Traffic Studyx
[;al !:!f
Lfila !I kyj
AM
,"ow
DUNKIN DONUTS
TRAFFIC STUDY
FOR JEWEL'S DONUTS, INC.
LOCATED IN THE SOUTHWEST QUADRANT OF
THE INTERSECTION OF CORINTH ROAD (CR28)
AND CAROLINE STREET IN THE TOWN OF QUEENSBURY
WARREN COUNTY, NEW YORK
LL# 980503
PREPARED FOR
RICHARD E. JONES, ASSOCIATES
ARCHITECTS — ENVIRONMENTAL PLANNERS
339 AVIATION ROAD
QUEENSBURY, NEW YORK 12804
MAY 28, 1998
i
LAWRENCE M. LEVINE, P.E.
(518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
May 20, 1998
Chris Round, Planner
Town of Queensbury Planning
Bay Road
Queensbury, New York 12804
761-8221
Re: LL# 980503 Jewels Donuts Inc. Traffic Safety Study
--------------------------------------------------------
Dear Mr. Round,
In accordance with your request, I have reviewed the site
plan and location proposed for the new Dunkin Donuts site
owned by Jewel's Donuts, Inc. to be located in the Southwest
quadrant of the intersection of Main Street (County Route 28)
and Caroline Street in Glens Falls, New York. I have also
reviewed the pedestrian and vehicle flow patterns in the area
of the site and prepared recommendations which I believe will
improve safety in this area while enhancing the site itself.
Please find attached nine (9) copies of the Traffic Study for
the Dunkin Donuts proposed to be located in the Southwest
quadrant of the intersection of Corinth Road and Caroline
Street in the Town of Queensbury, Warren County, New York.
The report has been prepared pursuant to the March 1993
NYSDOT Planning and Program Management Group GUIDELINES FOR
PREPARING TRAFFIC IMPACT STUDIES.
It is my understanding that you will be coordinating the
review of this project proposal and Traffic Study. If I can
be of assistance or answer any questions or comments, please
call my office at 518-583-1296. Thank you for your prompt
assistance in this matter.
1
,Ver� truly yours,
CLawrence evine, PE
Consulting neer
TABLE OF CONTENTS
r Guidelines Contact Sheet
Data Collection........................................2
Site Plan Review.......................................4
Roadways & Intersections Near the Site .................4
Trip Generation Rates and Distribution .................5
Traffic Volumes and Capacity Analyses ..................6
Conclusions and Recommendations .........................7
Attachments
FIGURE I SITE LOCATION MAP and Site Plan
E
LAWRENCE M. LEVINE, P.E.
(518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
May 20, 1998
Chris Round, Planner
Town of Queensbury Planning
Bay Road
Queensbury, New York 12804
761-8221
Re: LL# 980503 Jewels Donuts Inc. Traffic Safety Study
------------------------------------------------------
Dear Mr. Round,
In accordance with your request, I have conducted a Traffic
and Safety Study including a review of the site plan and
location proposed for the new Dunkin Donuts site owned by
Jewel's Donuts, Inc. to be located in the Southwest quadrant
of the intersection of Main Street (County Route 28) and
Caroline Street in Glens Falls, New York. I have also
reviewed the pedestrian and vehicle flow patterns in the area
of the site and prepared recommendations which I believe will
improve safety in this area while enhancing the site itself.
In particular, I have researched and observed pedestrian and
vehicle flow patterns in the area. This Report summarizes my
findings and recommendations regarding development of this
site and safety recommendations.
The site is presently occupied by a Limousine Service and
across from the site on Caroline Street is an Auto Interiors
service operation. Caroline Street is commercially zoned with
interim zoning regulations anticipating expansion of Corinth
Road. The site is about 22,500 square feet. 19+ parking
spaces are proposed plus a drive-thru operation with stacking
space for about 12 cars and sufficient turn around room to
handle deliveries on site. Note that all baking will be done
off -premises with deliveries by small step van to the site
during off peak hours. The normal peak hours of operation are
near the end of the highway peak hour or somewhat after that
from about BAM-LOAM.
Page 1
LAWRENCE M. LEVINE, P.E. (518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
DATA COLLECTION
The following information was obtained for the purposes of
this Traffic Study:
1. On Monday, May 25, 1998 and again on Wednesday, May 27,
1998 I conducted Gap Studies for Caroline Street to determine
the number of sufficient gaps exist in the traffic stream on
Corinth Road to allow turning vehicles either to enter the
site or to exit the site. I found that during hours other
than the peak highway hours of 4-7AM and from 6-9PM, when
traffic backs up past Caroline on occasion, there are ample
opportunities and gaps to cross the traffic stream either in
or out of the site. During the peak hours, there are
sufficient gaps when the traffic does not back up too far.
This was most of the time. I observed only 3 times during the
peak hour that this occurred and it resulted in a gap wait
time of two signal cycles or about 60 seconds. Note that the
separation of the signal at Richardson from Caroline Street
was measured to be 750 feet and the separation from
Western/Thomas Street to Caroline was found to be
840 feet. Because of the spacing of the signals and timing of
the signals, crossing gaps caused by platooning of the
vehicles on Corinth Road were created.
2. During the same time periods, I measured the roadways and
markings at the affected intersections and observed the
operation of the signals and traffic at Corinth Road with
Thomas Street/Western Avenue and with Richardson/Feeder Dam
Road. I obtained accident history diagrams from Creighton -
Manning Engineers (preliminary data sheets for the Corinth
Road expansion Traffic Study) and 1998 balanced hourly
turning movement volumes.
3. As part of this study, and as part of an unrelated
accident reconstruction study I had earlier performed at the
intersection of Richardson with Corinth Road, I observed the
operation or "non -operation" of pedestrian crosswalks/signals
in this area, sidewalk usage and intersection sight
distances, signal timing, signal face orientation, and side
road signal detector operation.
Page 2
LAWRENCE M. LEVINE, P.E. (518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
4. I obtained Traffic volume Reports from the County
including 24 hour continuous counts for Corinth Road for the
west and east bound directions by 15 minute intervals with
summaries and totals. In addition, I visited the NYSDOT
Region 1 Planning section and obtained Traffic volume counts
done by the state for the Corinth Road intersections with I-
87 ramps and State intersections nearby.
5. At my request, counts were made at three other Dunkin
Donuts in the area, including one that had a drive-thru
operation including road traffic volume, service volume and
drive-thru volume. The percentage of vehicles turning right
into each site during peak hours was about 70% and from the
left into the sites about 30%. The drive-thru percentage of
total business ranged from 45-65%.
6. I contacted Gary Sponberg of the NYSDOT to obtain CLASS
(Local Accident Surveillance system) data for the three years
1994-1996 in order to evaluate the links between
intersections. The results were as follows:
Per Class System Summaries
Richardson: 20 accidents
Richardson to Caroline: 5 accid
Caroline: 0 accid
Caroline to Allen: 1
Allen: 1
Allen to Western: 0
Western: 14 1 1996 ped
Western to Luzerne: 4
Luzerne/Broad St: 4
The Creighton Manning accident diagrams summarize data for
1995 through 1997 and the types of accidents are shown. Note
that a majority of the accidents are signal related right
angle and rear end type accidents. One pedestrian accident
was recorded from 1994 through 1997 for this section. Note
that there were no accidents reported at Caroline Street
intersection with Corinth.
Page 3
LAWRENCE M. LEVINE, P.E.
(518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
7. On Wednesday, May 28, 1998, I did a photolog inventory of
the available sight distances and signing on Garner Street
and Third Street. Note that looking south from Garner onto
Feeder Dam Road has limited sight distance. Looking east from
Caroline onto Third Street also has limited sight distance.
All the side streets are narrow, are residential in character
and have no sidewalks. The only sidewalk in the area in on
the north side of Corinth Road across from the site.
8. The Glens Falls City School District was contacted and
there are no bus routes or pickups other than one student at
11 Main Street at 7:12AM and 3:05PM. The Queensbury School
Bus Garage was contacted and there are no buses which service
this area. They do not go beyond Richardson Street. I
observed that almost all students cross at the signals in the
morning and there are adequate gaps in the traffic for the
older children to cross anyway. I observed no crossing guard
at Caroline Street. Note that I observed no sidewalks on
Western Street near Corinth Road.
SITE PLAN REVIEW
The Proposed Site Plan for this project including signing,
marking and traffic circulation was reviewed. The conclusions
and recommendations of this report will be incorporated in
the final plan submission. A copy of the Site Plan is
attached to the submission documents. Note that the site will
include a total of 19+ parking spaces and will have a drive-
thru. Based on the arrival times of the vehicles to the
drive-thru operation and the numbers of vehicles estimated to
use the facility, the drive-thru will operate efficiently
without back-up onto Corinth Road. The Entrance to the site
will be from Corinth Road one-way and the Only exit will be
to Caroline Street also one-way out. Thus, all vehicles
exiting the site will re-enter Corinth Road from Caroline
Street and no entering vehicles to the site will use Caroline
Street.
Page 4
LAWRENCE M. LEVINE, P.E.
(518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
ROADWAYS AND INTERSECTIONS NEAR THE SITE
Corinth Road is a major arterial through the City of Glens
Falls connecting the Northway and points west with the
downtown center. The road is under consideration for major
widening in the near future. A Traffic Study is on -going by
the County. The speed limit is 35MPH and the speeds observed
were 35 or less. Caroline Street is generally 22 feet wide
with two 11 foot lanes and no shoulders or sidewalks. Corinth
Road is about 23 feet wide with two 11 foot travel lanes, a
3-6 foot shoulder and a 316" concrete sidewalk along its
length on the north side.
The residential streets are about 20-22 feet in width without
shoulders or sidewalks.
TRIP GENERATION AND DISTRIBUTION
There is no published Trip Generation Rate for a free
standing Dunkin Donuts with a drive through operation and in
any event, published data would not be as accurate as locally
collected data so I collected local information regarding the
operations of these facilities. The daily total will be about
250 vehicles per day.
The peak hour of the 24 hour operation is anticipated to be
about 8-10AM. From 6AM to noon, the store will conduct about
60% of its business. A Dunkin Donuts is primarily an impulse -
buy rather than a destination (such as a McDonalds). Existing
traffic and pass -by customers account for almost all of the
traffic. Generally, vehicles will not turn into a Dunkin
donuts unless it is very convenient to do so. 70% of the
vehicles entering are right turners.
There will be little if an
Corinth Road as a result o
operation at this site is
vehicles turning left into
vehicles in the peak hour
site eastbound.
y new trips generated on the
f this operation. The peak hour of
estimated to include about 11
the site westbound and about 25
of operation turning right into the
Page 5
s
LAWRENCE M. LEVINE, P.E. (518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
Since there is a 20-25 second gap every 35 seconds at this
location, the numbers of cars in and out of the site will
have no difficulty getting in or out and will not hold up
traffic on Corinth Road significantly.
Note that during peak hours, vehicles can go through the
residential neighborhood to reach Richardson Street and use
the signal, but due to safety considerations, this is not
recommended. The number of gaps on Corinth will be
sufficient to handle traffic from the site and any backups,
if any, on Caroline will clear within 30 seconds to 1 minute.
Sight distance from Caroline onto Corinth Road is excellent
being 750+ feet in either direction whereas sight distance
limitations and conflicts exist on Garner and Third Streets.
Note that the accident histories at the signalized
intersections are to a large extent related to the sight
distance restrictions at these intersections.
The maximum peak weekday hour vehicle traffic in and out of
the site was determined to be 250 vehicles in and out of the
site. Of course, this will in large part consist of vehicles
already within existing traffic. In order to consider worst
case conditions, I have assumed 100% all new vehicle trips.
In actuality, the new trips will be only 10% or less. The
distribution of the traffic was matched to the existing
traffic patterns on Corinth Road (which is about 70%
eastbound -right turns into the site and 30% westbound left
turns into the site.
TRAFFIC VOLUMES AND CAPACITY ANALYSES
Based on the Manual Turning Movement Counts, Pedestrian and
Classification Counts I obtained at the signalized
intersections east and west of Caroline Street including the
peak highway and peak pedestrian traffic hours, the
pedestrian crossings, Traffic Volumes and turning movements
were determined for the year of opening, 1998.
Page 6
LAWRENCE M. LEVINE, P.E. (518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
Anticipated peak trips to be generated by the Dunkin Donuts
were then superimposed on existing traffic to determine if
anticipated site traffic volumes would create any safety
and/or delay problems using a Capacity Analysis.
Again, note that ALL trips were assumed to be new which
obviously will not be the case and my analysis represents a
worst case scenario using overly high trip generation.
Using accepted Capacity Analyses techniques and the methods
described in the Transportation Research Board Highway
Capacity Manual special report 209 rev 1994 and the HCS
program release 2.1a, latest rev. 1995, the traffic volumes
were plotted, and Levels of Service (indicators of delay and
ease of operations and safety) were determined.
CONCLUSIONS AND RECOMMENDATIONS
Based on the above Study and analyses, I have made the
following conclusions and recommendations:
1. Certain repairs and/or signal maintenance at the
intersection of Corinth Road with Richardson and with Warren
are recommended. They are not pertinent to this study, but
a will be provided to the City under separate cover for their
maintenance consideration.
2. Any potential pedestrian problems at the intersection of
Caroline Street with Corinth Road relate to school children
crossing between the signalized intersections and are by
older children. It is recommended that the existing concrete
sidewalk be retained on the north and curbs be considered
when the reconstruction is done. Older children will not obey
a crossing guard in all cases. School crossing signs should
be installed and cross -walks better marked at the signalized
intersections.
3. The turn movements both in and out of the site are sharp
enough to force vehicles to slow down before entering and
exiting from the Dunkin Donuts site. The areas of pedestrian
movement will be clearly marked and visible - a significant
safety improvement over existing conditions. Page 7
t
LAWRENCE M. LEVINE, P.E.
(518) 583-1296
Consulting Engineers 4 Victoria Lane
Saratoga Springs, NY 12866
Sidewalks on site, particularly along Caroline Street may be
advisable.
4. I do not anticipate back ups on or off site. 19 spaces for
this size store in this location will be adequate. Traffic
on Corinth Road is platooned by signals and breaks in the
traffic stream will provide ample gaps to enter and exit the
site.
5. No Right turn signs during off-peak highway hours (during
the daytime when kids are out) are recommended on Caroline
Street facing the exit from the site to stop vehicles from
using the residential area as a cut -through.
It is my opinion, based upon a reasonable degree of Traffic
Engineering certainty and my experience as a Traffic Engineer
that the proposed Dunkin Donuts Site Plan as proposed will
not adversely impact vehicular traffic in the area and that
the Site Plan will in fact enhance the safety and operation
of this location by controlling vehicle and pedestrian
movements and making these movements safer.
yours, 0 �\
Lawkence M. Levi [fe PE
Consulting Engineers
-r
013 OESsm
Cg�E�M <\
o Y 2 81998
Page 8
I
GAP STUDY RESULTS
TOTAL GAPS AVAILABLE FOR LEFT TURNING VEHICLES OUT OF
CAROLINE STREET ONTO CORINTH ROAD: 1067 SECONDS/HOUR
ASSUMING ABOUT 6 SECONDS PER VEHICLE IS REQUIRED INCLUDING
TIME TO SPEED UP TO TRAFFIC FLOW: 178 CARS/HOUR
NUMBER OF LEFT TURNS PER HOUR ANTICIPATED: 11 LEFTS PER HOUR
OBSERVED AVERAGE LEFT TURN DELAY PER VEHICLE: 22 SECONDS
CONCLUSION: NO PROBLEM
TOTAL GAPS AVAILABLE FOR RIGHT TURNING VEHICLES OUT OF
CAROLINE STREET ONTO CORINTH ROAD: 1494 SECONDS/HOUR
ASSUMING ABOUT 5 SECONDS PER VEHICLE IS REQUIRED INCLUDING
TIME TO SPEED UP TO TRAFFIC FLOW: 299 CARS/HOUR
NUMBER OF LEFT TURNS PER HOUR ANTICIPATED: 30 LEFTS PER HOUR
OBSERVED AVERAGE LEFT TURN DELAY PER VEHICLE: 3 SECONDS
CONCLUSION: NO PROBLEM
TOTAL GAPS AVAILABLE FOR PEDESTRIAN CROSSING CORINTH ROAD:
1067 SECONDS/HOUR
ASSUMING 4 FEET PER SECOND SPEED OF PEDESTRIAN, ABOUT 6
SECONDS PER PEDESTRIAN IS REQUIRED TO CROSS CORINTH ROAD SO
TOTAL NUMBER PEDESTRIANS WHICH COULD CROSS: 178 CROSSINGS/HR.
NUMBER OF PEDESTRIAN CROSSINGS ANTICIPATED: 3 PER HOUR
OBSERVED AVERAGE DELAY PER PEDESTRIAN CROSSING: 20 SECONDS
CONCLUSION: NO PROBLEM
CAPACITY ANALYSIS FINDINGS AND CONCLUSIONS
Using the worst case hourly counts and assuming all new trips
(not true because almost all the trips will be pass -by trips)
as worst case scenario during AM Pk Hr:
<------------- 800
+------------ 11
v
1181-------->
25-------+ LOS B
v
---------------+ +-------------------------
<-+ +-> Corinth Road
NEW
DUNKIN
DONUTS 11 30
SITE
Caroline Street
LOS E
TABLE 10-6 Level of Service Criteria for TWSC Intersections
+----------------------------------------------------------+
Level of Service Average Total Delay
sec/vehicle
+----------------------------------------------------------+
A <= 5
+----------------------------------------------------------+
B >5 AND <= 10 1
+----------------------------------------------------------+
C >10 AND <= 20 1
+----------------------------------------------------------+
D >20 AND <= 30 1
+----------------------------------------------------------+
E >30 AND <=45 1
+----------------------------------------------------------+
F > 45 1
+----------------------------------------------------------+
Source: Table 10-6 from page 10-42 Highway Capacity Manual
Special Report 209, Transportation Research Board, National
Research Council, Washington, DC 1994.
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 1
File Name ................
Streets: (N-S) Corinth Road (CR 28) (E-W) Corinth Road (CR 28)
Major Street Direction.... EW
Length of Time Analyzed... 60 (min)
Analyst... .......... L.M. Levine,PE
Date of Analysis.......... 5/20/98
Other Information......... Dunkin Donuts Proposed Site Existing Traffic Vol
umes
Two-way Stop
No. Lanes
Stop/Yield
Volumes
PHF
Grade
MC's (8)
SU/RV's (8)
CV's ($)
PCE's
-controlled Ini
Eastbound
L T R
----
0 1< 0
N
1181 25
.83 .83
0
0 0
0 0
5 0
1.05 1.1
---------------
.eisection
Westbound
L T R
0> 1 0
N
11 800
.83 .83
0
0 0
0 0
0 5
1.1 1.05
---------------
Northbound
L T R
0> 1< 0
11
0
30
.83
.83
.83
0
0
0
0
0
0
0
0
0
0
1.1
1.1
1.1----------------
Adjustment Factors
Vehicle
Critical
Maneuver
Gap (tg)
----------------------------------------------
Left Turn Major Road
5.00
Right Turn Minor Road
5.50
Through Traffic Minor
Road 6.00
Left Turn Minor Road
6.50
Southbound
L T R
0 0 0
0
Follow-up
Time (tf)
2.10
2.60
3.30
3.40
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 2
WorkSheet for TWSC Intersection
--------------------------------------------------------
Step 1: RT from Minor Street NB SB
Conflicting Flows: (vph) 1194
Potential Capacity: (pcph) 344
Movement Capacity: (pcph) 344
Prob. of Queue -free State: 0.88
--------------------------------------------------------
Step 2: LT from Major Street
WB EB
--------------------------------------------------------
Conflicting Flows: (vph)
1206
Potential Capacity: (pcph)
456
Movement Capacity: (pcph)
456
Prob. of Queue -free State:
0.97
TH Saturation Flow Rate: (pcphpl)
1700
RT Saturation Flow Rate: (pcphpl)
Major LT Shared Lane Prob.
of Queue -free State:
0.92
--------------------------------------------------------
Step 3: TH from Minor Street
NB SB
--------------------------------------------------------
Conflicting Flows: (vph)
2004
Potential Capacity: (pcph)
97
Capacity Adjustment Factor
due to Impeding Movements
0.92
Movement Capacity: (pcph)
90
Prob. of Queue -free State:
1.00
s --------------------------------------------------------
Step 4: LT from Minor Street
NB SB
--------------------------------------------------------
Conflicting Flows: (vph)
2004
Potential Capacity: (pcph)
73
Major LT, Minor TH
Impedance Factor:
0.92
Adjusted Impedance Factor:
0.92
Capacity Adjustment Factor
due to Impeding Movements
0.92
Movement Capacity: (pcph)
--------------------------------------------------------
67
Center For Microcomputers In Transportation
HCS: Unsignalized Intersection Release 2.1 Page 3
Intersection Performance Summary
F1owRate
MoveCap
SharedCap
Avg.Total
Delay
Movement v(pcph)
------
Cm(pcph)
------
Csh(pcph)
------
Delay
------------
LOS By App
------ -------
--------
NB L 14
67 >
>
>
166
32.1
E 32.1
NB R 40
344 >
>
>
WB L 14
456
8.1
B 0.1
Intersection
Delay =
0.7
DUNKIN DONUTS SATELLITE SHOP
22 Main Street
Queensbury, New York 12804
SITE LOCATION
ROUTE 9 (GLEN ST.)
ROUTE 9 (SARATOGA
ROUTE 4
QUEENSBURY
AVE.) S.G.F.
(BROADWAY)
FORT EDWARD
FULL SERVICE STORE
FULL SERVICE STORE
SATELLITE STORE
(NO DRIVE-THRU)
(WITH DRIVE-THRU)
(WITH DRIVE-THRU)
TIME
4 DRIVING LANES W/
2 DRIVING LANES (NO
2 DRIVING LANES W/
CENTER TURN LANE
CENTER TURN LANE)
CENTER TURN LANE
6 AM — 7 AM
LEFT TURN 14
RIGHT TURN 47
TOTAL 38
TOTAL 61
TOTAL 29
7 AM — 8 AM
LEFT TURN 6
RIGHT TURN 229
TOTAL 71
TOTAL 35
TOTAL 51
8 AM — 9 AM
LEFT TURN 19
RIGHT TURN 40
TOTAL 75
TOTAL 59
TOTAL 41
9AM —10 AM
LEFT TURN 17
RIGHT TURN 24
TOTAL 72
TOTAL 41
TOTAL 30
10AM —11 AM
LEFT TURN 10
RIGHT TURN 17
TOTAL 34
TOTAL 27
TOTAL 26
11 AM — NOON
LEFT TURN 10
RIGHT TURN 22
TOTAL 39
TOTAL 32
TOTAL 12
30% LEFT TURN
70% RIGHT TURN
LEFT TURN 76
RIGHT TURN 17
TOTAL351
TOTAL 255
TOTAL189
9741 It980519.doc
t /✓
vJ
`A p 4+H-4+} f +"+
'k+ I 1 ! 1 E
G �r -
VS Tq C L 5
s ----N
J i # -1- +f- I
'-f 44-44 'i' 11 I 1
44
10
440 1) oil 33
R,4 �'►'1'r-1-I tt 'tf ti' .�}ti'-�Nd-11 l l
4-!~r+
C�
tkH
o___ _- _
9
3Y
1►,QS �r I'll
TOL' III 1�
IN
G
V7-
4++4- 11
�L
f+h"-. "4+ ft
-a 0 44W-
401
rP" r4
S3 7
., .
I=�I ,r 1hJ 5 SG[- � c
rs r1Ay
Atl
N f I,►a'f,Jkrf yN'(�%►fi ,GN'(,N'I'(l l i i J�►� �Ja ,FH'�
Wf
�,N't J J.a'�,I,H'( I
0 l� 5
AM
J� 1111
I
jl�i'f II
(�
I
A l
D
D
5
t�
I I
X wf
X jow
,Arl
11
i3
Z
Noon
I
fg• Swot N
4
a � "F�• �+t• #1�1�
'lj 4 ++i+th 1
0
an fill 14
vIi:-_,-
CA
s�
FoWe gDwkR.-�
Al
� hf
.uv-kr.Q D.7 . ,tin•
I+ t+-4W +1 W
IL a toll
t -
C fHa•- i-
0 HOL-16W 111
ovT M
<- S 1 e
);
-++f+ +f H-- 4-+
-/-I-M-
ff ON
fl r r-Fhl--ltt f fit -14 (; 1" -t- III 4+ft%4H f-.
t' �$ 1 s
1 1
`fttl-
12
I--}►-
Of 00 slos 1)I
n 3
1996 Volume by Lane Report - D0905005.PRN 23:53 Pg 1
: 00.000000003 Id: 000000000003 CId: 01 Pat: 600
rt: Th. - Sep 05, 1996 at 00100 Int: 15 at3 end: Zhu - Sap O5, 1996 at 4:00
ty/Town. QIIBBNSBDRY
County: WA
cation: CORINTR RD. / BAST OF 187 File: D0905005.PRN
' 1-Bast Lag -bleat
Pil
_________________________________________________________________________________________________________________________________
u - Sep 5, 1996
na
3
: L`
212
:30
181
:45
217
:00
.............
225
urly Totals
......
835
:15
230
:30
206
:45
199
:00
.............
208
irly Totals
......
843
:15
223
:30
304
:45
236
:00
.............
273
:rly Totals
......
1036
15
237
30
229
45
304
00
292
:rly`Total,
cv1062
15
334
30
284
45
218
00
320
.rly.Total.
6i1156
15
291
30
329
45
275
00
............
323
rly Totals
......
1218
15
279
30
286
45
247
00
............
230
rly Totals
.:....
1042
is
235
30
191
45
174
00
............
192
rly Totals
i __
15
189
189
2
Total
139
351
137
31818
126
343
128
•
353
5J0
1365
122
352
115
321
137
336
126
•500
334
•�1343
118
341
115
419
120
356
122
• •475
395
1511
138
375
191
420
126
430
187
--`642
479
v1704
180
514
186
470
168
386
266
•800
586
1956
166
457
191
520
231
506
142
..
465
730
1948
162
441
174
460
93
340
104
---533
334
••••••
127
92
317
87
278
70
244
88
---337
280
1129
85
274
996
Volume by Lane Report - D0905005.PRN
-------------------------------------------------------------------------------------------------------------------------------
23:54 Py 2
1996
-----------
1
______
2
Total
30
164
71
------
145
143
58
335
MOO
147
201
..............
......
202
curly Totals
643
__
26
...M
):15
99
65
912
)a 30
138
49
187
):45
110
1
):00
131
55
168
..............
---478
.urly Totals
•--705
):15
112
227
:30
109
54
166
1:45
112
34 40
149
.:00
94
30
146
:.............
124
roily Totals
• 421
•15B
... ..
.: 15
100
585
.30
36
136
:45
70
47
117
-1996
______________________
- Sep 5, 1996
'----
.7145
.8:00
•
:ourly Totals
8:15
8:30
8:45
.9:00
Sourly Totals
_9:15
9:30
.9:45
:0:00
fourly Totals
:0:15
!0:30
10:45
!1:00
tourly Totals
!1:15
!1:30
!1:45
22:00
sourly Totals
!2:15
!2:30
!2:45
!3:00
a) iourly Totals
23:15
L1:30
2 3 : 4 5
24:00
Sourly Totals
Daily Totals
57
44
101
39
16
55
40
13
53
Volume by Lane Report - 00905005.PRN
--------------------------------------------------- ______________________________________________
21:55 Pg 1
1
2
Total
-
------
46
------
24
70
85
29
114
230
---•82
•292
88
43
131
121
55
176
154
66
220
294
80
374
......
65]
......
244
......
901
193
95
288
211
103
314
366
97
463
503
124
627
......
1273
......
419
......
169I
444
100
544
357
143
500
367
129
496
393
103
496
1561
...4]5
e2036
342
98
440
233
99
332
228
118
346
248
95
343
1051
410
1461
218
92
310
189
119
308
238
120
358
270
102
372
.. 915
f•433
c�1348
226
143
369
233
125
358
232
127
359
199
178
377
890
573
1463
v16851
8222
25071
89
24
113
61
27
90
/lyTotalm
134
•456
40
31
71
53
22
75
44
21
65
..
38
......
20
58
175
......
94
•• 269
a:15
40
14
33
4:00
..............
10
......
5
15
burly Total.
100
___
• 46
•0 _
. r. 15
16
146
.4:30
16
11
7
27
4:45
17
5
33
5:00
13
4
22
outly Sotale
...
63
.16
....27
•••••'
5:15
89
5:30
12
16
32
5:45
3
6
18
6:00
10
13
......Total...
15
8
23
ourly Sotale
....*6
....40
••••••
6:15
B6
6:30
a
6
14
5:45
9
12
31
7:00
31
10
31
.
19
16
35
Volume by Lane Report - D0905005.PM
---------------------------------------
Am/Pm Peak Hour Totals
•se
1
______
2
______
Total
______
_____________
wgour 4-5
1156
800
1956
:rcentagss
6.86
9.73
7.80
Hour 20-21
1561
475
2036
ereentages
9.26
5.78
6.12
23:56 Pg 4
-1196 Volume by Lane Report - D0907003.PRH 00:07 Pg 1
__________________________________
ta; 000000000003 Id: 000000000003 CId: 01
Start: Sat - Sep 07, 1996 at 00:00 Pmt: 600 Int: 15 Nis.
City/Sown: =E0SSHDRY End: Sat - Sep 07, 1996 at 24:0(
Loration: CORINTH RD. / EAST OR 187 County: WARREN
`Lol-East 12-Went Pile: D0907003.PRN
Sat - Sap 7, 1996
Lane
1 2
Total
00:35
00:30 214 201 125 __-339
00:45 125 326
2
01:00 213 123 336
............... 109 338
Hourly Totals r 352 " 482
01:15 BS] 1339
01:30 252 127 379
01:45 IS$ 121 309
02:00 182 101 98
280
............... 120 321
Hourly Totals
02:35 333 •1289
02:30 129 352
22
02AS 209 115 324
03:00 8 116 324
Hourlrota... 20114 315
••HB91
Hourly
Totals ......
03:30 474
194 113 1307
03:45 is$ 199 257
04:00 250 99 337
..... 248 87 365
_ - 117 365
Hourly Totals " ......
04:15 234 .. 916 1266
04:30 291 124 358
04:45 241 115 356
OS :00 223 100 377
............... _ 90 313
Hourly Totals
05:15 249 419 •1404
05:30 219 108 357
05:45 99 89 303
2
06:00 246 88 334
............... _ 78 291
•0 •763
Hourly Totals
220
06:15 937 1290
06:30 231 109 329
06:45 107 338
275
07:00 27S 102 377
.........
128 315
Hourly Totals r ""
07:35 185 r 996 1359
07:30 114 299
174
07:45 105 279
174
08:00 151 85 236
............... 93 240
Hourly Totals "` .o..
08:15 159 101 ci•160 2
101 60
,rd 996
Sep 7, 1996
one
1:30
:;45
:00
urly Totals
:15
.30
:45
:00
.............
urly Totals
:15
.30
:45
:00
irly Totals••
:15
:30
:45
:00
irly Totals
:IS
:30
:45
00
:rly Totals
15
30
45
00
rly Totals
15
30
45
00
..........
rly Totals
LS
30
LS
)0
3y Totals
'.5
'.0
:5
)0
v 'ly Totals
5
0
----------------------------Volume ___
by Lana Report - D0907003.PM00:08 Pg 2
------ ______------ ___------------
_________________________________
2
_____1
____
Total
150
96
"" "
127
78
246
154
69
205
223
131
78
934
126
61
209
117
71
187
144
59
108
---518
`--268
---202
••
124
48
786
92
41
172
123
35
133
127
33
158
�466
••
159
_
156
125
36
105
42
161
84
30
147
102
32
114
416
a140
'S56
11B
13
76
151
64
�0
92
62
21
84
...320
83
--••
---430
57
2990
42
9
81
25
11
51
44
16
36
....
60
168
• •60
-••228
32
14
14
9
46
45
13
23
17
14
38
....
31
_ •••50
26
138
21
9
35
12
1
22
17
6
18
.:..7
8
25
....24
---100
21
10
36
37
13
15
25
18
4
10
17
....6�
28
10
45
-••107
15
11
21
10
25
/1$:15
1996
.
18:30
18:45
19:00
...............
Hourly Totals
19:15
19:30
19:45
20:00
...............
Hourly Totals
20:15
20:30
20:4S
21:00
...............
Hourly Totals
21:15
21:30
21:45
22:00
...............
Hourly Total.
22:15
22:30
22:45
23:00
...............
Hourly Total.
23:15
23:30
23:45
24:00
Hourly Total,
•
Daily Total,
Volume by Laaa Report - D0907003.PRH
------------------------ _____________________________________________
1
13
44
82
38
41
59
63
201
66
62
68
57
253
56
64
84
147
•351
148
86
169
161
564
139
164
139
173
615
194
141
162
162
659
13272
I
21
13
•••55
13
22
21
24
•80
24
31
47
33
IJS
51
40
44
48
'1B3
53
45
42
63
203
71
97
70
94
332
80
94
98
130
402
"6040
00:12 PH 3
---------------
Total
34
57
137
51
63
80
87
281
90
93
115
90
•288
107
104
128
195
•534
201
131
211
224
767
210
261
209
267
947
274
235
260
292
1061
...18...
312
Volume by Lame Report - D0907003.PM
------------------------------------
A /Pe Peak Hour Totals
----------------------
1
2
Total
as
------
------
------
------------
$our 4-5
975
429
1404
«autagee
7.94
7.10
7.67
Hour 23-24
659
402
1061
:oemtagee
5.37
6.66
5.79
00:13 Pg 4
FROM : CREIGH70N MANNING ENGiNEEReNG
PHONE NO. : 518 439 7024 May. 20 1998 02:36PM P1
500 Kenwood Avenue
Delmar NY 12054
Phone: 5161439-7024
Fax' 616/4347094
Fm
To: Larry Levine From: Shelly Johnston, RE
Fax: 5644248 oate: May 20,1998
Phone: 683-1296 Pages: 4
Re: Main St & Caroline St CC:
0 Urgent ❑ For Review 0 Please Comment EI Pteaee Reply ❑ Please Recycle
-Comments;
The data I have from DMV is consistent with what Gary said about the accident
history at Caroline Street. Specifically, there was one accident between Caroline and
Richardson on 8/5/96 and one accident between Caroline and Allen on 9/15/95.
Following are the collision diagrams for the two adjacent signalized intersections. I
have not calculated rates yet. Again based on DMV accident reports, there were 12
accidents at Richardson and 9 accidents at Western/Thomas between 1/95 and
10/97. Also attached are my worksheets showing the 1998 Balanced PM Peak Hour
x traffic volumes. We calculated an AADT of 16,500 for Main Street between
Richardson and Caroline Streets.
FROM : CREIGH`ON MANNING ENGINEERING PHONE N0. : 518 439 7024 May. 20 1998 02:38PM P4
4
a
I
r
z
a
yN
�»
z
z
ii i
W
2
Z
<L
; C
g~
W
L
<U
i
U
'
a
i"
A
CA
c' O
� r
o
adz
coIQzo
W
W
d
H 3
Its
FROM : CREIGHTON MRNNiNG ENGINEERING PHONE 1,0. : 518 439 7024 May. 2e 19-38 02:38PM P3
CREIGHTONS MANNING
ENGINEERING, LLP 5NEET NO_
500 Kenwood Avenue CAICQI TED
Delmar, New York 12054-1822 CNEGRD By
l5181439.7024 FAX 15181439-7094
OI_
DATE
SCALE
OTs37o
tt
r
mn�rr
;geoao _
9/yI45 I7,00
_ (o/a3197 1 fi &D
D
C
=
;5y1Mvh'AR .-.
?t�WrPP+QN
-_---
L9F-f 7uRu = I
sAVER'�r ...:.
- J.h1JWZY
Ili'
__. _
4
FROM : CREIGHTON MRNNING ENG:NEER;NG PHONE NO.
518 439 7024 May. 20 1996 02:37PM P2
u
a
Y
CREIGHTON6MANNING
ENGINEERING, LLP
500 Kenwood Avenue
Delmar, New York 12054-1522
(518) 439.7024 FAX (51 e) 439.7094
SNSST NO
CAICVUTEa BY
CHP.CKEC BY_
or,
MkiN 57.
^a
40 08.00
1.31 lqG
09'o
C I
i1z3
a 97 It'0
CIL
i
�D
� ►ill
_...__ ,, - -__
RICs�T RNCa1.E
:.�
_.
DUNKIN DONUTS SATELLITE SHOP
22 Main Street
Queensbury, New York 12804
Anticipated
Traffic Volume
Comparisons
Ava.Weekly
Avg.Daily
Ava.Ticket
Ava.Dad
Sales
Sales
Customer Count
Rt. 9 (Glen St.)
Queensbury 9,000
$1,257
$2.46
512
Rt. 9 (Saratoga Ave.)
So.Glens Falls 7,000
$ 966
$2.26
410
Aya.Daily
Vehicles
Proposed Shop
22 Main St. 5,000 $ 714 $2.36 (1) 302 256
(1) Average of the 2 existing shops
Average daily vehicle = $714 Daily Sales/$2.36 (Avg. ticket of GF & SGF combined) = 302 Average Daily
Customer count. This is the count required to reach $5,000 in weekly sales at the Proposed Main St. Shop.
70% Single drivers x 302 customers = 211 vehicles
30% (2 or more per vehicle) x 302 customers/2 = 45 vehicles
256 vehicles total
Main Street — Estimated 24 hours daily operation
256 vehicles/24 hours = 11 vehicles per hour average.
(Peak hours are 6 AM to Noon, approximately 65% of daily business is anticipated between these hours.)
256 vehicles daily x 65% = 166 vehicles in the 6 hour period
166 vehicles/6 hours = 28 vehicles per hour from 6 AM to Noon.
A Dunkin Donuts Shop is an impulse -buy rather than a destination point such as a McDonald's. Dunkin
Donuts relies on existing traffic flow and pass -by familiarity, therefore little additional traffic is generated.
9741 It980520.doc
05/01/1998 10:45 15187439057 T COLLETTE
PAGE 01
GLENS. FALLS CITY SCHOOL DISTRICT
Facilities and TransportAtion
31 Glenwood Avenue
Queensbury, New York 12804
UIDEErm Phone: (513) 761-61041
Fax: (518) 743-9057
FAX SHEET
DATE: -5/1/98
TO: Inck JOM6.
FROM: THEODORE COLLETTE
Director Of. Facilities and Transportation
# OF PAGES INCLUDING COVER:
MESSAGE:
Per Youe request, - we .=cceatty pkk kip 000 stijjjnt rx, 14aLn Street, (11 r1AJp45T)
MAttbim ge-w4tt. tF . &.-0kk.1qiA up at appmxtrilsaiely 7.12 a.m. ana
return b.LbR Tkia3 at-:app lmrpaly 3.-05 P.M.
'3 tine to tUU th�ft are 4wre stWwtv on X-Atrt Stceets but,
currently he is
ttye..only oao
6
LT6�7-
To �cn Z -jc�'
.)y3 , ,309
Fee-1�•s
Lk ZS �Z,i 1" O `k+. COP
tPa&ev�
fl-b-O-)
21Z
Ley �
� �7 O.uLN G�J-o5
13a
¢ Ji
9 Z"
7j�7
e117/ !S, zi7
IOi //, z g
w�) � -Tp- Ad , = ;:� 1'-7 21 �J