOHN R HEWITT KRISTINE D.RAGAGLIA
MICHAEL B.DASHJIAN CHRISTOPHER F.WANAT
JUDITH A.RAVEL SHAWN L O'SULLIVAN
SHEILA M.COOLEY JOSEPH A ACETO
MARGARET A.LITTLE ANN HAMILTON MAHER
BEN A SOLNIT CHRISTOPHER P.McCORMACK
JEAN KELLY CUMMINGS STEPHEN G.MURPHY,JR.
MARK A.MILANO PATRICIA M.O'NEIL
LORRAINE SLAVIN MICHAEL J.QUINN
NOT ADMITTED IN CONNECTICUT
State of Connecticut V%=`CEIVEd
Traffic Commission
Department of Transportation OCT j 11988
24 Wolcott Hill Road
P.O. Drawer A State Traffic CommissionWethersfield, CT 60603
Gentlemen:
I enclose a copy of the withdrawal of the following actions
previously pending in Superior Court in which the Town of South
Windsor and its chief traffic authority were the plaintiffs and
the State Traffic Commission and Homart Development Corporation
were the defendants:
Town of South Windsor and William R. Ryan v. CT State
Traffic Commission, et al, Docket No. CV-86-0319641 S
Town of South Windsor and Richard Sartor v. CT State Traffic
Commission, et al, Docket No. CV-87-0330054 S
Town of South Windsor and Gary Tyler v. CT State Traffic
Commission, et al, Docket No. CV-88-0347969 S
The Town of South Windsor has concluded an Agreement with
the Mall at Buckland Hills Partnership and Downeast Associates
Limited Partnership, the latter of which is therein and herein
referred to as the "Winchester Partnership". The Winchester
Partnership has applied or will imminently apply to the South
Windsor Planning and Zoning Commission and other relevant
authorities to permit the development and construction of a
multi-use retail-commercial facility of approximately 750, 000
State Traffic Commission
October 18,, 1988
Page 2
square feet on 57 acres of land located in South Windsor as well
as on contiguous land in Manchester, and describes this project
as the Plaza at Buckland Hills (hereinafter referred to as "the
Plaza") .
Pursuant to the Agreement of the parties referred to above,
this letter is to inform the State Traffic Commission that the
Town of South Windsor will offer no objection to the issuance by
the State Traffic Commission of an appropriate certificate to the
Winchester Partnership permitting the construction of the Plaza
provided that said certificate contains as a minimum as
conditions the road improvements set forth in numbered paragraph
3 of the aforesaid Agreement or such other improvements as the
South Windsor Planning & Zoning Commission may require in lieu of
said pictorially described improvements.
In order for the Town to ensure that these conditions are
satisfied, I hereby request of the State Traffic Commission ---
and, by copy of this letter, to counsel for the Winchester
Partnership --- that the Town of South Windsor be advised of in
writing, and be served with, copies of all filings and other
documents by and between the Winchester Partnership and those
acting in its behalf to the State Traffic Commission incident to
this project and any correspondence, notices, and other documents
passing to the Winchester Partnership or those acting on its
behalf from the State Traffic Commission, including but not by
way of limitation copies of all filings and certificates issued
by the Commission and notices of any hearings or meetings on the
application or the issuance of said certificates.
Very truly yours,
RGE:j rc
Enclosures
cc: Thomas DeMille, Esq.
Richard Sartor
t0,N +4,(
Tio 0-le Sau ?Vea
s 1540 SULLIVAN AVENUE - SOUTH WINDSOR, CONN. 06074
OR•CO AREA CODE 203 644-2511
REGISTERED MAIL
Nov. 3, 1988
Town Clerk
Town of Manchester
Town Hall
41 Center Street
Manchester, CT 06040
re: P. A. 87-307
Dear Sir/Madam:
In accordance with the captioned 1987 legislation concerning
notification to municipalities regarding Planning and Zoning
Commission applications that could affect the abutting town, we
hereby notify you of the application of Melvin Simon Agsociates
for a General Plan of Development for property at the corner of
Smith Street, Wheeler Road, Buckland Road, and Pleasant Valley
Road, to be known as the Plaza at Buckland Hills, DC Zone.
A date has not been set for the public hearing of this
application. Interested persons are invited to keep apprised of
this matter, to attend the public hearing, and to comment.
If you have any questions, please feel free to contact the
Planning Department at 644-2511.
Thank you.
Very truly Yours,
Marcia Banach
Director of Planning
STATE OF CONNECTICUT MEMBERS
IV.-ItTRAFFIC COMMISSION Commissioner of Transportation
Department of Transportation Commissioner of Public Safety
W 24 Wolcott Hill Road • P.O. Drawer A
Commissioner of Motor Vehicles
Wethersfield, Connecticut 06109
Phone : 566-5228
November 7, 1988
Attorney Ralph G. Elliot
Tyler, Cooper & Alcorn
CityPlace - 35th Floor
Hartford, CT 06103-3488
Dear Attorney Elliot:
Subject: The Plaza at Buckland Hills
Manchester/South Windsor
As requested, you and the Town of South Windsor will be advised in
writing of any filings and other documents with regard to a State Traffic
Commission review of The Plaza at Buckland Hills and will receive copies
of such information. You and the Town of South Windsor will also be ad-
vised of any meetings of the State Traffic Commission at which an applica-
tion for such a development is scheduled to be discussed.
I am enclosing copies of the correspondence on file in this office
to date regarding this development. The copies do not include the Tech-
nical Appendixes and plans submitted with the Traffic Impact Study. They
are on file in this office and are available to be copied if so desired.
Very truly yours,3
William W. Stoeckert
Executive Director
cc: Mr. Richard Sartor
Mr. Robert B. Weiss
Chief Robert D. Lannan
Chief Gary K. Tyler
Mr. Russell Davidson/
Mr. Thomas D'Auria
Downeast Associates Limited Partnership
Attorney Thomas W. DeMille
An Equal Opportunity Employer
UNITED STATES POSTAL SERVICE;-+ c-`
OFFICIAL BUSINESS
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PS Form 3811, Mar.1987 U.S.G.P.O.1987-178-268 DOMESTIC RETURN RECEIPT
UPDIKE, KELL,Y & SPELL,ACY, P. C.
C01UNSELORS AT I.AW
PETER G.KELLY DAVID E.STURGESS CHARLES J NICOL ONE STATE STREET
BOURKE G SPELLACY MARK J.ZIMMERMANN RICHARD S ORDER
THOMAS J.SHORTELL JANET HUBON STRATTON POST OFFICE BOX 31277
THOMAS W DEMILLE MICHAEL J ANDREANA -JOSEPH F.TILGHMAN,JR
PAUL L MCCORMICK MARJORIE J.BERGER BARBARA C WAGNER HARTFORD, CON N ECTICUT 06103-3176
JAMES H LLOYD.III HAROLD M BLINDERMAN JOHN F WOLTER
JOHN C KING KATHERINE C.CALLAHAN
JAMES T GRAHAM ANNA V.CRAWFORD CABLE UKSLAW
ELIZABETH COLLINS BARTON LAURA B FRANKEL OF COUNSEi_ELEX 643067 HO HFDDOUGLASMrOSTLF_•
TEt,ECOPIER (203)548 2680
ALAN I.SCHEER SUSAN A HAYS 1
CAROL S CLAPP PETER R.HUNTSMAN CHRISTINE BECK
JAMES M CONNOR MORTON H.LIBBEY,JR
DEBORAH A MONTEITH ROBERT J MARTINO 203)548-2600
KAREN P.BLADO AMY S MCCABE STUART N UPDIKE
MICHAEL D NEUBERT ELIZABETH K.McLAUGHLIN (1904-I9831
R.DIAL PARROTT JOHN J MURPHY DIRECT DIAL NUMBER
ADMITTED TO DISTRICT OF COLUMBIA
AND CALIFORNIA BARS ONLY
December 6, 1988
Ms. Marcia Banach
Director of Planning
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
Re: Plaza at Buckland Hills
Dear Marcia:
As you know, the application of Downeast Associates Limited Partnership
for approval of its general plan of development was received by the
Planning and Zoning Commission on October 25, 1988 . Because we are
in the process of preparing an updated traffic study and cost-benefit
analysis, we hereby request an extension of the 65-day period for
the commencement of the public hearing, as provided in Connecticut
General Statutes Section 8-7d.
We will forward the additional studies to you as soon as they become
available.
Very ruly yours,
BARBARA C. WAGNER
BCW:j d
cc: = Mr. Donald Boelke
Mr. Thomas Maskey
Mr. Glen Johnson
James Barkley, Esq,
Mr. David Frese
l "i L:e1_
3 0 7
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U PDI KE, KELLY & SPELLACY, P. C.
COUNSELORS AT LAW
PETER G.KELLY DAVID E STURGESS CHARLES J NICOL ONE STATE STREET
BOURKE G SPELLACY MARK J ZIMMERMANN RICHARD S ORDER
THOMASJ SHORTELL JANET HUBON STRATTON POST OFFICE BOX 31277
THOMAS W DEMILLE MICHAEL J.ANDREANA JOSEPH F TILGHMAN,JR
PAUL L.MGCORMICK MARJORIE J BERGER BARBARA C WAGNER HARTFORD. CONNECTICUT 06103-3176
JAMES H LLOYD.IH HAROLD M BLINDERMAN JOHN F WOLTER
JOHN C KING KATHERINE C.CALLAHAN
JAMES T GRAHAM ANNA V CRAWFORD CABLE "LIKSLAW"
ELIZABETH COLLINS BARTON LAURA B FRANKEL OF COUNSEL TELEX 643067 HO HFD
ALAN I.SCHEER SUSAN A.HAYS DOUGLAS M.COSTLE•
CAROL S CLAPP PETER R.HUNTSMAN CHRISTINE BECK TELECOPIER(203)548-2680
JAMES M CONNOR MORTON H LIBBEY,JR
DEBORAH A MONTEITH ROBERT J.MARTINO 203)548-2600
KAREN P BLADO AMY S MCCABE STUART N UPDIKE
MICHAEL D.NEUBERT ELIZABETH K MCLAUGHLIN (1904-1983)
R DIAL PARROTT JOHN J MURPHY DIRECT DIAL NUMBER
ADMITTED TO DISTRICT OF COLUMBIA
AND CALIFORNIA BARS ONLY
January 16, 1989
Town of South Wi ndsor RECHVED
Planning & Zoning Commission
c/o Ms. Marcia Banach JAN 18 1989
Town Planner
Town of South Windsor SO. WINDSOR PLANNING DEPLSouthWindsor, Connecticut 06074
Re: Plaza at Buckland Hills
Dear Marcia:
We hereby request that the Application for a General Plan of
Development by Melvin Simon Associates, Inc. , for property
located at Smith Street, Wheeler Road, Buckland Road and Pleasant
Valley Road, be withdrawn.
Very ruly yours
BARBARA C. WAG R
BCW: j d
cc: Mr. Glenn Johnson
James H. Lloyd, Esq.
PLAZA AT BUCKLAND HILLS
EROSION AND SEDIMENTATION CONTROL STATEMENT
September 1, 1989
CONTENTS
Page No.
A. The Site 1
B. Proposed Development 1
C. Schedule for Grading and Construction
Activities: Phase I 2
D. Erosion and Sedimentation Control
Provisions on Construction Drawings 2
E. Aquifer Protection 4
F. Storm Water Management 4
Appendixed
A•Letter on Aquifer Potential
B-Storm Water Management Design Computations
RECEIVED
SEP 11 1989
S0. WINDSOR PLAN4UUG VEpyOwner: Downeast Associates Limited PartnershipEngineer: Close,Jensen and Miller, P.C.
PLAZA AT BUCKLAND HILLS
EROSION AND SEDIMENTATION CONTROL
A. The Site.
The Plaza at Buckland Hills encompasses an area of 92.5 acres straddling the Town Line of
Manchester and South Windsor. Approximately 36.5 acres lie in Manchester and 56 acres in
South Windsor.
The streets surrounding the site are Pleasant Valley Road, Buckland Street/Buckland
Road, Smith Street and Wheeler Road-
The site is gently rolling terrain, former tobacco growing land forming the divide between
watersheds draining northerly to Plum Galley Brook in South Windsor or to Whaples
Brook/Quarry Brook. There are no streams or inland wetlands on the site. The soils types are
identified on the Soil Plan, sheet no. 13.
B. Proposed Development.
Phases of Development. The development of the total site may be broken down by the
following phases:
Phase 1. Development of retail community center retail plaza of approximately
376,000 square feet of leasable floor area and related parking for approximately 1830
automobiles; in Manchester; construction to begin in 1990.
Phase H. Future development of smaller infill retail, restaurant and business
uses related to the community center; in Manchester; construction estimated
between 1992 and 1995.
Phase III. Future development of the acreage in South Windsor.
1
Related Plans. The proposed development for Phase I is described in the following plans
which are part of the application to the Manchester Planning and Zoning Commission:
Sheet No,
1 General Plan. 1" = 100'
2 Location P1anjPlot Plan. 1" = 200'
3-7 Engin___eering Plan, 1" = 40' (5 Sheets)
8-12 Wout Plan. 1" = 40' (5 Sheets)
13 Soils Plan 1" = 200'
14-18 Erosion & Sedimentation Control Plan, 1" = 40' (5 Sheets)
19 Construction Details
C. Schedule for Grading and Construction Activities: Phase I.
Start & Completion Dates. The estimated starting date for construction of Phase I is the
Summer of 1990 with completion anticipated in the Sumner of 1992.
Sequence of Erosion and Sedimentation Control Measures. As the grading and
construction for the Phase I site will be undertaken as one entity, the erosion and sedimentation
control measures shall be in place from the earliest construction and will be maintained until
final pavement and vegetative cover is established.
Added control measures will be installed during the construction period if deemed
necessary by the owner or agents of the Town of Manchester.
D. Erosion and Sedimentation Control Provisions on Construction Drawings.
Ile following provisions are noted on the Erosion and Sedimentation Control Plans as
guidance and requirements of the Contractor:
EROSION AND SEDIMENTATION CONTROL
1.The proposed activity consists of grading, construction of buildings, placement of parking
and driveway pavement, storm drainage and utilities that comprise the development of
the Plaza at Buckland Hills,Phase I, retail community center.
2
2.In general, erosion and sedimentation control and restoration measures shall conform
both to the"Connecticut Guidelines for Soil Erosion and Sediment Control',published by
the Connecticut Council on Soil and Water Conservation, January 1985, updated to
January 1988, and to the Town of Manchester requirements.
3. The projected starting date for construction is Summer 1990 and construction will take
approximately 24 months. Appropriate erosion and sedimentation control measures shall
be in place prior to the start of construction of any stage of this project and shall be
maintained until final pavement or vegetation is established.
4. Additional control measures will be installed during the construction period, if deemed
necessary by the Owner, by the Engineer representing the Owner, or by Agents of the
Town of Manchester.
5.The Contractor shall be responsible to control dust and wind erosion throughout the life
of his contracts. Dust control shall include, but is not limited to, sprinkling of water on
exposed soils and haul roads. The Contractor shall control dust to prevent a nuisance to
neighboring property owners, and to prevent a hazard to traffic on adjacent roadways.
6.The Contractor shall provided sedimentation control dams around existing and proposed
catch basins where needed to prevent sediment from construction activity from entering
the drainage system, and such controls shall be maintained until disturbed areas are
thoroughly stabilized.
7.Hay bales shall be used only as a temporary measure. Where control measures will be
required for longer than sixty(60) days,filter fabric shall be used.
8.The Contractor will be responsible for implementing this Erosion and Sediment Control
Plan including the installation and maintenance of control measures, informing all parties
engaged on the construction site of the requirements and objectives of the Plan, and
notifying the proper Town agency of any transfer of this responsibility. The Owner shall
be responsible for conveying a copy of the Erosion and Sediment Control Plan if the title
to the land is transferred.
9.The Contractor shall secure the services of a registered soil scientist or professional
engineer who shall verify in the field that the controls required by this plan are properly
installed and shall make inspection of such facilities within forty-eight (48) hours of any
significant rainfall, and shall, by written report inform the Owner or his agent and the
Town Planning & Zoning Commission not less frequently than monthly of observations,
maintenance and corrective activities undertaken.
10. The gravel construction entrance anti-tracking pad shall be installed as a first order of
construction before heavy construction traffic travel to and from the site.
11. Stockpiles of soil shall be surrounded by a sediment barrier. Soil stockpiles to be left bare
for more than fifteen (15) days shall be stabilized with temporary vegetation or mulch.
Side slopes of stockpiles shall not exceed a 2:1 grade.
12. Whenever final grading will be delayed for more than thirty (30) days after land
disturbance ceases, exposed soil shall be stabilized by temporary vegetation or mulch.
13. Sediment material removed from control structures shall be properly disposed of in
accordance with the intents of the Soil Erosion and Sediment Control Plan.
3
E. Aguifer Protection.
The larger area of the site is a broad plain of glacial deposits over bedrock. Such deposits
may supply groundwater. To date no agency has suggested preservation of the area for public
water supply. Nevertheless, protective measures are proposed to preserve the quality and
quantity of groundwater resources.
The letter of Dr. Clarence Welti P.E., P.C., is attached addressing aquifer potential of the
site (both Manchester and South Windsor areas) and recommending protective measures.
For the Phase I and H development in Manchester, all collected drainage from the site will
be directed either to (1) a new detention pond in South Windsor or (2) the existing Town of
Manchester detention pond on Pleasant Valley Road. Before outletting to the ponds, drainage
will be directed to special sedimentation/oil separation chambers to maintain water quality to the
ponds. The proposed new detention (in South Windsor)will contain several drywell chambers to
promote groundwater recharge. The existing Town of Manchester detention pond is already
serving for recharge.
F. Storm Water Management
The existing watersheds on the subject site were analyzed using the Rational Method and a
10-year fast start design storm. The proposed systems were designed with the same criteria. Full
development of all areas contributing to the proposed storm water management system was
assumed.
Existing D_ rainage Conditions. Currently, the site lies within two watersheds. The western
portion of the site is within a 14.5-acre watershed that drains to existing catch basins on the north
curb of Pleasant Valley Road. The pre-development runoff, 12.9 cfs, is directed to the Town of
Manchester detention pond located south of Pleasant Valley Road.
The eastern portion of the site is part of a 53± acre watershed that flows overland to an
existing 24" culvert located on Smith Street, 600'west of Buckland Road. The pre-development
runoff is 18 cfs.
Proposed Drainage Conditions. Two drainage areas are proposed. The first area,
approximately 30-acres on the western and southern portions of the site is proposed to drain
through a system of catch basins and pipes to the existing Town of Manchester detention pond at
a rate of 125 cfs.
The second area contains two sub-areas. The first sub-area, approximately 5-acres in
Phase L drains to the proposed detention pond located in the Town of South Windsor.
The second sub-area, approximately 20-acres, located in South Windsor, presently flows
overland to the area of the proposed detention pond in South Windsor then to the existing 24"
culvert in Smith Street. The proposed maximum outflow from the pond is 11.3 cfs., less than the
existing flow from this area.
Outlet protection has been designed using "Connecticut Guidelines for Soil Erosion and
Sediment Control", the Connecticut Council on Soil and Water Conservation, January 1988, and
Culvert Outlet Protection Design Computer Program Documentation", FHWX RD-75-508,
March, 1975.
4
DR. CLARENCE WELTI, P.E., P.C.
GEOTECHNICAL ENGINEERING
227 Williams Street - P. 0. Box 397
Glastonbury, CT 06033
203) 633-4623
July 21, 1989
Close, Jensen & Miller, P.C.
1137 Silas Deane Highway
Wethersfield, CT 06109
Att: Dennis Jones
Re: Plaza at Buckland Hills
South Windsor & Manchester
Review of Aquifer Potential
Dear Mr. Jones:
Regarding the above the writer has reviewed ( 1 ) the boringdataattheproposedPlaza, as from J.C. Penney Warehouse;2 ) the USGS surficial geology of the Manchester Quad-
rangle; ( 3 ) the ERT report of 1981 and (4 ) the proposedPlazaplans .
The subject area is presently relatively flat agriculturalland. Runoff is generally less than 25% of the totAl pre-cipitation. The paved and building areas at the subjectdevelopmentwillbe75to85acres . This area would have
insignificant infiltration in the future. This level of
infiltration will be mitigated considerably by the infil-
tration occurring at 3 large retention ponds (roughly 5 . 5
acres ) .
The soils below the water level, based on geological
mapping,as well as actual borings, vary somewhat across
the site, which is nearly 4000 feet across in an east-west
direction. The deposits at the northeast part consists of
ice-contact stratified drift. The lower portion of the
deposit (at a maximum of 50 feet below grade) has deposits
that range from relatively clean sands to a soils that
have considerable silt contents and have a low permea-bility. The deposits at the southwest portion of the site
toward the J.C. Penney complex) are deltaic deposits and
consist generally of Fine to Medium Sands to as deep as 70
feet . Water table was 20 to 25 feet.
In considering aquifer development the following are
general requirements :
RECEIVED
Au'3 30 1989
CLOSE,JEIJSEN&MILD.L 11
page 2
1 . A depth to water that is less than 50 feet and more
than 25 feet (to protect the aquifer)
2 . Soils that have a permeability high enough to permit
pumping water at high capacities
3 . Sufficient protection ( laterally) of the well site
to preclude contamination normally associated with
well protection in inhabited areas
The subject area marginally meets the first two criteria.
The third criteria is somewhat questionable. The existing
development and probable future development in the area
would be somewhat incompatible with aquifer protection.
Notwithstanding the above possible future use of the
aquifer should be addressed in development of the area.
To address the future use of ground water requires
provision for permitting infiltration of precipitation
without permitting excessive contaminants into the ground
water. The thrust of this effort would be to avoid a large
number of leaching drywells; which could become a large
number of contaminant sources . The more appropriate method
would be to provide oil and grease traps at all catch
basins and direct the water into retention or detention
ponds . Such ponds -could eventually be used for infiltra-
tion by placement of a series of leaching drywells at the
base of the ponds . This arrangement would roughly dupli-
cate existing infiltration
The future use of the aquifer would probably involve water
treatment. This treatment would probably be required in
any event for many of the existing wells to the south of
the subject site. The pressure of commercial facilities,
while somewhat incompatible with aquifer development
should not preclude addressing the possible long term
development of the zone as described above. This is not to
state that potential is high for aquifer development, only
that its possibility should not be excluded.
Very ly yours,
arence Welti, PhD, P.E.
President, Dr. Clarence Welti, P.E. ,P.C.
CW:nl
APPENDIX B
STORM WATER MANAGEMENT DESIGN COMPUTATIONS
CONTENTS
a e No.
1. Existing Drainage Conditions
Area 1 B-1 to B-3
Area 2 B-4 to B-12 C
2. Storm Sewer Design Computations
Area 1 B-13 to B-16
Area 2 B-17
3. Detention Pond Conditions B-18 to B-23
4. Outlet Protection Design Computations B-24 to B-26
HYDROGRAFHS & WATER ELEVATIONS OF DETENTION FOND DURING STORM
DRA4' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA @ BUCKLAND HILLS-MANCHESTER/S W
EXIST CONY-AREA !.
S CENTRAL TO MANCH DETENTION BASIN
4/25/69-BUCK2
10 YEAR FAST START COMPOSIT STORM (D.O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVETRAVELTIMERUNOFFCOEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN. ACRES ACRES
0. 000 0.00() 0.000
300 4.0 Q 0
6.000 4.000 0. 300
300 4. 000
12.000 8.000 0. 300
300 4.000
18.000 12.000 0.300
300 2.46(_)
24.000 14.460 0. 300
TIME, CONTRIB AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
O.00 0.000 6. 100 0.000
5.00 3.333 6. 100 6. 100
10.00 6.667 4.701 9. 401
15.00 10.000 3.890 11.669
20.00 12.820 3.400 12.662
25.00 14.460 2.995 1 1 .329
30.00 14.460 2.699 6.004
MAX. INFLOW RATE= 12.859 CFS AT TIME = 18.00 MIN.
B -
HYDROGRAPHS & WATER ELEVATIONS OF DETENTION FOND DURING STORM
DRA4 ' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA C BUCFLAND HILLS—MANCHESTER/S W
EXIST COND—AREA t
r
S CENTRAL TO MANCH DETENTION BASIN
4/25/89—BUCk2
25 YEAR FAST START COMPOSITE STORM (D.O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN. ACRES ACRES
0.Oot) 0.00C) 0.00c:)
4.000
6.000 4.000 0.300
300 4.C)C C)
12. 000 8.000 0.30 )
300 4.000
18.000 12.0(:)0 0.300
300 2.460
24.000 14.460 0.300
TIME, CONTRIB AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
0.00 0.000 7. 100 0.000
5.00 3.333 7. 100 7. 100
10.00 6.667 5.598 11. 196
15.00 10.000 4.665 13.994
20. 00 12.820 4.099 15.303
25.00 14.460 3.641 13.920
30.00 14.460 3.305 10. 139
MAX. INFLOW RATE= 15.471 CFS AT TIME = 18.00 MIN.
HYDROGRAPHS & WATER ELEVATIONS OF DETENTION FOND DURING STORM
DRA4 ' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA C BUCKILAND HILLS-MANCHESTER/S W
EXIST COND-AREA J
S CENTRAL TO MANCH DETENTION BASIN
4/25/89-BUCk:2
100 YEAR FAST START COMPOSITE STORM_ (D.O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN. ACRES ACRES
0, (_")0o 0.000 0.000
300 4.000
b.0(:)0 4.000 300
300 4. 000
12. 0 0 8.000 0.300
300 4.000
18.000 12.000 0.300
300 2.460
24.i)cica 14.460 0.300
TIME, CONTRIB AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
0.00 0.000 8.602 0.000
5.00 3.333 8.602 6. 602
10.00 6.667 6. 700 1Z.401
15.00 10.000 5.700 17. 100
20.00 12.820 5.001 18.678
25.00 14.460 4.417 16.918
30.00 14.460 3.991 12.242
MAX. INFLOW RATE= 18.885 CFS AT TIME = 18.00 MIN.
HYDROGRAPHS & WATER ELEVATIONS OF DETENTION POND DURING STORM
DRA4 ' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA C BUCKLAND HILLS-MANCHESTER/SW
EXIST COND-AREA %
EAST TO 24 IN CULVERT IN SMITH ST
BUCK3A3-4/24/89
10 YEAR FAST START COMPOSITE STORM (D.O.T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN. ACHES ACRES
C).c_)ci0 000 C).0c)(_)
00 0. 750
5.000 0. 750 i). 30()
300 0. 750
10.000 1.500 0.300
300 0.750
15.000 2. 250 0.300
300 0.750
20.000 3. 000 0. 300
7100 0.770
25.000 3. 770 0. 300
SUPPLEMENTARY INFLOW PROFILES (04t{Fr4 -A) - sa-c- p`Q_4v,b 8-10 4+51 s-I
PROFILE NO. TIME, MIN. INFLOW, CFS.
1 30.0 2.0
40.0 9.5
50.0 16.6
60.0 15.7
70.0 12. 9
80.0 10. 4
90.0 8.4
100.0 6.8
110.0 5. 7
120.0 4.9
TIME, CONTRIB AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
0.00 0.000 6. 100 2.000
10.00 1.500 4.701 4. 115
20.00 3.000 3.400 5.060
30.00 3.770 2.699 4.291
40.00 3.770 2.280 10.989
50.00 3.770 2.000 17.738
60.00 3. 770 1.742 16.526
70.00 3.770 1.550 13.481
B-A
TIME, CONTRIP AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
80.00 3.770 1 .401 10.842
90.00 3.770 1.282 8.797
100.00 3. 770 1 . 183 7. 162
1 1C). OG 3.770 1. 101 6.033
120.00 3.770 1 .0 3t 1 5. 209
MAX. INFLOW RATE= 17.738 CFS AT TIME = 50.00 MIN.
B -S
HYDROGRAPHS & WATER ELEVATIONS OF DETENTION POND DURING STORM
DRA4' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA @ BUCKLAND HILLS-MANCHESTER/SW
EXIST COND-AREA 9
EAST TO 24 IN CULVERT IN SMITH ST
PUCK3A3-4/24/89
25 YEAR FAST START COMPOSITE STORM (D. O.T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN. ACRES ACRES
p, (._)0_r 0.000 ir.00cj
3100 0.750
5. t>trtr 750 tr.300.
300 0.750
10.000 1.500 0.30o
300 0. 750
15.000 2.250 0.300
300 0.750
20.000 3.000 0.300
300 O. 770
25.000 3.770 0.300r
SUPPLEMENTARY INFLOW PROFILES(A-,Q Z 1 Sce 31Z - `B-13
PROFILE NO.IME, IN. INFLOW, CFS.
1 30.0 4.5
40.0 14.9
50.0 22.6
60.0 19.8
70.0 15.6
SCG.O 12.0
90.0 9.4
100.0 7.6
110.0 6.2
120.0 5.6
TIME, CONTRIB AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
0.00 0.000 7. 100 4.500
10.00 1 .500 5.598 7.019
20.00 3.000 4.099 8. 189
30.00 3.770 3.305 7.388
40.00 3.770 2.787 16.783
50.00 3.770 2.385 23.880
60.00 3. 770 2. 100 20.681
70.00 3.770 1.861 16.269
S-cp
TIME, CONTRIB AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
80.GO 3. 770 1.676 12.516
90. 00 3.770 1.529 9.824
100.00 3. 770 1 . 407 7.985
110.00 3. 770 1 . 306 6.553
120.00 3. 770 1. 220 5.926
MAX. INFLOW RATE= 23.880 CFS AT TIME = 50.00 MIN.
HYDROGRAPHS & WATER ELEVATIONS OF DETENTION POND DURING STORM
DRA4 ' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA C BUCKLAND HILLS-MANCHESTER/SW
EXIST COND-AREA Z
EAST TO 24 IN CULVERT IN SMITH ST
BUCK3A3-4/24/89
100 YEAR FAST START COMPOSITE STORM (D.O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEF=. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN. ACRES ACRES
i(_)t) 0.ij0(> 0.000
0. 75i)
0. 750 Ci. 300
0. 750
10. i)00 1 .500 0. 3,00
0.. 750
15.000 2. 250 0. 300
OC) 0. 750
20.
300 0. 770
3. 000 0.300
25. 3. 770 300
SUPPLEMENTARY INFLOW PROFILES (, 4- ZA S 3 4- +o r,4 I S
PROFILE NO. TIME, MIN. b INFLOW, CFS.
1 20.0 0.0
0. 0 8. 5
40.0 21 .7
50. 0 30. 1
6o.0 25. 4
70.0 19.4
80.0 15.0
90.0 11 .6
100.0 8.9
110.0 7.2
120.0 6.2
TIME, CONTRIH AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
0. 00 0. 000 8.602 0.067
10.00 1 . 500 6. 700 3. 082
20. 00 3.000 5.001 4.568
30.00 3.770 3.991 11 . 981
40. 00 3. 770 3. 400 23.990
50. 00 3. 770 3. 001 31 .894
60.00 3. 770 2.597 26.654
t3 8
TIME, CONTRIB AREA CUM AVG RAIN INFLOW,
MIN. ACRES IN. /HR. CFS
70. 00 3. 770 2. 299 20.20580. 00 3. 770 2. 068 15.562
90.00 3. 770 1 . L84 12. 103
100. 00 3. 770 1 . 733 9. 356
1 10. 00 3. 770 1 . 607 7. 618120. 00 3. 770 1 . 500 6.583
MAX. INFLOW RATE= 31 . 694 CFS AT TIME = 50. 00 MIN.
8"9
A 7-E A Z.
HYDROGRAPHS & WATER ELEVATIONS OF DETENTION POND DURING STORM
DRA4 ' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA C BUCk::LAND HILLS-MANCHESTER/S W
EXIST COND-AREA SA
LOW AREA WITHIN AREA Z
BUCK 3A 1-4/24/89
10 YEAR FAST START COMPOSITE STORM (D.O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
FOND SURFACE CONTOURS. . .ELEVATION, FT.AREA, SQ. FT. CUM. VOL. , CU. FT.
127.000 645.00 0.00
128.000 19680.00 7962.60
128. 200 71650.00 16554.66
1219.000 80320..00 77309.66
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVETRAVELTIMERUNOFFCOEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.MIN. ACRES ACRES
0.000 0.000 0.000
3100 4.300
6. 000 4.300 0.300
300 4.300
11 .000 6.600 0. 300
300 4.300
16.000 12.900 0.300
300 4.300
21 .000 17.200 0.300
300 4.300
26.000 21.500 0.300
300 4.300
31.000 25.800 0.300
300 4.300
36.000 30.100 0.300
300 4.300
41 . 000 34.400 0.300
300 4.380
46.000 38.780 0. 300
1 GROUPS OF OUTLETS
OF IDENTICAL INVERT TYPE
OUTLETS IN ELEV. OF
THIS GROUP FT. OUTLET
1 128.200 TRAPZ. WEIR 600 COEFF. 20.00 FT. EASE WIDTH
0.800 FT. HIGH 75.00 FT. TOP WIDTH
TIME, CONTRIB AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW,OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
0.00 0.000 6. 100 127.000 645.000 0.000 0.000
10.00 7.740 4.701 127.707 11357.462 11. 155 0.000
20. 00 16.340 3.400 128. 123 47735. 158 17.040 0.000
3 -0
TIME, CONTRIB AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW,OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS us
30.00 24.940 2.699 128.290 72597.962 20.575 1 .991
40.00 33.540 2.280 128.425 74041.908 23.271 9.522
50.00 38. 780 2.000 128.506 74910.377 19.377 16. '--599
60.00 38.780 1 .742 128. 497 74810.942 12. 94 15.688
70.00 38. 78u 1 .550 126.466 74482.062 8.945 12.863
80.00 38. 780 1. 401 128.4 36 741 58.666 6.855 10. 359
90.00 38. 780 1 .282 128.409 73871. 137 5.230 8.359
100. 00 38.780 1. 183 128.385 73614.868 4. 181 6. 753
110.00 38. 780 1. 101 128.367 73422. 795 3.792 5.657
120.00 38. 780 1.O 1 12S.354 73280.019 3.480 4.902
MAX. INFLOW RATE= 24.835 CFS &FOND VOL.= 37658 CU. FT. AT TIME = 46.00 MIN.
MAX. FOND WATER ELEV. = 128.509 & VOL.= 39194 CU. FT. AT TIME= 52.50 MIN.
MAX. OUTFLOW RATE= 16.872 CFS & POND VOL. = 39194 CU. FT. AT TIME= 52.50 MIN.
HYDROGRAPHS 4 WATER ELEVATIINS OF DETENTION POND DURING STORM
DRA4' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA C BUCKLAND HILLS-MANCHESTER/S W
EXIST COND-AREA %A
LOW AREA WITHIN AREA t-
BUCK3A1-4/24/89
25 YEAR FAST START COMPOSITE STORM (D.O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
POND SURFACE CONTOURS. . .ELEVATION, FT.AREA, SQ. FT. CUM. VOL. , CU. FT.
127.000 645.00 0.00
128.000 19680.iX, 7962.60
1228. 200 71650.0-0 16554.66
129.(-.)i0 80320.Uk-,773-09.66
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSi4EI'i AREA RUNOFF COEFF.
MIN. ACRES ACRES
0. 000 0.000 0.GUG
300 4. 300
6. 000 4. 300 0. 300
300 4. 300
11 . 000 S. 600 0..:>UU
300 4. 3C 0
16.000 1_4Z.9G0 0.GG
300 4.300
21 . 000 17.200 U.3UU
300 4.300
26.000 21 .500 0.300
300 4.300
31.000 25.800 0.300
300 4.300
36.000 30. 100 0.300
300 4.300
41 .000 34.400 0.300
300 4.380
46.000 38.780 0.300
1 GROUPS OF OUTLETS
OF IDENTICAL INVERT TYPE
OUTLETS IN ELEV. OF
THIS GROUP FT. OUTLET
1 128.200 TRAPZ. WEIR 600 COEFF. 20.00 FT. BASE WIDTH
0.800 FT. HIGH 75.00 FT. TOP WIDTH
TIME, CONTRIB AREA CUM AVG RAIN WATER EL. WATER SU-W. INFLOW,OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
0. 00 0.000 7. 100 127.000 645.000 0.000 0.00E
10.00 7.740 5.598 127.757 12626.980 13.257 0.000
20.00 16.340 4.099 128. 165 60262.782 20.523 0.000
IZ
TIME, CONTRIB AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW,OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
30.00 24.940 3.305 128.347 73202.383 25. 154 4.513
40.00 33.540 2.787 128. 489 74727.362 28. 490 14.943
3 8. 780 2.38 5 128.561 75505.470 23. 360 22.6035C1.00
60. 00 38. 780 2. 100 128.537 75242.088 15.019 19.827
70.00 3-8. 780 1 .861 i t8. 496 74800.489 10.507 15.594
80.00 38. 780 1.676 126.457 74380. 404 7.406 12.047
90.00 38. 780 1 .529 128. 423 74019. 761 5.820 9. 367
100.00 36.780 1.407 128.398 73745.782 4.756 7.553
1 10.00 38. 780 1 .306 128. 3.77 73524.837 4.037 6. 228
120.00 38.780 1. 220 128.361 7 33 59.490 3.691 5.316
MAX. INFLOW RATE= 29. 966 CFS &FOND VOL.= 42146 CU. FT. AT TIME = 46.00 MIN.
MAX. FOND WATER ELEV. = 128. 562 & VOL.= 4-163 CU. FT. AT TIME= 50.50 MIN.
MAX. OUTFLOW RATE= 22.638 CFS & POND VOL. = 4316.=ti CU. FT. AT TIME= 50. 50 MIN.
R
HYDROGRAPHS & 'WATER ELEVATIONS OF DETENTION POND DURING STORM
DRA4 ' . . . .VERSION 9/24/87
CLOSE, JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA C BUCKILAND HILLS-MANCHESTER/S W
EXIST COND-AREA %A
LOW AREA WITHIN AREA Z.
RUCK3A1-4/24/89
100 YEAR FAST START COMPOSITE STORM (D. O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
POND SURFACE CONTOURS. . .ELEVATION, FT.AREA, SQ. FT. CUM. VOL. , CU. FT.
127.0()0 645.00 0.00
128. 000 19680.00 7962.60
128. 200 71650.00 16554.66
129.000 80320.0C)77309.66
CUMULATIVE INCREMENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF.
MIN. ACRES ACRES
i).00(.) 0.000 0.000
300 4. 300
6.000 4.300 0.3100
300 4. 300
11 .000 8.600 0.300
300 4. 300
16.000 12.900
300 4. 300
21 .000 17. 200 0.300
300 4. 300
26.000 21 .500 0.30C
3Uv 4.300
31.000 25.BUG 0.300
300 4. 300
36.000 30. 100 0.300
300 4. 300
41 .000 34.400 0.300
300 4.380
46.000 38.780 0.300
1 GROUPS OF OUTLETS
OF IDENTICAL INVERT TYPE
OUTLETS IN ELEV. OF
THIS GROUP FT. OUTLET
1 128.200 TRAPZ. WEIR 600 COEFF. 20.00 FT. EASE WIDTH
0.800 FT. HIGH 7 5.(-.)0 FT. TOP WIDTH
TIME, CONTRIB AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW,OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
0. 00 0.000 8.602 127.000 645.000 0.000 0.000
10.00 7.740 6.700 127.819 14285.555 15.885 0.000
20.00 16.340 5.001 128.210 71756.899 25.03.0 0.067
l2
TIME, CONTRIB AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW,OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
30.00 24.940 3.991 128.412 73899.046 30.403 8.544
40.00 33.540 3. 400 128.554 75421.871 34.682 21.701
50.00 38. 780 3.001 128.620 76142. 197 29.613 30. 103
60.00 38. 780 2. 597 128. 584 75753.545 18.972 25. 391
70.00 38. 780 2. 299 128. 5,33) 75201 .535 13. 460 19.417
8C.00 8. 78t 2.065 125.490 7473Q.928 9.963 14.975
90.00 38. 780 1 .884 128. 451 74321 .072 7.092 11 . 583
100.00 36.780 1 . 733 128. 417 73953. 520 5. 305 8.911
110.00 38.780 1 .607 128. 393 73693.600 4.790 7.229
120.00 3 8.780 1 .500 128.376 73511 . 441 4.361 6. 151
MAX. INFLOW RATE= 37. 145 CFS &POND VOL. = 46791 CU. FT. AT TIME = 46.00 MIN.
MAX. FOND WATER ELEV.= 128. 620 & VOL. = 47586 CU. FT. AT TIME= 50.00 MIN.
MAX. OUTFLOW RATE= 3-0. 103 CFS & POND VOL. = 47586 CU. FT. AT TIME= 50.00 MIN.
S-i a c
Rainfall Length slope PIP* Cap.Drainage Area Time Discharge Site of Moon v ; •
Intensity of of
1
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MOOMMOMM S 'No. No.
Acres jAcreslAcres Mlns. Mint. In./Hr. C.F.S. Ft.Ft/Ft. In. F.P.B. C.Fl. '
1o"iZ.
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Rainfall Length Slope Pip* Cop.
I
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Drainage Area Time Discharge Site of Mean v ;
MenReI- Intensity of
I
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PI Velocity
Flowing
A C ACA ECA e t Et 1 C Pipe P pe Pipe ty Fulls
No. No.
Acres Acres Acres Was.- Mine. In./Mr. C.R.S. Ft.Ft/Ft. In. R.P.S. C.F.S.
sea a
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Drainage Area Time Discharge Site of Mean o ;
Manhole Station Intensity Pipee Pipee Pipe Velocity
Flowing '
D A V ACALA7cresCA A ; TEt 1 Q p p p Nil
No. No.
Acres Aaras Mins.- Mint. In. Mr. C.I.S. Ft.Ft/Ft. In. F.P.S. C.FS.
2.Z7 .q54
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intenslt
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Flowing
p
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r o Pipe Pipe Pipe Velocity lull
No. No.
Acres Acres Acres Mine.- Mine. In./Mr. 'C.F.S. Ft.Ft/Ft. In. F.P.S. C.F.S.
v
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HYI)ROGRAPHS & WATER ELEVATIONS OF DETENTION FOND DURING STORM_
DRA4 ' . . . .VERSION 9/24/87
CLOSE. JENSEN & MILLER
WETHERSFIELD. CT.
F'LAZA AT PUCF`LAND HILLS
SOUTH WINDSOR, CT
LVELOPED CONDITION-8/'4/89
TMb8C)9
1() YEAR FAST 61"ART COMPOSITE STORM (D. 0.T. CURVE S--HARTFORD)
MINUTE CALCULATION I N"=`EMENT
FOND SURFACL CONTOUPS. . .EL r-`'ATION. FT.APFA. SO. FT. CUM, VOL, CU. FT.
00
1'2.chia(:) 47 N )0.i i)76102.qC
i(.)c_ 796C)(:). 0(:1 16(9. 75
1.'6.()(_)r') 1 1 C)tis:), c:)i 9CC89. 98
CUMULA T i VE I hICF:E'llENT_ INCREMENTAL CUMULAT I VE CUMULATIVE
TRAVEL TIME RUNOFF COE`=7. WATERSHED AREA WATERSHED ARE;- RUNOFF COEFF.
pi N. ACRES ACRES
850 5. 99r:)
5,91ii 0. 850
8-50 5. 99-:)
4. (_,C,;:, 11 . 980 C).850
65n 5. 99()
6.r_C)(_, 17.970 i).85i)
850 7. 470
25. 440 O. 850
GROUPS OF OUTLETS
OF IDENTICAL INVERT TYPE
OUTLETS IN ELEV. OF
THIS GROLIF FT. OUTLET
1 130. 000 CIRC. ORIF.6(--)() COEFF. IN. DIA.
i 134. 000 TRAPZ. WEIR 6(--)("-) COEFF. 5.87 FT. BASE WIDTH
o. 5(:)i) FT. HIGH 5.87 FT. TOP WIDTH
1 1"-15.-7 TRAPZ. WEIR 6i)(-) COEFF. 10. 00 FT. BASE WIDTH
2.C)C)(:1 FT. HIGH 21('-).00 FT. TOP WIDTH
G RAIN WATER EL. WATER SURF. INFLOW.OUTFLOW.TIME. GONTR I E: AREA CUM A
MIN. ACRES IPA,. /HR. FT. SO. FT. CFS CFS
C), 6. 1i}i) 1?(j, (:)(jib igSC)ia,c_)cii) i cjC) tj, C)(i:)
5. tjrj 14. 975 1 C)C) 1-10. 'T9 32 '. 18^ 77. 645 0. 476
10.cji 2%5.44(j 4. 701 1'1 . 12-6 3900- 840
15. 0() 2-5,. 44C) 3. 890 131 .6 3 7 43753. 917 57. 025 6. 7?C
j, i i 15.44o 400 131.9-10 46508.399 44. 182 6.556
j(j 25. 44C) 2. 995 17C. 1 1? 48880. 71 i 34. ?38 9. 8'ti
ci, (jtj C5. 44(j C.699 1?^. 236 Si?678.649 27. 517 10. 786
5, C)C) 257. 440 i r 466 1 3 . '27 52 06. 974 74. 189 10. 604
40-00 25.44() 2. S0 132.=97 53044.504 221. 768 1i?.843
45. (:)C) C5. 440 27. 127 132.45' 53889.858 2 j. 147 11 .o7'.7
3-1g
TIME. CONTRIB AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW.OUTFLOW.
MIN. ACRES IN. /HR. FT. SO. FT. CFS CFS
t), c?i 25. 440 2.?C i? 1".500 54591 . 304 18.E?76 11 . 186
25. 440 1 .861 1._• - . 8 55(). .84 1 _. 519 13 .
60.25. 44i 1 . 742 1'2. 52F+ 55026. 142 9. 69(:) 1 1 . CS=)
L,.25. 440 1 . 640 17-2.519 54872. -69 9. 072 i 1. i4
7i .25. 44 1 .550 132. 54ti5 5467 972 6. 549 1 1 . 204
75, c c:, 44c:)1 . 471 1 49 54437. 712) S. (:)87 1 1 . 157
E3i, t c: 25. 44i i 1 .401 172. 472 54169.(-)67 7. 679 11 .094
35. t> 25. 44 c:1 . ? G 1 :2. 452 5_S72. J48 7. 315 1 1 . O q
9t_)J. tii 25. 44 1 . 82 1'2. 4'1 5•'55 1 .928 6. 99() 1().95S
25. 440 17,2. 4 8 5'210. 7-199 6. 6Q6 10.681
oi-) 25. 440 1 . 187- 1'2. 7",84 5;: )85 .6 97 6. 429 l(-
10C' c,r_i 2v. .44('1 . 1 41 1 72. 5 52475. 19-7 f,. 186 1 C). 71
11c). oc, 2S. 44ti 1 . 101 17_2. _7- 5 85.9cS' 5. 967 1c?.62T
i, 25. 44(1 . 065 1,71. 0: 51684. Q27 5. 758 10. 5;8
12-10. 00 2E5. 44t')1 . i,?1 172. 277 512 . 412 5. 569 10. 47{=,
PIAX. I NFFL014 RAT E= 1 8. (:)2 i CFS F,PON1D 11110L. = '24Q2 CU. FT. AT TIME =8. 5c:, M I N.
MAX. f'ONE, I-OATER E:-EY. = 1?2. 572 ° VOL. = 1`172285 CU. FT'. AT TIh1E= 57. 5 MIN.
MAX. QUTFLO'W RATE= CFS ° POND VL,-. = CU. FT. AT TIME= 57.5c: MIN.
r3 ---1°1
HYDROGRAF'HS WATER ELEVATIONS OF DETENTION POND DURING STORM
DRA4 ' . . . . VERSION 9/24/87
CLOSE. JENSEN & MIL._LER
WETHERSFIEL_D. CT.
PLAZA AT DUCKLAND HILLS
SOUTH W 1 NDSOR. CT
DE IELOPED, CONDITION-8/224/89
TMB809
10 YEAR FAST START COMPOSITE STORM (D. 0. T. CURVES--HAPTFORD)
5 MINUTE CALCULATION, INCREMENT
POND 1UFIFACE CONTOLIRS. . . ELEVATION. FT. AREA. SQ. FT. CUM. VOL. , CU. FT.
1?(). 000 95C)C, )c_), no
1 T .0C)C)47_C)c i. Cyr 761_)2. 92
7'6c:)r_, or c_)16(--)9. 75
1_76. :yc:C} 1 1 i<)c_,i C, 7922-2 9.98
CUMULATIVE I NCR:!=ME`ITAL INCREMENTAL CUMUL_A7 I VE CUMULATIVE
TRAVEL TIME RUNOFF =OEFF . WATERSHED AREA WATERSHEI AREA RUNOFF COEFF.
MIN. ACI ES ACRES
ri.oo()
8C 5. 99C
2. 000 05.99() C). 6 10
5. 99c=)
4. ciiVic:) I'll . 98c-) C).85C)
25 5. 990
6. ,:)iI
470
8. on 25. 44C) 0.. 85(_)
GROUPS OF OUTLETS
OF I DENT I Ci-)L I PJVER'T TYPE
OUTLETS IN ELEV. OF
THIS GROUP FT. OUTLET
1 1'3:10. )00 CIRC. ORIF. 600 COEFF. 18.00 IN. DIA.
1 134.C)Uf_) TRAP Z. WEIR 60C) COEFF. 5. 87 FT. BASE WIDTH
0. 5Ac:) FT. HIGH 5. 87 FT. TOR' WIDTH
1 135.70C-) TRAPZ. WEIR 6oO COEFF. 10. 00 FT. RASE WIDTH
FT. HIGH 210. 00 FT. TOR' WIDTH
TIME. CONTR I B AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW. OUTFLOW.
MIN. ACRES IN. /HR. FT. SO. FT. CFS CFS
0.00 C). 000 7. 698 130. i Li_) 19 C0 ),00') c_). C)C)c_) C). or0
c)() 14. 9*75 7. 698 130. 4.;'!_ 72915. 969 97. 986 0. 726
1 c?.00 25. 44c=) 6.098 1?1 . ?88 414{)8.475 125. 724 5. 25£
15. 00 25. 44o 5. 137 1- . Cy25 47657. 161 79. 45' 9. 269
2c:).00 25. 440 4. 550 132. -=,88 52918.817 6'. 3'.20 10. E315
5. 4.021 132. 6?6 56668. 291 48. 619 1 1.6cC) 25. 44c i 2'
25. 440 635 1'2. 798 59187.060 3e. =?2
5.00 25. 440 7. 137 1:_1.919 61106. 993 34. 705 12.479
4(--).00 25. 44(--) 100 13 . 02 62726.284 31 . 907 12. 77(:)
45. 00 is. 44C) 2. 860 133.o94 6?9'b. B5 2 4. 627 12. 98C)
is -Z-C>
T I ME. CONTR I D AREA CUM AVG FAIN WATER EL. WATER SURF. INFLOW, OUTFLOW.
MIN. ACRES IN. /HR. FT. SO. FT. CFS CFS
50.00 25. 440 661 1. 1 ZC 64600. 161 19. 41 1 1-7, i?9'
C-. 0(_) 44C C. 494 13T. 161 65()31 . 645 18. 077 13. 166
E.0, 00 44() T5i 1-37. 181 65363.7 16. 94E 13. 1'_'21
44(: y l t 177. 19 6)54 5. 749 14. 096 13. 251
70.25. 44c.) 2.(.)94 1"7. 191 6`52'2.208 12. (-)o7 13.224E
75. 00 C5. 44C-) 1 . 989 133. 184 654s:)6. 385 11 . 366 1
80.oo 5. 44(: 1 . 995 1 33. 174 f 5 4b. 146 10. 799 13. -
440 1 . 81 1 133. 162 65047. 10. 295 13. 16F
90. 00 5. 44 1 . 736 1 =. 148 64813.884 9. 84
45. :+t: S. 440 1 . 667 133. 13C 64550. 441 9. 434 17. (_)e
1:r,. ?,_ 44(-.1 . 6?4 137 114 642-16C 103 9. 063 17. (-)T`
2`S. 44 1 . 547 137. 095 6-945. 741 8. 724 12. 9B:
5. 44:1 . 494 i T-.(:174 636()9. 646 414 1-. 9=
nc ram -ci mac c c l? L
15. 44C: 1 . 445 1 . c_,5 6 ._54. 595 8. 1-. 8
120. 00 ri. 44') 1 . 400 1771 -1Q' 62881 . 91 C> 7. 857 12''. 79-
MAY. I)NIF L01,11 RATE= 1 CFS 8'F'ONL) "VIDL. = 41288 CU. FT. AT TIME =E.5,C) M I r
MAX. PONE, WA TER ELE". = 13Y. 193 °r VOL. = 147 1 13 CLI. FT. AT T I ME= 67. t7U MIN.
PlA Y. ou-rFLOW RATE 1 =. 254 CFS POND .'OL. = 1.131 1 3 CU. FT. AT TIME= 67. 00 M I r
B`Z
HYDROGRAPHS t- WATER ELEVATIONS OF DETENTION FOND DURING STORM_
DRA4 ' . . . .VERSION 9/24/87
CLOSE. JENSEN & MILLER
WETHERSFIELD, CT.
PLAZA AT BUCKLAND HILLS
SOUTH WINDSOR, CT
DEVELOPED CONDITION-8/22/89
TMBH822
10t) YEAR; FAST START COMPOSITE STORM (D. O. T. CURVES--HARTFORD)
5 MINUTE CALCULATION INCREMENT
FOND SURFACE CONTOUR'S. . .ELEVATION, FT.AREA, SQ. FT. CUM. VOL. , CU. FT.
1?0. 4.2950C). 00
t:) C 473C 0.0000 761 i?2.92
174. c:)Cl(:y 796C)(-).(-)o 2016i)9. 75
1=6. O(i) 1 120 0.CsC;92 289. 98
CUMULATIVE INCREf'OENTAL INCREMENTAL CUMULATIVE CUMULATIVE
TRAVEL TIME RUNOFF COEFF. WATERSHED AREA WATERSHED AREA RUNOFF COEFF .
MIN. ACRES ACRES
C). 000 C i C 0.000
85(--) 5. 99t:)
99O 0. 851
85 t) 5. 99
4.
815-1C) 5.99C
6.00C-) 17. 970
7. 4 7()
G.C c: 5. 44C 0.850
GROUPS OF OUTLETS
OF IDENTICAL INVERT TYPE
OUTLETS IN ELEV. OF
THIS GROUP FT. OUTLET
1 1'Ci. iXx) CIRC. ORIF. 6CM) COEFF. IN. DIA.
1 1 14.000 TRAP Z. WEIR 600 COEFF. 5. 87 FT. BASE WIDTH
0. 50C) FT. HIGH 5.87 FT. TOP WIDTH
i 1'5.70C TRAP Z. WEIR 600 COEFF. 10.00 FT. BASE WIDTH
C i FT. HIGH 20.00 FT. TOP WIDTH
TIME, CONTRIB AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW,OUTFLOW,
MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
C). CQ 0.000 8. 602 17,10,O0o 29500.000 oclo 0.000
5.00 14.975 8.6i 2 1310. 47c:y 04.622 1(--)9. 498 0.885
10.ou 25. 440 6. 700 1-1 .515 42599.291 137. 594 5.997
15. (X)25 440 5. 700 1_2. 189 49990.544 88. 083 10. 115
J
2C).GC) 25. 440 5. 001 132.574 55712.066 69.026 11 . 42 5
25.00 25. 440 4. 417 13 2.827 59650.261 51 . 798 12.208
30.00 25.44C 3.991 1?2.995 62324.240 41 . 840 12. 699
35. 00 25. 440 66; 1??. 12 3 6441 1.3b 57. $b2 13.061
40. 00 25. 440 3. 400 1:3.230 66173.966 34. 750 13.355
45. (-.)o 25. 440 3. 18' 1 3 .'2(:) 67676.819 3,2.096 13.597
F3-ZZ
TIME. CONTRIP AREA CUM AVG RAIN WATER EL. WATER SURF. INFLOW,OUTFLOW,MIN. ACRES IN. /HR. FT. SQ. FT. CFS CFS
50.(.)0 5. 440 3.001 1313. 3196 68967. 431 0.067 13. 80055. 00 25. 440 2. 783 133. 446 69813. 251 19. 704 13. 93060. 0c: 25. 440 2. 597 133. 452 69925. 767. 12. 417 1 94765. c:c: 25. 440 2. 4'Q 17_'. 444 69786. 28' 1 1 . 598 1 . 92670• (.) 5. 44c:2. 299 1.'_ . 4'? 69592. 226 10. 892 1. 89675• o() 25. 440 2. 177 17=. 419 69351 .475 1Q. 277 13. 8598_, 00 25. 440 2. 068 1?'. 402 69c_7i. 374 9. 735 1=.81685• c-' 5. 44c:1 . 971 1'3. =84 68754. 117 9. 254 1 . 767
go. c: 25. 44 1. 6@4 1''. :'6' 68407. 01= @. @2' 13. 71
i i
95, c'i 25, 440 1 . 805 1 . =41 68C.?2. 688 8. 436 13.654
1i, t:c_ 25. 440 1 . 7'' 1?. '17 67634. 222 B. 084 13. 5911 `, c: 25. 44C-1 . 668 1=?. 292 67214. 26 7. 765 13. 524
1. c:c- 25. 44 1 . 6(-)7 1'?. 2 66 66775. i 97 7. 47 1?. 451=5.25. 44{1 . 552 1_'. 2319 66=18. 7=7 7.204 1 79
1?, i ci 25. 440 1 . 500 1'_ . 21: 65846. 946 6. 752 1'. ._•t 1
M=,X. INFLOW FATE= 15'. 6'4 CFS .&POND VOL. = 45575 CU. FT. AT TIME = S,Sc: MIN.
MAY . POND WATER ELEV. = 1?'. 454 & VOL. = 160622 CU. FT. AT TIME= 5(3. 00 MIN.
MAX. OUTFLOW BATE= 13. 952 CFS & POND VOL. = 16c:8^2 CU. FT. AT TIME= 58.c:c: MIN,
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