HomeMy WebLinkAboutPEDERSEN TOYOTA VOLVO SAAB PUD PRELIMINARY AND FINAL - 26 91 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYW
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MEMORANDUM
Dana Lockwood, Architect
Eric Bracke, Fort Collins Transportation Planner
Fort Collins Planning Staff
Matt Delich
May 6, 1991
Subject: Colorado Imports Traffic Study (FILE 9122MEM1)
Colorado Imports has proposed to locate an automobile
sales and service business on South College Avenue north of
Kensington Drive in Fort Collins, Colorado. In February,
1988, The Auto Avenue Site Access Study was submitted for auto
related retail uses on the same parcel. This memorandum
serves as an update of that site access study.
The Auto Avenue Site Access Study assumed various auto
retail uses: (1) special retail; (2) convenience store with
gas; and (3) a quick Tube store. The trip generation for that
study was estimated using Trip Generation, 4th Edition, ITE.
The trip generation for the Auto Avenue uses. are shown in
Table 1. Table 2 shows the trip generation from Colorado
Imports use. The auto dealership is listed in Trip
Generation, 4th Edition as Land Use Code 841 -- New Car Sales.
The following statement defines New Car Sales, from Trip
Generation, 4th Edition. "New car sales facilities are
generally located as strip development along major arterial
streets which already have a preponderance of commercial
development. Generally included are auto services and parts
sales along with a sometimes substantial used -car operation.
Some dealerships also include leasing activities and truck
'sal -es and—servi-ding.—"—The proposed—CoYorad:o Imports —appears
to closely fit this definition. The trip generation shown in
Tables 1 and 2 depict daily trips, noon peak hour trips, and
afternoon peak hour trips. A trip is defined as having either
an origin or destination at the proposed site. Comparing
Table 1 and Table 2 shows that the proposed auto dealership
is less intense from a travel perspective than the uses
proposed on the Auto Avenue site. The daily trips in Table
2 is 52 percent of the Auto Avenue trip generation. The noon
peak hour in Table 2 is 81 percent of Table 1 and the
afternoon peak hour in Table 2 is 50 percent of Table 1. The
percentage change in travel is significant; however, the
absolute change in the number peak hour trips is very small
compared to the existing and future traffic volumes on College
Avenue and Harmony Road. The changes in travel caused by this
change of use are not significant enough to warrant a complete
revision to the Auto Avenue Site Access Study.
KENSINGTON
HARMONY
115/90 —�
NOM.
135 / 1 15
W
0
W
.j
J
O
V
0
O
o cm 0
u)�O
N � ?
� O
000
0) . tU
.- c9
2501300
500/600
230/200
130/110
NOM.
80/90
to to O
co T
O \ co
U)� \
h� O
c
400/500
400/900
300/550
00 0
co) N co
O O
It O
N O.N
N
T
NOON / PM
LONG RANGE
FUTURE PEAK HOUR TRAFFIC
Q
N
Figure 5
year, a signal would be installed at the College/Kensington
intersection.
Table 4 shows the long range peak hour operation at the
two College Avenue intersections. Calculation forms are
provided in Appendix D. The noon peak hour operation will be
at level of service D with only improvements to College Avenue
as described earlier in this memorandum. There will be no
movements worse than level of service D. During the afternoon
peak hour, level of service is not determined for the entire
intersection, since the V/C is greater than 1.2 on a number
movements. Further operation analysis iterations indicated
that acceptable operation could be achieved at the College/
Harmony intersection during the afternoon peak hour only with
geometric improvements to the intersection. These
improvements are: an exclusive right -turn lane on the.west
leg of Harmony Road; double left -turn lanes on the east leg
of Harmony Road; and a combined through/right-turn lane on
both legs of College Avenue. The operation was improved to
level of service D (37.1 S/V) for the overall intersection.
The calculation form for this analysis is also provided in
Appendix D. Even though the operation of the intersection is
at level of service D, there are three movements that are at.
level of service E operation. The six lane cross section of
College Avenue is the level of improvement indicated in the
North Front Range Corridor Study. With the warranted signal,
the College/Kensington intersection will operate acceptably.
The future geometrics on Kensington Drive should be an
eastbound left -turn lane, a combined eastbound through/right-
turn lane, and a single westbound lane.
Conclusions/Recommendations
It is concluded that the existing Auto Avenue Site Access
Study, February 1988, along with this memorandum, can serve
as the traffic study for this property with the proposed
Colorado Imports automobile dealership. The 199l_impr_o_v_ements_
to College Avenue will improve the operation at the
College/Harmony intersection in the short range future. The
City of Fort Collins should consider geometric improvements
to Harmony Road at this intersection in the future. With stop
sign control, the left -turn exits from Kensington Drive will
operate unacceptably. This operation will be acceptable when
the intersection is signalized. This proposed use will take
all access from Kensington Drive. The proposed use will have
less impact on the area streets than the formerly proposed
Auto Avenue uses.
APPENDIX A
FKoM ~AUTO AVtuus SiTa Access '5ruo &'
FooRu,iRV 1988
tV
cq m
Z
Nm
O
do
N
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a
2
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50/59 4650
2G//509 (/987)
95//0¢
4750 28/44 —f HARMONY
(/987% 24//28(c B/33
35/39—ti � r p (i983)
r
LEGEND
NOON/PM
ui
a
W
A
J
O
0
• 243/33(0
;/57/387
-/3//324
l29//35
/5951n
/05/80
(/983)
r N
SO- .
to
O� to
NP
RECENT TRAFFIC COUNTS FIGURE 3
APPENDIX B
0
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .harmony/college
AREA TYPE....... OTHER
ANALYST ........ mid
DATE ........... 5/1/91
TIME.......... AM
COMMENT.........r.l-ianges by mjd
VOLUMES
GEOMETRY
EB
InIB
NB
SB
EB
WB
NB
SB
LT
68
211
116
194 L.
12.0 L_
12.0
L 12.0
L
12..0
1"H
539
198
734
452 T
12.0 T
12 .0
T 12.0
T
'I2..0
RT
98
188
293
56 TR
12.0 T
12.0
T 12.0
T
12.0
RR
0
163
163
56 :
12.0 R
12.0
R 12.0
T
'12.0
12.0
12.0
12.0
R
12.0
12..0
12.0
12.0
12.0
ADJUSTMENT
FACTORS
GRADE
HV ADJ PKG
BUSES PHF
PEDS
PED. BUT.
ARR.
TYPE
(%)
(11) Y/N Nrn
Nb
Y/N ruin T
EB
0.00
2.00
N 0
0 0.86
0
N 34.8
3
WB
0.00
2.00
N 0
0 0.79
1
N 34.8
3
NB
0.00
2.00
N 0
0 0.81
1
N 28.8
3
SB
0'00
2.00
N 0
0 0.89
0
N 28..8
3
'
SIGNAL
SETTINGS
CYCLE LENGTH
=
110.0
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
X
PD
X
WB
LT
X
X
SB
LT
X X
TH
X
TH
X
RT
X
RT
X
PD
X
PD
X
-GREEN-8
--- 0-3-3-0
0_-_0
0__U GREEN
9--03-7-.0
0-.0
0-.-0
YELLOW
5.0
6.0
0.0
0.0 YELLOW
5.0 7.0
0.0
0.0
______._______
LEVEL
OF SERVICE
LANE GRP.
V/C
G/C
DELAY
LOS
APP. DELAY
APP..
LOS
EB
L.
0.050•
0.445
13..1
B
24.4
C
TR
0.683
0.327
25.5
D
WB
L
0.256
0.445
14.7
B
17.6
C
T
0..2.26
0.327
20.4
C
R
0.065
0.327
19.3
C
NB
L
0.046
0.500
10.7
B
21.6
C
T
0.716
0.373
23.8
C
R
0.285
0.373
18..5
C
SB
L
0.157
0.500
11.4
B
16.4
C
T
0.280
0.373
18.4
C
R
0.000
0.373
0.0
A
VW-
INTERSECTION:
- - -
Delay
= 20.5 (=.e.c/veh)
V/C =
0.572 LOS
= C
1985 HCM: SIGNALIZED
INTERSECI"IONS
SUMMARY REPORT
*W.:d:: ?K *. V;��: �::KW �,:Y..V'W:**W.**:K
:K *.W..W :K *:X :k ?K :K:K
:Y. W..W. H,�***?K'K*:Y•..W.:K:K*Yc:K.:K.W.�:KW.*%*..*:K?k:?K
:K :k*W. W.*:k:.W.
:KW:K.:k
INTERSECTION..
harmony/college
AREA TYPE .....
OTHER
ANAL.YST.......
mjd
L1)
�i�
DATE ..........
5/1/91
TIME ..........
LU
COMMENT........changes
by mjd
VOLUMES
GEOMETRY
EB WB
NB
SB :
EB WB
NB
SB
LT 117 175
161
22:3 : L
12.0 L 12.0
L. 12.0 L
12.0
1'H 259 222
728
630 : T
12.0 T 12.0
T '12.0 T
12.0
RT 109 236
142
123 TR
12.0 T 12.0
T 12.0 T
12..0
RR 0 138
142
123 :
12.0 R 12.0
R 12.0 T
12..0
12.0 12.0
12.0 R
12.0
12.0 12.0
12.0
12.0
ADJUSTMENT
FACTORS
GRADE
fIV
ADJ PKG BUSES
PFIF PEDS
PED. BUT. ARR.
TYPE
(%)
(%)
Y/N Nm
Nb
Y/N min T
EB 0.00
2.00
N 0
0 0.88 0
N 29.5
3
WB 0.00
2.00
N 0
0 0.78 1
N 29.5
:3
NB 0.00
2.00
N 0
0 0.91 0
N 23.5
3
SB 0.00
2.00
N 0
0 0.89 2
N 23..5
3
----------------------------------------------------------------
SIGNAL
SETTINGS
CYCLE LENGTH =
130..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
PO
X
PD
X
WB LT X
X
SB LT
X X
TH
X
TH
X
RT
X
RT
Y
P D
X
P_D
X
GREEN 10.0
37.0
0.0
0.0 GREEN 12.0
48.0 0.0
0.0
YELLOW 5.0
6.0
0.0
0.0 YEL..LOW
5.0 7.0 0.0
0.0
LEVEL.
OF SERVICE
LANE GRP.
V/C
G/C
DELAY LOS
APP. DELAY APP.
LOS
EB L
0.051
0.423
16.8 C
24.9
C
TR
0.419
0.308
27..3 D
WB L
0.051
0.423
16.8 C
22.7
C
T
0.273
0.308
25.9 D
R
0.270
0.308
25.9 D
NB L
0.045
0.531
11..1 B
21.6
C
T
0.589
0.400
23.7 C
R
0.000
0.400
17.8 C
SB L
0.048
0.531
11.2 B
18.5
C
T
0.364
0.400
20.9 C
R
0.000
0.400
17.8 C
INTERSECTION:
Delay
------------------------------------------------------------
= 21.4
(sec/vefi) V/C =
0.395 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
*:KWWW.
INTERSECTION.. harmony/college
A
AREA TYPE ..... OTHER
-3 Pyl%9
ANALYST ....... rn,i d
DATE .......... 5/1/91
TIME .......... PM
COMMENT....... changes
by mjd
- VOLUMES
-----------------------------------------------------
GEOMETRY
EB WB NB
SB :
EB
WB
NB
SB
LT 157 313 181
269 : I_
12.0 L
12.0
L 12.0
L
12.0
TH 295 555 809
963 : T
12.0 T
12.0
T 12.0
T
12.0
RT 91 296 258
153 TR
12.0 T
12.0
T 12.0
T
12.0
RR 0 138 166
15:3
12.0 R
12.0
R 12.0
T
12.0
12.0
12.0
12.0
R
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 m-1n T
EB 0.00 2.00
N 0
0 0.90
0
N 2.9.5
3
WB 0.00 2..00
N 0
0 0.92
0
N 29.5
3
NB 0.00 2.00
N 0
0 0.93
0
N 23.5
3
SB 0.00 2.00
N 0
0 0.97
0
N 23.5
3
SIGNAL
SETTINGS
CYCLE LENGTH
=
'130.0
PH-1 PH-2
PH-3
PH-4
PH-1
PH-2
P11-3
PH-4
EB LT X X
NB LT
X X
TH X
TH
X
RT X
RT
X
PD X
PD
X
WB LT X X
SB LT
X X
1H X
TH
X
RT X
RT
X
FD X
PD
X
GREEN 19.0 21.0
0.0
0.0 GREEN
11.0
56.0
0.0
0.0
YELLOW 5.0 6.0
0.0
0.0 YELLOW
5.0 7.0
0.0
0.0
LEVEL OF SERVICE
LANE GRP. V/C
G/C
DELAY LOS
APP. DELAY
APP.
LOS
EB L 0.088
0.369
20.3
C
34.8
D
TR 0.710
0.185
40.3
E
WB L 0.515
0.369
25.5
D
46.3
E
T 0.963
0.185
59.2
E
R 0.614
0.185
39.9
0
NB L 0.048
0.585
8.8
B
17.5
C
"I 0.555
0.462
19.6
C
R 0.142
0.462
15.3
C
SB L 0.157
0.585
9.4
B
16.3
C
T 0.443
0.462
18.1
C
R 0.000
0.462
18.6
C
INTERSECTION: V Delay = 27.2 (sec/veh)
V/C =
0.575 LOS = D
APPENDIX C
1985
HCM: SIGNALIZED INTERSECTIONS
SUMMARY
REPORT
::K:K**:k:':fWI'..W..WOK
***W..W.*.W. W..W :K W.:K.W. A..W..:K?K
INTE.RSECTION..harrnony/college
AREA
ANALYST
'TYPE ..... OTHER
....... nrjrl
DATE:.........
TIME
.......... LU
FvYvK6 Geb 1.94s //
COMMENT
........ changes
by mjd
VOLUMES
GEOMETRY
EB WB NB
SB :
EB
WB NB
SB
LT
117 276 171
247 : L
12.0 L
12.0 L 12.0 L
12.0
TH
458 351 786
679 : T
12.0 T
12..0 L 12..0 L
12.0
RT
193 387 151
130 : TR
12.0 T
12.0 T 12.0 T
12.0
RR
0 138 151
130
'12.0 R
12.0 T 12.0 T
12.0
12.0
12.0 R 12.0 R
12.0
12.0
12..0 12.0
12..0
-
ADJUSTMENT
FACTORS
GRADE. HV ADJ PKG BUSES
PHF
PEDS PED. BUT. ARR.
TYPE
M M Y/N Nm Nb
Y/N m-1n T
EB
0.00 2.00
N 0 0
0.90
0 N 32.5
3
WB
0.00 2.00
N 0 0
0.80
1 N 32.5
3
NB
0.00 2.00
N 0 0
0.93
0 N 23.5
3
SB
0.00 2.00
N 0 0
0.91
2 N 23..5
3
---------------
SIGNAL
SETTINGS
CYCLE LENGTH =
130-0
PH- 1 PH-2
PH-3 PH-4
PH-1 PH-2 PH-3
PH-4
EB
LT X X
NB
L.T X X
TH X
TH X
RT X
RT X
PD X
PD X
WB
LT X X
SB
LT X X
TH X
TH X
RT X
RT X
D X
P-D X
GREEN 10.0 37.0
0.0 0.0
GREEN 12.0 48.0 0.0
0.0
YELLOW
5.0 6.0
0.0 0.0
YELLOW 5.0 7.0 0.0
0.0
------------
LEVEL.
OF SERVICE
LANE GRP. V/C
G/C
DELAY
LOS APP. DELAY APP.
LOS
EB
L 0.051
0.423
16.8
C 30.0
D
TR 0..725
0.308
32..2
D
WB
L 0.700
0.423
30.5
D 29.7
D
T 0..420
0.308
27.4
D
R 0.667
0.308
32.3
D
NB
L 0.023
0.531
11.0
B 21.9
C
T 0.622
0-400
24.3
C
R 0..001
0.400
17.8
C
SB
l_ 0,147
0.531
11.8
B 20.1
C
T 0.550
0.400
2:3.1
C
R 0.000
0.400
17.8
C
INTERSECTION: Delay
= 25.3 (sec/veh)
V/C = 0.600 LOS = D
Table 1
Trip Generation
(from Auto Avenue Site Access
Study)
Daily Noon Peak
P.M.
Peak
Land Use
Trips Trips
Trips
Trips
Trips
in
out
in
out
Special Retail
780 30
30
40
40
C-store/gas
1500 61
61
76
76
Lube Store
200 10
10
10
10
TOTAL
2480 101
101
126
126
Table 2
Trip Generation
(for Colorado Imports Auto Dealership)
1 aQ I Y
Land Use Trips
Colorado Imports 1290
New Car Sales (27.2 ksf)
Trips Trips Trips Trips
in out in out
91 72 54 71
1985
H(I'M: SIGNALIZED
INTERSECTIONS
su-1MMARY
REPORT
INTERSECTION..har-mony/college
AREA
TYPE ..... OTHER
5 pPA
ANALYST
....... mjd
1) ATE
.......... 5/1/91
'TIME
.......... PM
COMMENT.
changes
by mjd
VOLUMES
GEOMETRY
EB WB NB
SB
EB
WB
NB
SB
LT
278 494 192
296
L. 12.0
L
12.0
L
12.0
L_
12.0
TH
523 876 866
1032 :
T 12..0
T
12.0
L
12.0
L
12.0
RT
161 475 273
162
1R 12.0
T
12.0
T
12.0
T
12.0
RR
0 138 166
162 :
12.0
R
12.0
T
12.0
T
12,0
12.0
12.0
R
12.0
R
12.0
12.0
12.0
12.0
12..0
-'--wA-a-
ADJUSTMENT
FACTORS
GRADE [IV
ADJ PKG
BUSES
PHF
PEDS
PED.
BUT.
ARR.
TYPE
(%) (%)
Y/N Nm
Nb
Y/N
min T
EB
0.00 2.00
N 0
0
0.92
0
N
32.5
3
WB
0.00 2.00
N 0
0
0.94
0
N
32.5
3
NB
0.00 2.00
N 0
0
0.95
0
N
23.5
3
SB
0.00 2.00
N 0
0
0.98
0
N
23.5
3
-------
SIGNA.L
SETTINGS
CYCLE
LENGTH
=
130..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
X
PD
X
WB
LT X X
X
SB
LT
X
X
TH X
X
TH
X
PD
X
X
PD
X
GREEN
15.0
12.0
25.0
0.0 GREEN
10.0 45.0 0.0
0.0
YELLOW
0.0
5.0
6.0
0.0 YELLOW
5.0 7.0 0.0
0.0
--_, �_-_----_..
__
LEVEL OF SERVICE
LANE
GRP.
V/C
(-i/C
DELAY LOS
APP. DELAY APP.
LOS
EB
L
1.289
0.308
TR
1,054
0.215
80.6 F
WB
L
0.922
0.462
43.4 E
32.9
D
T
0.793
0.346
31..7 D
R
0.540
0.438
21.1 C
NB
L
0.215
0.492
14.3 B
23.6
C
T
0.713
0.377
27.5 D
R
0.124
0.600
8.5 B
SB
L
0.352
0.492
15.6 C
27.4
D
T
0.823
0.377
30.8 D
R
0.000
0.469
13.9 B
INTERSECTION:
_ Delay
= *
--------------------------------------
(sec/veh) V/C
= 0.844 LOS = *
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
W. W:41.* W-I*.* W*W..W.*W.***W.WW.WW.W*':l:�:.:KW:�,WWW:K*W.W.W.KW:Y.*)K?Y.W.:K**)KK:K*:KW.:KY:W...W.W�.*W
INTERSECTION. .I-rarmony/college
AREA TYPE ..... OTHER 5�pnn�i��Z
ANALYST ....... rnJd
DATE .... ...... 5/1/91
T1ME.......... P'M
COMMENT ....... changes by mJd
VOLUMES GEOMETRY
EB WB NB SB EB WB NB SB
LT 278 494 192 296 : L. 1z.0 L. 12.0 L 12.0 L 12.0
TH 523 876 866 1032 : T 12.0 L. 12.0 L 12.0 L 12.0
RT 161 475 273 162 : T 12.0 T 12.0 T 12.0 T 12.0
RR 161 138 166 162. : R 12.0 T 12.0 T 12.0 T 12.012.0 R 12.0 R 12.0 R 12.0
12.0 12.0 12.0 12.0
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARP. TYPE
M M Y/N Nrn Nb Y/N min T
EB 0.00 2.00 N 0 0 0.92 0 N 32.5 s
WB 0.00 2.00 N 0 0 0.94 0 N 32.5 3
NB 0.00 2.00 N 0 0 0.95 0 N 23.5 3
SB 0.00 2.00 N 0 0 0.98 0 N 2:3.5 3
SIGNAL SETTINGS CYCLE LENGTH = 130.0
PH-1 PH-2 PH-3 PH-4 P11-1 PH-2 PH-3 PH--4
EB LT x x NB LT x x
TH x TH x
RT x RT x
PD x PD x
WB LT x x SB LT x x
TH x TH x
PD
x
PD
x
GREEN
15.0 35.0
0.0 0.0 GREEN
10.0 47.0 0.0 0.0
YELLOW
------------------------------------------------------------------------
5.0 6.0
0.0 0.0 YELLOW
5.0 7.0 0.0 0.0
LANE ORP.
EB L
T
R
WB L.
T
R
NB L
T
R
SB L
T
R
INTERSECTION-.
LEVEL OF SERVICE
V/C
G/C
DELAY
LOS
APP. DELAY
APP. LOS
0.635
0.446
24.6
C
28.4
D
0.573
0.292
30.:3
D
0.000
0.385
0.0
A
0.612
0.446
22.4
C
35.0
D
0.939
0.292
45.4
E
0.615
0.385
25.9
D
0.201
0.508
13.4
B
22.6
C
0.685
0.392
25.9
D
0.142
0.523
12.1
B
0.332
0.508
14.6
B
25.5
D
0.791
0.392
28.7
D
0.000
0.523
11.2
B
------------------------------------------
Delay
= 28.6
(sec/veh)
V/C
= 0.756 LOS
= D
1935 HCM: UNSIGNALIZED INTERSECTIONS
XZY<YYM:Y H:.......... �:Y F.RYKM tY<ITKY.................
IDENTIFYING INFORMATION
-------------------------- ------------------------
AVERAGE RUNNING SPEED, MAJOR STREET..
35
PEAK HOUR FACTOR .....................
.9
AREA POPULATION ......................
80000
NAME OF THE EAST/WEST STREET.........
kensington
NAME OF THE NORTH/SOUTH STREET.......
college
NAME OF THE ANALYST ..................
mid
DATE OF THE ANALYSIS (mm/dd/yy)......
5/1/91
TIME PERIOD ANALYZED .................
noon .pm 199
OTHER INFORMATION....
INTERSECTION TYPE AND CONTROL
---------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SS
---- ---- --- ----
LEFT 25 -- 28 0
THRU 0 -- 1352 1061
RIGHT 22 -- 0 32
NUMBER OF LANES
-------------------------------- -------------------
EE; WE; NB SB
----------------------------
LANES -- _
Page-1 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 SH
-------------- --------- ----------- ------------ ---
MINOR STREET
EB LEFT 31 66 60 60 29 E
RIGHT 27 682 682 682 655
MAJOR STREET
NB LEFT 34 241 241 241 206 C
IDENTIFYING INFORMATION
--------------------------- -------------------------------------
NAME OF THE EAST/WEST STREET...... kensington
-------------- NAME OF THE NORTH/SOUTH STREET.... college
DATE AND TIME OF THE ANALYSIS..... 5/1/91 ; noon pm 1995
OTHER INFORMATION_...
1985 HCM: UNSIGNALIZED INTERSECTIONS
ZZZZZTZiYii.ii.i TZZVZZiATiTZLZZZVZiTLZiZZiViZYZZZZZZZi
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED. MAJOFt STREET.. 35
PEAK HOUR FACTOR ..................... .9
AREA POPULATION ...................... 80000
NAME OF THE EAST/WEST STREET......... kensington
NAME OF THE NORTH/SOUTH STREET....... college
NAME OF THE ANALYST .................. mid
DATE OF THE ANALYSIS (mm/dd/yy)...... 5/1/91
TIME PERIOD ANALYZED ................. noon pm 199!
OTHER INFORMATION....
INTERSECTION TYPE AND CONTROL
----------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
----------------------------------------------------
EB WB NB SB
---- ---- ---- ----
LEFT 25 -- 16 1481
THRU 0 -- 1603 1481
RIGHT 22 -- 0 19
NUMBER OF LANES
-------------------------------------------------
EB WB NB SB
----------------------------
LANES 2 -- 2
Page-1 CAPACITY AND LEVEL -OF -SERVICE Page--,
Z LTV#iiTXiiiii ------------------------------------------------------------
POTEN- ACTUAL
-------------- FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (ocph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
------- -------- --------- ------------ ------------ ---
MINOR STREET
EB LEFT 31 66 60 60 29 E
RIGHT 27 533 533 533 506 1
MAJOR STREET
NB LEFT 20 139 139 139 119 D
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... kensington
NAME OF THE NORTH/SOUTH STREET.... college
DATE AND TIME OF THE ANALYSIS..... 5/1/91 ; noon pm 1995
OTHER INFORMATION_...
PENDIX D
1985 HCM: SIGNALIZED
INTERSECTIONS
SUMMARY REPORT
INTERSECTION. .harmony/col
leg e
AREA TYPE .....
OTHER
ANALYST .......
mjd
zo I o ►', �
DATE ...........
5/1/91
TIME ..........
LU
COMMENT.......
changes
by mjd
-----------------------------------------------------
VOLUMES
GEOMETRY
EB WB
NB
SB :
EB
WB
NB
SB
LT 250 300
240
350 : L
12.0 L
12.0
L_ 12.0 I_
12.0
TH 500 400
1200
1100 : T
12.0 T
12.0
L 12.0 L
12..0
RT 230 400
210
190 : TR
12.0 T
12.0
T 12.0 T
12.0
RR 0 138
166
130 :
12.0 R
12.0
T 12..0 T
12.0
12.0
12.0
R 12.0 R
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
2.00
N 0
0 0.95
0
N 32.5
WB 0.00
2.00
N 0
0 0.90
1
N 32.5
3
NB 0.00
2.00
N 0
0 0.97
0
N 23.5
3
SB 0.00
2.00
N 0
0 0.96
2
N 23.5
3
---------------------------------------------------------------------------
SIGNAL
SETTINGS
CYCLE LENGTH =
130.0
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
x
PD
x
WB LT x
x
SB
LT
x x
TH
x
TH
x
RT
x
RT
x
PD
x
PO
x
GREEN 10.0
37.0
0.0
0.0 GREEN 12.0
48.0 0.0
0.0
YELLOW 5.0
6.0
0.0
0.0 YELLOW
5.0 7.0 0.0
0.0
------------------------------------------------------------------
LEVEL
OF SERVICE
LANE GRP.
V/C
Ci/C
DELAY
LOS
APP. DELAY APP.
LOS
EB L
0.051
0.423
16.8
C
29.5
D
TR
0.772
0.308
33.6
D
WB L.
0.712
0.423
31.2
D
29.6
D
T
0.426
0.308
27.4
D
R
0.626
0.308
31.2
D
NB L
0.369
0.531
13.8
B
30.7
D
T
0.911
0.400
34.6
D
R
D.075
0.400
18.3
C
SB I_
0.741
0.531
22.6
C
28.0
D
T
0.844
0.400
30.3
D
R
0.104
0.400
18.6
C
---------------------------------------------------------------------
INTERSECTION:
Delay
= 29.4 (sec/veh)
V/C =
0.819 LOS = D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
**************************************************************************
INTERSECTION..harmony/college s M g 9 C
AREA TYPE ..... OTHER 3 P
ANALYST ....... mjd
DATE .......... 5/1/91
TIME.......... PM
COMMENT....... changes by mjd
--------------------------------------------------------------------------
VOLUMES
EB
WB
NB
LT
300
550
300
TH
600
900
1200
RT
200
500
300
RR
166
166
166
EB
WB
NB
SB
GRADE
0.00
0.00
0.00
0.00
HV
M
2.00
2.00
2.00
2.00
GEOMETRY
SB
:
EB
WB
NB
SB
400
:
L 12.0
L
12.0
L
12.0
L
12.0
1600
:
T 12.0
T
12.0
L
12.0
L
12.0
250
:
TR 12.0
T
12.0
T
12.0
T
12.0
166
:
12.0
R
12.0
T
12.0
T
12.0
12.0
12.0
R
12.0
R
12.0
12.0
12.0
12.0
12.0
------------------------------------------------------
ADJUSTMENT
FACTORS
ADJ PKG
BUSES
PHF
PEDS
PED.
BUT.
ARR.
TYPE
Y/N
Nm
Nb
Y/N
min T
N
0
0
0.95
0
N
32.5
3
N
0
0
0.98
0
N
32.5
3
N
0
0
0.98
0
N
29.5
3
N
0
0
0.96
0
N
29.5
3
------------------------------------------------------
SIGNAL SETTINGS
CYCLE LENGTH
=
130.0
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
%
RT
X
RT
X
PD
X
PD
X
WB LT
X
X
SB
LT
X
X
TH
X
TH
X
RT
X
RT
X
PD
X
PD
X
"GREEN
15-0
a5-0-0.
0--
- 0.O GREEN
10.0
47.0
0.0 0.0
YELLOW
5.0
6.0
0.0
0.0 YELLOW
5.0
7.0
0.0 0.0
--------------------------------------------------------------------------
LEVEL OF SERVICE
LANE
GRP.
V/C
G/C
DELAY
LOS
APP. DELAY
APP. LOS
EB
L
0.672
0.446
26.2
D
30.3
D
TR
0.678
0.292
32.1
D
WB
L
1.332
0.446
T
0.926
0.292
43.7
E
R
0.586
0.385
25.3
D
NB
L
0.703
0.508
22.6
C
31.6
D
T
0.920
0.392
35.8
D
R
0.173
0.523
12.4
B
SB
L
0.951
0.508
47.7
E
T
1.226
0.392
R
0.109
0.523
11.9
B
--------------------------------------------------------------------------
INTERSECTION:
Delay = * (sec/veh)
V/C
= 1.118
LOS = *
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION..harrriony/college
AREA ANALYST PI......mOTHER
id
DATE .......... 5/1/91 20L�%
TIME.......... PM
COMMENT -......changes by rrijd
VOLUMES GEOMETRY
EB WB NB SB : EB WB NB SB
LT 300 550 300 400 : L 12.0 l.. 12.0 L 12.0 L 12.0
1'H 600 900 '1 "200 1 600 T 12.0 L 1 2. 0 L 1 2. 0 L 12,0
RT 200 500 300 250 : T 12.0 T 12.0 T 12.0 T 12.0
RR 166 166 0 0 R 12.0 T 12.0 T 12.0 1' 12..0
12.0 R 12.0 TR 12.0 TR 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 2.00 N 0 0 0.95 0 N 32.5 3
WB 0.00 2..00 N 0 0 0.98 0 N 32.5 3
NB 0.00 2.00 N 0 0 0.98 0 N 29.5 3
SB 0.00 2.00 N 0 0 0.98 0 N 29,5 3
SIGNAL SETTINGS CYCLE LENGTH = 1:30..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 X PD X
WB LT X X SB LT X X
TH X TH X
RT X RT X
PD X PD X
-GREEN 1-5-� 0 '35-0 0-0 -0-.-O GREEN 1-0 0-4-7-0 0-0 0-0
YELLOW 5.0 6.0 0.0 0.0 YELLOW 5.0 7.0 0.0 0.0
--_-----------------------------------------------------------------------
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.672 0.446 26.2 D 29.3 D
T 0.637 0.292 31.3 D
R 0.061 0.385 19.2 C
WB L 0.723 0.446 25.9 D 34.8 D
T 0.926 0.292 43.7 E
R 0.586 0.385 25.3 D
NB L 0.703 0.508 22.6 C 28.1 0
TR 0.828 0.392 29.1 0
SB L 0.986 0.508 56.2 E 49.3 E
TR 1.011 0.392 47.9 E
INTERSECTION: Delay = 37.1 (sec/veh) V/C = 0.935 LOS = D
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
IN1"ERSECTION..kensington/college
AREA TYPE .....
OTHER
ANALYST .......
mjd
DATE ..........
5/1/9"1
TIME ..........
lu
COMMENT.......
changes
by mid
- - VOLUMES
GEOMETRY
EB WB
NB
SE, EB WB
NB
SB
LT 115 80
75
70 L 12.0 L 12.0
L 12..0
I_
12.0
TH 10 10
1685
1490 TR 12.0 TR 12.0
T 12.0
T
12..0
RT 135 130
90
120 : 12.0 12.0
T 12.0
T
12.0
RR 0 0
0
55 12.0 '12.0
TR 12.0
T
12.0
12.0 12.0
12.0
R
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 m-in T
EB 0.00
0.00
N 0 0 0.90 0
N 29.5
3
WB 0.00
0..00
N 0 0 0.90 0
N 29.5
:3
NB 0.00
2.00
N 0 0 0.98 0
N 14.5
3
SB 0.00
2.00
N 0 0 0.98 0
N 14-5
3
-
SIGNA.L SETTINGS
CYCLE_ LENGTH
=
130.0
PH--1
PH•-2
PH--3 PH-4 PH-1
PH--2 PH-3
PH-4
EB LT X
NB LT
X X
TH X
TH
X
RT X
RT
X
PO X
PD
X
WB LT X
SB LT
X X
TH X
TH
X
RT X
RT
X
PD X
PD
X
GREEN 30.0
0.0
0.0 0.0 GREEN 12.0
71.0
0.0
0.0
YELLOW 6.0
0. 0
0.0 0.0 YELLOW
5.0 6. 0
0.0
0 _0
- -
LEVEL OF SERVICE
LANE GRP.
V/C
G/C DELAY LOS
APP. DELAY
APP.
LOS
EB L
0.451
0.254 31.9 D
31.4
D
TR
0.410
0.254 31.1 D
WB L
0.319
0.254 30.2 D
30.6
D
TR
0.396
0.254 30.9 D
NB L
0.096
0.700 4.8 A
14.7
B
TR
0.660
0.569 15.1 C
SB L
0.072
0.700 4.7 A.
13.0
B
T
0.550
0.569 13.5 B
R
0.077
0.569 9.6 B
INTERSECTION:
----
Delay = 16.0 (sec/veh) V/C =
0.527 LOS
= C
1985 HCM; SIGNALIZED INTERSECTIONS
SUMMARY REPORT
:k*:d::?K.d:W.:K*.W.WW.W.Y?K:Y.XW?KKK:d:*:YW.K?KWW.W.:K:Y.:K:K?KK*K*K k*K�'.*WW.W..W.�:KW'Y•.'KW.:KW.K?KW, K :K*K *:X :dcW W:K �.:K :K :d'.W :X
I NT ERSEC T I ON .. ker-is i rig tor?/co 1 1 eye
ART:::.A TYPE ..... OTHER
ANALYST ....... rnjd
DATE .......... 5/1/91
TIME.......... PM
COMMENT....... changes by m,jd
W�
VOLUMES
GEOMETRY
EB
WB
NB
SB :
EB
WB
NB
SB
LT
90
90
85
80 : L
12.0 L
12.0
L 12.0
L.
12.0
TH
'10
10
18"15
2085 ; TR
12.0 TR
12.0
T '12..0
T
12.0.
RT
115
110
100
100
12.0
12.0
T 12.0
T
12.0
RR.
166
166
166
'166
12.0
12..0
TR 12.0
T
12..0
12.0
12.0
12.0
R
12-0
12..0
12.0
12.0
12..0
ADJUSTMENT
FACTORS
GRADE
HV ADJ PKG BUSES
PHF
PEDS
PED. BUT.
ARR.
TYPE
M
M Y/N Nrn
Nb
Y/N min T
EB
0.00
0.00
N 0
0 0.90
0
N 29.5
3
WB
0.00
0.00
N 0
0 0.90
0
N f-
3
NB
0.00
2.00
N 0
0 0.98
0
N 14.5
3
SB
0.00
2..00
N 0
0 0.98
0
N 14.5
3
_______________
SIGNAL
SETTINGS
CYCLE LENGTH
=
'130.0
PH-1
PH-2
PH-3
PH-4
PH-1
PH-2
PH-3
PH--4
EB
LT
X
NB LT
x x
TH
x
TH
x
RT
x
RT
x
PD
x
PD
x
WB
L.T
x
SB LT
x x
I
x
TH
x
RT
x
RT
x
PD
x
PD
x
-GR-(:=E-N
30-.
0
0-. 0
0-._0
-0..-0 GREEN
1-2-0-7-1-0-0-0-0-0-
YELLOWL
6.0
0.0
0.0
0.0 YELLOW
5.0 6.0
0.0
0.0
~!
-Tw
LEVEL.
OF SERVICE
LANE GRP.
V/C
G/C
DELAY LOS
APP.. DELAY
APP.
LOS
EB
L
0.249
0.254
29.4
D
29.3
D
TR
0.024
0.2.54
27..7
D
WB
L
0.249
0.254
29.4
D
29.3
D
TR
0.024
0.254
27.7
D
NB
L
0.142
0.700
5.0
A
14.8
B
TR
0..669
0.569
15.2
C
SB
L
0.119
0.700
4.9
A
16.8
C
T
0.769
0.569
17.2
C
R
0.000
0.569
0.0
A
INTERSECTION:
Delay
-----------------------------------
= 16.5
(sec/veh)
V/C =
0.545 LOS
= C
Two accesses were proposed to the Auto Avenue site: (1)
a full -turn access from Kensington Drive, and (2) a right -in
only from College Avenue. Colorado Imports is proposing one
access from Kensington Drive. Kensington Drive is a short
(470 feet long) street which connects College Avenue and Mason
Street. An existing mini -storage complex, west of the site,
gains access from Kensington Drive at the present time. _
Kensington Drive is 36 feet wide. College Avenue has three
through traffic lanes in each direction adjacent to this site.
There is a 14-16 foot painted median which serves as a left -
turn lane for several street and driveway intersections in
this area. A southbound right -turn auxiliary lane has
recently been built on the west side of College Avenue
extending from Harmony Road to the south property line of the
Target Store.
The peak hour traffic counts at the College/Harmony and
Harmony/Mason intersections used in the Auto Avenue Site
Access Study are provided in Appendix A. The City of Fort
Collins obtained morning, noon, and afternoon peak hour
traffic counts at the College/Harmony intersection in 1989.
These are shown in Figure 1. Comparing the noon and afternoon
peak hour traffic for 1987 and 1989 reveals the following:
(1) the north leg has decreased by 6 percent; (2) the south
leg has increased by 2 percent; (3) the west leg has increased
by 29 percent; and (4) the east leg has increased by 17
percent. These varying rates of change were used to develop
traffic projections for the short range (1995) and long range
(2010) futures.
The site plan for Colorado Imports is shown in Figure 2.
The single point of access proposed to this site is located
170 feet west of the west curb of College Avenue. It is
slightly offset (2 feet) from an access shown in the Auto
Avenue Site Access Study for a convenience/gas store on the
south side of Kensington Drive. This amount of offset is
insignificant and will not affect operation or safety.
Using the 1989 peak hour traffic volumes shown in Figure
1 and the existing geometrics, the College/Harmony
intersection operates acceptably. Calculation forms are
provided in Appendix B. Lengths of some phases were adjusted
as necessary to improve the operation in this analysis. The
phase lengths may not be exactly as described in the Fort
Collins VMS. In the afternoon peak hour, some movements on
the east and west legs are in level of service E; however, the
overall operation of the intersection is in level of service
D.
During the summer of 1991, the City of Fort Collins will
construct a raised median on College Avenue north and south
of Harmony Road. The new approach geometry on both legs of
College Avenue will be: one right -turn lane, two through
lanes, and two left -turn lanes. Subsequent analyses performed
co rn
ch co co
to O N
T \ \
\ O co
co co N
N co N
T \ \
\ N �t
O to O
to 'tt T
68/117/157
539/259/295
98/.109/91
`L-188/236/296
198/222/555
,1-211/175/313
rn co
co 0 to
co N
.\- co N
(p N
T N T
co q- co
T M O
T ti N
HARMONY
AM/NOON/PM
Q
N
1989 PEAK HOUR TRAFFIC Figure 1
DISPLAY / PARKING
DISPLAY / PARKING
0
z
Y
CC
Q
a
J
a
0
7
SITE PLAN
Figure 2
in this study will use these new geometrics. The geometry on
Harmony Road is not proposed to be changed at this time.
The generated trips from Colorado Imports were assigned
to the College/Harmony and College/Kensington intersections.
This assignment used the trip distribution shown in Figure 3.
Figure 4 shows the short range (1995) peak hour traffic at the
two College Avenue intersections. Background traffic was
increased appropriately based upon historic data. Since the
status of development between the McDonald's Restaurant and
Kensington Drive is not known at this time, the assumed uses
for these parcels from the Auto Avenue Site Access Study were
not included in this short range assignment. Based upon the
volumes shown in Figure 4, traffic signals would not be
warranted at the College/Kensington intersection. Therefore,
this intersection would continue with stop sign control.
Table 3 shows the short range peak hour operation at the
two College Avenue intersections. Calculation forms are
provided in Appendix C. With the future geometrics, the noon
peak hour operation will be at level of service D. There will
be no movements worse than level of service D. During the
afternoon peak hour, level of service is not determined for
the entire intersection, since the V/C is greater than 1.2 for
at least one movement. This movement is the eastbound left -
turn on Harmony Road. Many iterations of phasing were run
with the one shown in Appendix C as the best. The eastbound
through/right movement and the westbound left -turn movement
are less than level of service D. The operation was improved
to level of service D (28.6 S/V) with the addition of an
eastbound right -turn lane and an additional westbound left -
turn lane. This calculation form is also provided in Appendix
C. Improved geometry on Harmony Road should be considered by
the City in the future. The traffic which precipitates this
recommendation is background traffic. With stop sign control,
left -turn exits from Kensington will operate unacceptably.
to the South College Avenue Access Control Plan. There is
nothing that can be done to improve this operation short of
signalization. These movements do have alternative means of
egress via Mason Street.
In the long range future assignment, it was assumed that
the property between McDonald's Restaurant and Kensington
Drive would be developed. Traffic estimates were made for the
east leg of Kensington Drive without the benefit of any
detailed trip generation analysis, except the assumptions used
in the Auto Avenue Site Access Study. There are no proposals
for properties that might be served by Kensington east of
College Avenue. A more rigorous analysis for this leg is
beyond the scope of this traffic analysis. Figure 5 shows the
long range (2010) peak hour traffic at the two College Avenue
intersections. It is expected that at or before this future
0
to
'
KENSINGTON
HARMONY
SITE
N
co
a�
0
N
N
15% / 20`90
T
Q
N
SHORT. RANGE % / LONG RANGE %
TRIP DISTRIBUTION
Figure 3
KENSINGTON
HARMONY
25/25 J
22/22 —�
W
W
J
J
O
V
N
O C)
r r N
O O
M n
rco N
458/523
193/ 161
t
CO M
•- O
� (0
co r
N �
N
M
co
r
387/475
351 /876
2761494
N w M
r 00 N
r CD r
N co Lo
r ti r
NOON / PM
SHORT RANGE
FUTURE PEAK HOUR TRAFFIC
Q
N
Figure 4
Table 3
Short Range Peak Hour Operation
Intersection
College/Harmony (signal)
College/Kensington (stop sign)
EB LT
EB RT
NB LT
Level of Service (Delay)
Noon PM
D (25.3 s/v)
E E
A A
C D
* LOS and delay not meaningful when any v/c is greater than 1.2.
Table 4
Long Range Peak Hour Operation
Level of Service (Delay)
intersection noon eri
College/Harmony (signal) D (29.4 s/v)
College/Kensington (signal) C (16.0 s/v) C (16.5 s/v)
* LOS and delay not meaningful when any v/c is greater than 1.2.