HomeMy WebLinkAboutDIAMOND SHAMROCK CORNER STORE #1100 PUD - FINAL - 14-89A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYTRAFFIC IMPACT ANALYSIS
PROPOSED
SERVICE STATION/CONVENIENCE STORE
WEST ELIZABETH STREET
F E L S B U R G
H 0 L T &
ULLEVI G=
TRAFFIC IMPACT ANALYSIS
PROPOSED
SERVICE STATION/CONVENIENCE STORE
WEST ELIZABETH STREET
Prepared for:
Diamond Shamrock
520 East 56th Avenue
Denver, Colorado 80216
Prepared by:
Felsburg Holt & Ullevig
5299 DTC Boulevard, Suite 400
Englewood, Colorado 80111
(303) 721-1440
March, 1989
FHU Project No. 89-011
TABLE
OF CONTENTS
page
I.
INTRODUCTION ...........................
II.
EXISTING CONDITIONS .......................
A. Existing Roadway Network ....................
4•• 4
B. Surrounding Land Use ........................
4
C. Existing Traffic Volumes .................
D. Existing Traffic Operations .................
III.
TRAFFIC PROJECTIONS ......................
A. Trip Generation .............................
10
B. Trip Distribution ...........................
10
C. Site Trip Assignment .........•••••..
"
10
D. Background Traffic Volumes ..................
13
E. Total Traffic Volumes .................
IV.
CAPACITY ANALYSES ........................
........
18
18
A. Year 1990 ..........................
.........
22
B. Year 2010 .............................
......
V.
Y AND RECOMMENDATIONS ...........•••••..
SUMMARY ••..
26
APPENDIX - INTERSECTIONS LEVEL OF SERVICE
LIST OF FIGURES Page
1. Site Location .........................
2. Conceptual Site Plan .....................
3. Existing Traffic Volumes ................
4. Site Trip Distribution ....................
....... 11
5. Projected Buildout Site Generated 12
Traffic Volumes .......................
6. Projected Year 1990 Background 14
Traffic Volumes ...............0......
7. Projected Year 2010 Background 15
Traffic Volumes .......................
8. Projected Year 1990 Total Traffic Volumes .......
16
9. Projected Year 2010 Total Traffic Volumes ...•••••
17
10. Year 1990 Intersection Geometrics and 21
Level of Service ......................
11. Year 2010 Intersection Geometrics and
Level of Service .......................
LIST OF TABLES
Page
1.
Summary of Level of Service Analysis:
7
Existing Conditions ..............................
2.
Site Trip Generation .............................
9
3.
1990 Level of Service Analysis -
19
Background Traffic Conditions .....••••,....,
.....
4.
1990 Level of Service Analysis -
20
Total Traffic Conditions .........................
5.
2010 Level of Service Analysis -
23
Background Traffic Conditions ..............••••••
6.
2010 Level of Service Analysis -
24
Total Trffic Conditions ..........................
I. INTRODUCTION
The Diamond Shamrock Refining and Marketing Company is proposing
to develop a vacant parcel of land located on the south side of
West Elizabeth Street, west of City Park Avenue in Fort Collins
(see Figure 1).
A fast food restaurant and manual car wash were previously pro-
posed for this undeveloped parcel of land. The Carl's Jr. Res-
taurant Site Traffic Impact Study, prepared by Matthew J. Delich,
P.E. (revised in December, 1985) documented the traffic impacts
associated with that previously proposed development and served
as a source of information for this analysis.
Presently the Diamond Shamrock Company is proposing to construct
a service station/convenience store and drive through car wash on
this site. In addition to the changed land uses, there have also
been modifications to the internal circulation plan and access
plans along the private access road on the west side of the
property.
As shown in Figure 2, the site is proposed to have four access
locations. Primary access to the development would occur on the
existing private access road as well as at the Chesterfields,
Bottomsley and Potts (CBP) access onto West Elizabeth Street.
Two access locations are proposed on the access road separated by
approximately 100 feet. The northernmost access would align with
the existing Taco Bell access approximately 50 feet south of the
south curbline on West Elizabeth Street. Modifications to the
existing CBP parking lot would be required to allow the proposed
development to share the existing CBP access onto West Elizabeth
Street. An emergency access easement is proposed between the
service station/convenience store building and the drive through
car wash. The easement would connect to the adjoining CBP and
shopping center parking lot east of the proposed site. The
proposed access plan would not require any new or additional
accesses onto West Elizabeth Street, but would utilize the access_
locations that currently exist on this facility.
This analysis includes the preparation of traffic projections and
impacts associated with the proposed development and focuses on
several specific issues which have been raised by the City staff
in their preliminary review.
1
F E L S s U R 6
H 0 L T A 0
U L L Ev I
P77q
0
North
2
Laurel St.
North
D r.
South Dr.
Figure 1
Site Location
A
f E L a e U R e
H 0 L T &
ULLEY161
I
1
0
North
W Elizabeth St.
F
r
Emergency Access
Easement
Figure 2
Conceptual Site Plan
II. EXISTING CONDITIONS
A Existing Roadway Network
The primary streets in the vicinity of the proposed Diamond
Shamrock development are West Elizabeth Street and City Park
Avenue. West Elizabeth Street is an arterial with four through
lanes, a center left turn lane, and bike lanes on each side of
the sAvenue is a two-lane street that
extends
from MulberrySStreet south of West Elizabeth Street, where it
curves east to Shields Avenue.
Signal control exists at the intersection of West Elizabeth
Street/City Park Avenue; all other accesses along West Elizabeth
Street in the vicinity of the site operate under either STOP sign
control or no control on the accesses.
B. Surrounding Land Use
Land use in the vicinity of the site ranges from residential to
commercial use. To the north across Elizabeth Street is a devel-
opment currently known as the Bull Farm. It is proposed to be a
multi -use commercial development with a small residential compo-
nent. West and east of the proposed site exist a fast food
restaurant (Taco Bell) and a sit-down restaurant (Chesterfields,
Bottomsley and Potts), respectively. The Matador Apartments
presently exist south of the undeveloped parcel of land.
C. Existing Traffic Volumes
Figure 3 illustrates existing daily and peak hour traffic volumes
at the critical intersections in the vicinity of the site. The
peak hour traffic counts at West Elizabeth/Access Road and West
Elizabeth/CBP access intersections were conducted by Counter
Measures, Inc., for Felsburg Holt & Ullevig in February 1989.
Existing (1988) daily and peak hour traffic volumes documented in
the CSU Bull Farm, Parcel D, December 1988 report by Matthew J.
Delich, P.E. were utilized at the intersection of West
Elizabeth/City Park. As depicted by these volumes, traffic on
West Elizabeth during the AM peak hour is heavily oriented in the
eastbound direction, but it is more evenly distributed between
eastbound and westbound during the noon and PM peak hour on this
facility.
4
FELSBURG
H 0 L T &
U L L E V I G 1
U1
1
40/366/597
W. Elizabeth St. (-1/53/22
640/393/426 + 1
0/28/17 , m
\
M1 O
� h
O N
a
b
Taco Bell Access
-
0/60/10 -J
Taco Bell Access-
2/23/19--�
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/7
AC
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C.B.P. Access
U
Legend
AM/Noon/PM Peak Hour Volumes
XXXX One Way Daily Volumes
Ftgure 3
Existing Traffic Volumes
I
D. Existing Traffic Operations
utilizing existing intersection geometrics and the peak hour
traffic volumes illustrated in Figure 3, the intersections for
the private access road, CBP access and City Park Avenue with
West Elizabeth Street were evaluated to determine the existing
intersection operations. The critical movement analysis for
unsignalized intersections and the planning method of critical
lane technique (both documented in the 1985 Highway Capacity
Manual) were used to determine the level of service at the ana-
lyzed intersections. Table 1 summarizes the results of the level
of service analyses; the worksheets and definitions of level of
service are provided in the Appendix. As shown by Table 1, all
critical intersections operate satisfactorily under existing
conditions.
Table 1
Summary of Level of Service Analysis: Existing Conditions
Level
of
Service
Intersection
Control
Movement
AM
Noon PM
Private Access Road/Elizabeth
Stop
NB Left Turn
C
A
D
A
C
A
NB Right Turn
WB Left Turn
A
A
A
CBP Access/Elizabeth
Stop
Combined NB Left Turn/
A
A
A
Right Turn
WB Left Turn
A
A
C
City Park/Elizabeth
2-Phase
A
A
A
Signal
V
III. TRAFFIC PROJECTIONS
To be consistent with the earlier work done on the Bull Farm
development, two planning horizons were analyzed for the proposed
Diamond Shamrock development: years 1990 and 2010. Furthermore,
to test the full impacts of the proposed site, traffic demand was
projected assuming that full buildout of the proposed project
would be completed by 1990.
A Trip Generation
Trip generation attributed to the proposed site is summarized in
Table 2. As noted, the daily trip generation estimate for the
development is based on the customer projection data provided by
Diamond Shamrock Company. Based on data published in "A Guide to
Trip Generation Rates," Public Works, December 1985, the AM and
PM peak hour were assumed to equal 6 percent and 12 percent,
respectively, of the daily traffic. Utilizing the standard trip
generation rates published by the Institute of Transportation
Engineers the site would be projected to generate only 750 daily
trips. Therefore, the trip generation estimates utilized in this
study represent a very conservative approach. Noon peak hour
trip generation estimates for this development were derived by
utilizing the relationship between the existing total noon peak
hour traffic volumes to the existing total PM peak hour traffic
volumes on West Elizabeth Street in the vicinity of the site.
Since the proposed service station/convenience store and car wash
is likely to attract about half of its business from "passerby"
traffic, vehicles already traveling past the site for other
purposes (see ITE Trip Generation manual, 4th edition), it was
assumed that the relationship between the two existing peak hour
traffic volumes would give a reasonable estimate of noon peak
hour characteristics. Thus, it was assumed that the noon peak
hour trip generation for the proposed site would be approximately
80 percent of the PM peak hour trip estimates. Table 2 indicates
that the proposed Diamond Shamrock development would generate
approximately 1,250 daily trips with about 80, 120, and 150 trips
occurring during the AM, noon, and PM peak hours. Although it
has been mentioned that nearly half of the traffic generated by
the proposed service station/convenience store and car wash could
be assumed to be "passerby" trips, all trips generated by the
proposed development were assumed in this analysis to be addi-
tional traffic on the roadways; thus, no reduction for passerby
trips were accounted for, thereby representing a worst case
scenario.
E3
Table 2
Site Trip Generation
AM Peak
Hour
Noon Peak Hour PM Peak Hour
Trips
Daily Daily
Rate
Trips
Rate Trips Rate
In/Out in/Out In/Out In/Out
Land
Use
Rate Trips
In/Out
In/Out
Service Station
(1) 1,250
(1)
40/40
(2) 60/60 (1) 75/75
with
Convenience
Store and Car
Wash
(1)
Daily rate
as per site market
estimates
provided
by Diamond Shamrock Company.
"A Guide to Trip Generation Rates,"
Peak trips: AM = 6% of ADT,
Public Works, December 1985,
PM = 12% of
with 50/50
ADT as per
directional split.
(2) Noon peak hour estimated to be 80% of the PM peak hour.
B. Trip Distribution
Site trip distribution is based on several factors, including
site location, specific surrounding land uses and background
traffic volumes on West Elizabeth Street. Existing travel pat-
terns and directional splits on West Elizabeth Street and the
trip distribution percentages documented in the C.S.U. Bull Farm,
Parcel D Site Access Study (see Figure 4) were both used as
references to derive directional trip distribution percentages
for the proposed Diamond Shamrock development. It was assumed
that travel pattern characteristics and the roadway system in the
vicinity of the proposed site would not significantly change
between 1990 and 2010 and therefore, trip distribution patterns
were assumed to remain consistent between these two years.
C Site Trip Assignment
Application of the trip generation estimates and the directional
distributions identified previously results in a detailed site
generated trip
d traffic volumesure for5thel AM ranoon andbPMlpeak
dout
site generate
hours.
D Background Traffic volumes
In discussions with the City of Fort Collins staff it was recom-
mended that future traffic volume forecasts documented in the CSU
Bull Farm, Parcel D Site Access Study be used as the basis for
background traffic volumes at the critical intersections along
West Elizabeth Street in the vicinity of the site. Future traf-
fic forecasts for years 1990 and 2010 were documented in this
report at the intersections of Elizabeth/Access Road and these
iza-
beth/City Park Avenue for the noon and PM peak hours;
volumes represent full buildout of the Bull Farm development by
1990. The peak hour volumes at the West Elizabeth Street/Access
Road intersection were adjusted to reflect the recent peak hour
traffic counts performed in February, 1989 and the additional
traffic from the Matador Apartments located to the south of the
proposed site that would utilize the access road as an alterna-
tive access in the future. It was projected that approximately
90 dwelling units from the Matador Apartments would use the
adjustments were carried through
access road. The preceding
the other oonandPM
critical intersections
rStreet for
both the n Peak hours for each analysis ye.
10