HomeMy WebLinkAboutPARK SOUTH COMMERCIAL PLAZA, 2ND FILING, LOT 2B, CARWASH - PDP - 37-94E - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYHCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
12/12/2003
Analysis Time Period:
am�
Intersection:
Horsetooth/RT Access
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year: short kgr tota
Project ID: 0381me01
East/West Street:
Horsetooth Road
North/South Street:
RT Access
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 1 4 5 6
L T R I L T R
Volume
995
30
Peak -Hour Factor, PHF
0.90
0.90
Hourly Flow Rate, HFR
1105
33
Percent Heavy Vehicles
--
--
-- --
Median Type/Storage
Undivided
/
RT Channelized?
No
Lanes
2 1
Configuration
T R
Upstream Signal?
Yes
No
Minor Street: Approach
Northbound
Southbound
Movement
7 8
9
1 10 11 12
L T
R
I L T R
Volume 55
Peak Hour Factor, PHF 0.85
Hourly Flow Rate, HFR 64
Percent Heavy Vehicles 2
Percent Grade M 0 0
Flared Approach: Exists?/Storage
Lanes 1
Configuration R
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
EB WB Northbound Southbound
1 4 j 7 8 9 1 10 11 12
I R I
v (vph)
64
C(m) (vph)
646
v/c
0.10
95o queue length
0.33
Control Delay
11.2
LOS
B
Approach Delay
11.2
Approach LOS
B
17
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 12/12/2003
Analysis Time Period: am pm
Intersection: Horsetooth/RT Access
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: shor bkgrd total
Project ID: 0381me01
East/West Street: Horsetooth Road
North/South Street: RT Access
Intersection Orientation: EW Study period (hrs): 0.25
Major Street:
Vehicle Volumes and Adjustments
Approach Eastbound Westbound
Movement 1 2 3 1 4 5.
L T R I L T
I
Volume
1530
15
Peak -Hour Factor, PHF
0.85
0.85
Hourly Flow Rate, HFR
1799
17
Percent Heavy Vehicles
--
--
-- --
Median Type/Storage
Undivided
/
RT Channelized?
No
Lanes
2 1
Configuration
T R
Upstream Signal?
Yes
No
Minor Street: Approach
Northbound
Southbound
Movement
7 8
9 I 10
11 12
L T
R I L
T R
Volume
20
Peak Hour Factor, PHF
0.85
Hourly Flow Rate, HFR
23
Percent Heavy Vehicles
2
Percent Grade M
0
0
Flared Approach: Exists?/Storage.
Lanes
1
Configuration
R
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
EB WB Northbound Southbound
1 4 1 7 8 9 I 10 11 12
I R I
v (vph)
23
C(m) (vph)
495
v/c
0.05
95o queue length
0.15
Control Delay
12.6
LOS
B
Approach Delay
12.6
Approach LOS
B
HCS2000: Signalized Intersections Release 4.1d
Analyst: Michael Inter.: Horsetooth/Manhatten
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 12/11/2003 Jurisd: Fort Collins ��
Period: a pm Year recent short bkgrd otal
Project ID: 0381
E/W St: Horsetooth Road N/S St: Manhatten Avenue
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound I
I L T R I L T R I L T R 1 L T R 1
I I I I I
No. Lanes 1 1 2 0 I 1 2 1 I 1 1 0 1 1 1 0 1
LGConfig I L TR I L T R I L TR I L TR 1
Volume 120 790 35 1250 1255 85 135 IS 150 185 70 40 1
Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 1
RTOR Vol I 0 1 0 1 0 i 0 I
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left A P I NB Left A
Thru P I Thru A
Right P I Right A
Peds X I Peds X
WB Left A P 1 SB Left A
Thru P I Thru A
Right P I Right A
Peds X I Peds X
NB Right I EB Right
SB Right I WB Right
Green 6.0 60.0 24.0
Yellow 0.0 3.0 3.0
All Red 0.0 2.0 2.0
Cycle Length: 100.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) V/c g/C Delay LOS Delay LOS
Eastbound
L 276
1770
0.08
0.67
2.8
TR 2110
3517
0.43
0.60
6.9
Westbound
L 423
1770
0.66
0.67
6.4
T 2123
3539
0.66
0.60
9.2
R 950
1583
0.10
0.60
5.1
Northbound
L 297,
1187
0.13
0.25
29.3
TR 386
1609
0.48
0.24
33.5
Southbound
L 243
972
0.39
0.25
32.2
TR 423
1762
0.29
0.24
31.4
Intersection Delay = 11.3 (sec/veh)
A
A 6.8 A
A
A 8.5 A
A
C
C 32.8 C
C
C 31.7 C
Intersection LOS = B
HCS2000: Signalized Intersections Release 4.1d
Analyst: Michael Inter.: Horsetooth/Manhatten
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 12/11/2003 Jurisd: Fort Collins
Period: am pm Year recent short bkgrd total
Project ID: 0381
E/W St: Horsetooth Road N/S St: Manhatten Avenue
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound
I L T R I L T R I L T R I L T R
I I I I
No. Lanes I 1 2 0 I 1 2 1 I 1 1 0 I 1 1 0
LGConfig I L TR I L T R I L TR I L TR
Volume 140 1245 30 165 425 45 150 80 235 165 15 10
Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0
RTOR Vol I 0 1 0 1 0 I 0
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left A P I NB Left A
Thru P I Thru A
Right P I Right A
Peds X I Peds X
WB Left A P I SB Left A
Thru P I Thru A
Right P I Right A
Peds X 1 Peds X
NB Right i EB Right
SB Right I WB Right
Green 6.0 56.0 28.0
Yellow 0.0 3.0 3.0
All Red 0.0 2.0 2.0
Cycle Length: 100.0
_ Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/C g/C Delay LOS Delay LOS
Eastbound
L 588
1770
0.08
0.63
3.6
TR 1975
3527
0.76
0.56
14.0
Westbound
L 219
1770
0.32
0.63
6.7
T 1982
3539
0.23
0.56
7.6
R 886
1583
0.05
0.56
6.7
Northbound
L 385
1327
0.15
0.29
26.6
TR 463
1654
0.80
0.28
43.0
Southbound
L 145
500
0.52
0.29
33.2
TR 490
1751
0.06
0.28
26.4
Intersection
Delay
= 17.4
(sec/veh)
A
B 13.6 B
A
A 7.4 A
A
C
D 40.7 D
C
C 31.3 C
Intersection LOS = B
secs
1 4-
APPENDIX D
15
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 12/12/2003
Analysis Time Period: am(:Pi>
Intersection: Horsetooth/RT Access
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: horn kgr total
Project ID: 0381me01
East/West Street: Horsetooth Road
North/South Street: RT Access
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 .I 4 5 6
L T R I L T R
Volume
995
25
Peak -Hour Factor, PHF
0.90
0.90
Hourly Flow Rate, HFR
1105
27
Percent Heavy Vehicles
--
-- -- --
Median Type/Storage
Undivided
/
RT Channelized?
No
Lanes
2 1
Configuration
T R
Upstream Signal?
Yes
No
Minor Street: Approach Northbound Southbound
Movement. 7 8 9 1 10 11 12
L T R I L T R
Volume 40
Peak Hour Factor, PHF 0.85
Hourly Flow Rate, HFR 47
Percent Heavy Vehicles 2
Percent Grade M 0 0
Flared Approach: Exists?/Storage /
Lanes 1
Configuration R
Approach
Movement
Lane Config
r
Delay, Queue Length, and Level of Service
EB WB Northbound Southbound
1 4 17 8 9 1 10 11 12
R I
v (vph)
47
C(m) (vph)
644
v/c
0.07
95% queue length
0.24
Control Delay
11.0
LOS
B
Approach Delay
11.0
Approach LOS
B
IZ_
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 12/12/2003
Analysis Time Period: am�)pm
Intersection: orsetooth/RT Access
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: hort bkgrd total
Project ID: 0381me01
East/West Street: Horsetooth Road
North/South Street: RT Access
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound Westbound
Movement 1 2 3 1 4 5 6
L T R I L T R
Volume
1530
10
Peak -Hour Factor, PHF
0.85
0.85
Hourly Flow Rate, HFR
1799
11
Percent Heavy Vehicles
--
--
-- --
Median Type/Storage
Undivided
/
RT Channelized?
No
Lanes
2 1
Configuration
T R
Upstream Signal?
Yes
No
Minor Street: Approach
Northbound
Southbound
Movement
7 8
9
1 10 11 12
L T
R
I L T R
Volume
10
Peak Hour Factor, PHF
0.85
Hourly Flow Rate, HFR
11
Percent Heavy Vehicles
2
Percent Grade M
0
0
Flared Approach: Exists?/Storage
Lanes
1
Configuration
R
Approach
Movement
Lane Config
v (vph)
C(m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
Delay, Queue Length, and Level of Service
EB WB Northbound Southbound
1 4 1 7 8 9 1 10 11 12
1 R I
9.9
A
11
740
0.01
0.05
9.9
A
•
HCS2000: Signalized
Intersections
Release 4.1d
Analyst:
Michael
Inter.:
Horsetooth/Manhatten
Agency:
Matthew J. Delich, P.E.
Area Type: All other areas
Date:
12/11/2003
Jurisd:
Fort Collins _
Period:
am it
Year
recent short kgr total
Project
ID: 0381
E/W St:
Horsetooth Road
N/S St:
Manhatten Avenue
Eastbound
I L T R
I
No. Lanes I 1 2 0
LGConfig I L TR
Volume 120 785 30
Lane Width 112.0 12.0
RTOR Vol 1 0
SIGNALIZED INTERSECTION SUMMARY
I Westbound I Northbound I Southbound I
I L T R I L T R I L T R I
I I I I
I 1 2 1 I 1 1 0 I 1 1 0 I
i L T R I L TR 1 L TR I
1235 1255 85 125 15 150 185 70 40 I
112.0 12.0 12.0 112.0 12.0 112.0 12.0 I
I 0 1 0 1 0 I
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 1 5 6 7 &
EB Left A P I NB Left A
Thru P I Thru A
Right P I Right A
Peds X I Peds X
WB Left A P I SB Left A
Thru P i Thru A
Right P I Right A
Peds X I Peds X
NB Right I EB Right
SB Right I WB Right
Green 6.0 60.0 24.0
Yellow 0.0 3.0 3.0
All Red 0.0 2.0 2.0
Cycle Length: 100.0
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/C g/C Delay LOS Delay LOS
Eastbound
L 299
TR 2112
Westbound
1770 0.07 0.67 2.6 A
3520 0.43 0.60 6.8 A
6.7 A
L 428
1770
0.57
0.67
4.4
A
T 2123
3539
0.62
0.60
8.6
A 7.8
A
R 950
1583
0.09
0.60
5.1
A
Northbound
L 291
1162
0.10
0.25
29.0
C
TR 386
1609
0.50
0.24
33.9
C 33.3
C
Southbound
L 235
939
0.43
0.25
32.7
C
TR 423
1761
0.30
0.24
31.6
C 32.1
C
Intersection
Delay
= 11.2
(sec/veh)
Intersection
LOS = B
secs
10
HCS2000: Signalized Intersections Release 4.1d
Analyst: Michael Inter.: Horsetooth/Manhatten
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 12/11/2003 Jurisd: Fort Collins
Period: am pm Year recent shor bkgr total
Project ID: 0381
E/W St: Horsetooth Road N/S St: Manhatten Avenue
SIGNALIZED INTERSECTION SUMMARY
I Eastbound 1 Westbound I Northbound I Southbound I
I L T R I L T R I L T R I L T R I
I I I I I
No. Lanes i 1 2 0 1 1 2 1 I 1 1 0 I 1 1 0 1
LGConfig I L TR I L T R I L TR I L TR
Volume 140 1240 25 155 425 45 145 80 235 165 15 10 I
Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 1
RTOR Vol 1 0 1 0 1 0 1 0 I
Duration 0.25 Area Type: All other areas
Signal Operations _
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left A P I NB Left A
Thru P I Thru A
Right P I Right A
Peds X I Peds X
WB Left A P I SB Left A
Thru P I Thru A
Right P I Right A
Peds X I Peds X
NB Right I EB Right
SB Right i WB Right
Green 6.0 56.0 28.0
Yellow 0.0 3.0 3.0
All Red 0.0 2.0 2.0
Cycle Length: 100.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 588 1770 0.08 0.63 3.6 A
TR 1976 3529 0.75 0.56 13.8 B 13.5 B
Westbound
L 221 1770 0.27 0.63 6.3 A
T 1982 3539 0.23 0.56 7.6 A 7.4 A
R 886 1583 0.05 0.56 6.7 A
Northbound
L 385 1327 0.14 0.29 26.4 C
TR 463 1654 0.80 0.28 43.0 D 40.9 D
Southbound
L 145 500 0.52 0.29 33.2 C
TR 490 1751 0.06 0.28 26.4 C 31.3 C
Intersection Delay = 17.3 (sec/veh) Intersection LOS = B
APPENDIX C
z
Table 4-3
Fort Collins (City Limits)
Motor Vehicle LOS Standards (Intersections)
Land Use (from structure plan)
Other corridors within:
Low density
Intersection type
Commercial
Mixed use
mixed use
All other
corridors
districts
residential
areas
Signalized intersections
D
E"
D
D
(overall)
Any Leg
E
E
D
E
Any Movement
E
E
D
E
Stop sign control
N/A
F"
F"
E
(arterial/collector or local —
any approach leg
Stop sign control
N/A
C
C
C
(collector/local—any
approach leg)
mitigating measures required
" considered normal in an urban environment
UNSIGNA..LIZED INTERSECTIONS
I cvc{ crG-ticrcicc:
Avcragc 7'ot:r1 Delay
sec/vch
---
10
----
13
_ _C,
> 10 and < 15 �--
> 15 and < 2.5 ---- —
1:�
-- > 25 and --35
35 and < SO
SIGNALIZED INTERSECTIONS
l: cvel-of-Service
--
AverageTotal Delay
sex/vch
A
---
< 10
13
-------�; ---
— > 10 and < 20
-- > 20 and < 35 --
-- ---
[,
-----1, --
> $Sand _< 80 ---
—
-- — SO --
49
HCS2000: Signalized Intersections Release 4.1d
Analyst: Michael Inter.: Horsetooth/Manhatten
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 12/11/2003 Jurisd: Fort Collins
Period: am pi Year ecent'short bkgrd total
Project ID: 0381
E/W St: Horsetooth Road NIS St: Manhatten Avenue
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound
I L T R I L T R I L T R I L T R
I I I I
No. Lanes 1 1 2 0 1 1 2 1 I 1 1 0 1 1 1 0
LGConfig I L TR I L T R I L TR I L TR
Volume 118 772 27 1235 1236 84 122 15 148 185 70 36
Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0
RTOR Vol I 0 1 0 1 0 I 0
Duration 0.25 Area Type: All other areas
Signal Operations_
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left A P 1 NB Left A
Thru P 1 Thru A
Right P I Right A
Peds X I Peds X
WB Left A P 1 SB Left A
Thru P I Thru A
Right P I Right A
Peds X 1 Peds X
NB Right I EB Right
SB Right I WB Right
Green 6.0 60.0 24.0
Yellow 0.0 3.0 3.0
All Red 0.0 2.0 2.0
Cycle Length: 100.0
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 303
1770
0.07
0.67
2.6
TR 2113
3521
0.42
0.60
6.8
Westbound
L 435
1770
0.56
0.67
4.2
T 2123
3539
0.61
0.60
8.5
R 950
1583
0.09
0.60
5.1
Northbound
L 295
1180
0.09
0.25
28.9
TR 386
1610
0.50
0.24
33.8
Southbound
L 236
945
0.42
0.25
32.7
TR 424
1768
0.29
0.24
31.4
Intersection Delay = 11.1 (sec/veh)
A
A 6.7 A
A
A 7.7 A
A
C
C 33.2 C
C
C 32.0 C
Intersection LOS = B
secs
HCS2000: Signalized Intersections Release 4.1d
Analyst: Michael Inter.: Horsetooth/Manhatten
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 12/11/2003 Jurisd: Fort Collins
Period• am pm Year ecent short bkgrd total
Project ID: 0381
E/W St: Horsetooth Road N/S St: Manhatten Avenue
SIGNALIZED INTERSECTION SUMMARY
Eastbound I Westbound 1 Northbound I Southbound
1 L T R I L T R I L T R I L T R
I I i I
No. Lanes I 1 2 0 I 1 2 1 I 1 1 0 1 1 1 0
LGConfig I L TR I L T R I L TR I L TR
Volume 136 1220 21 155 415 42 143 76 232 161 14 9
Lane Width 112.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0
RTOR Vol 1 0 1 0 1 0 1 0
Duration 0.25 Area Type: All other areas
Signal Operations _
Phase Combination 1 2 3 4 1 5 6 7 8
EB Left A P I NB Left A
Thru P I Thru A
Right P I Right A
Peds X I Peds X
WB Left A P I SB Left A
Thru P I Thru A
Right P I Right A
Peds X I Peds X
NB Right I EB Right
SB Right 1 WB Right
Green 6.0 56.0 28.0
Yellow 0.0 3.0 3.0
All Red 0.0 2.0 2.0
Cycle Length: 100.0
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capacity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 593
1770
0.07
0.63
3.6
TR 1977
3530
0.74
0.56
13.4
Westbound
L 228
1770
0.26
0.63
6.0
T 1982
3539
0.23
0.56
7.6
R 886
1583
0.05
0.56
6.7
Northbound
L 386
1330
0.13
0.29
26.4
TR 463
1652
0.78
0.28
41.6
Southbound
L 151
521
0.48
0.29
31.6
TR 490
1749
0.06
0.28
26.4
Intersection
Delay
= 16.9
(sec/veh)
A
B 13.2 B
A
A 7.4 A
A
C
D 39.8 D
C
C 30.2 C
Intersection LOS = B
secs
0
APPENDIX B
3
MATTHEW J. DELICH, P.E.
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 1.16-02 Observer: City of Fort Collins
Day: Wednesday Jurisdiction: Fort Collins
R = right turn intersection: Horsetooth/Manhatten
S = straight
L -ion U111
Time
Begins
Northbound: Manhatten
Southbound: Manhatten
Total
north/south
Eastbound: Horsetooth
Westbound: Horsetooth
Total
easttwest
Total
All
L
S
R
Total
L
S
R
Total
L
S
R
Total
L
S
R
Total
7:30
15
38
57
110 -..
14
3
0
17..,
127
12
299
5
316.:'
9
92
7
108
424
551
7:45
6
19
65
17
6
2
15,
115
14
373
8
11
107
12
130
525
640
8-00
7
10
141
58:'
21
2
3
-26
84
6
300
4
310,
16
110
10
136
446
—r75TI
530
15
9
93. :4'1
9
3
4
116::-
109
4
248
4
J.' 2 56 —
19
106
13
138
394
7:30-8:30 1 43'.]!70.]212 351 J.611; 9] 84 1 435
PHF 0.8 0.81
1277 155`1415 142'1 512
0.81 1 0.93
1789 1 2224
4:00
13
4 1
38
5
20
14
15
104
7
195 1
6 1:
268
66
267
25 1
358
566 1
670
4:15
10
8
46
31
8
3 1".'%'42-::.
106
3
200 1
7 1
210
47
288
22
357
567
673
4:30
7
2
34
16
17
14
41
90
8
202 1
7
1 2117
52
31 3
19
384
601
691
4:45
5
4
35
-�,'44
32
24
9
66,'
109
5
213
1 8
[:-.122.6
64
286
22
372
598
707
5:00
6
5
25
��
1.0
23
18
10
51
87
3
167
8
�178
53
319
24
396,
574
661
5:15
4
4
54
62
14
11
3
90
2
190
4
'196
66
318
1 19
403
599
689
5:30
4
4
29
37, 1
9
16
2
64
3
169
11
:183,
59
304
2�7
3"
573
637 ,
5:45
8
3
26
19
13
6
38
75
3
187
7
:107
63
2742
366
563
638
4:30-5:30
1-15,
1146'1
185
191
1 376
'18"
1772 ]--27:,'j
817
1235
1236
84:
1 1555
2372
2748
PHIF
1 0.75 1
1 0.73
1
1 0.9
1
1 0.96
APPENDIX A
TABLE 3
Short Range (2005) Background Peak Hour Operation
001
S'
EB
B
A
WB
A
A
Horsetooth/Manhaftan
(signal)
NB
D
C
SB
C
C
OVERALL
B
B
Horsetooth/RT Access
(RT-in/RT-out)
NB RT
A
B
TABLE 3
Short Range (2005) Background Peak Hour Operation
M
g
el z ---- PRO
mw
EB
B
A
WB
A
A
Horsetooth/Manhaftan
(signal)
NB
D
C
SB
C
C
OVERALL
B
B
Horsetooth/RT Access
(RT-in/RT-out)
NB RT
B
B
Horse
- w — - Denotes Lane
A&
N
SHORT RANGE (2005) GEOMETRY Figure 8
Y
L
3
ca
cc
a)
or
o � CC)
45/85
I� �I `ID f 425/1255
J j l /— 65/250
Horsetooth 40/20 t
1530/995
—
1245/790 —� Ln LD 0 15/30 LO
30/35 y `(D � �" �
u' N
LO 00 iB
N N
N
Um
U
Q
C
(Q
t
C
--m*— AM/PM
Rounded to Nearest
5 Vehicles
SHORT RANGE (2005) TOTAL
PEAK HOUR TRAFFIC
N
Figure 7
k
A&
N
Y
m
f9
3
0
m
CD
r:
0 0 Ln
o X) � 45/85
I� I� C0 — 425/1255
J ♦ � � 55/235
Horsetooth 40/20 1530/995f r —�
10/2
1240f785 —� 5
Un uO o
25/30 N � `r o
v � n r
cf w
N N
Um
U
Q
H
C
(6
m
f4
L
C
. 4 AM/PM
Rounded to Nearest
5 Vehicles
SHORT RANGE (2005) BACKGROUND Figure 6
PEAK HOUR TRAFFIC
Horse
c
co
2
�- AM/PM
po
SITE GENERATED Figure 5
PEAK HOUR TRAFFIC
Horsi
Y
i
m
3
c
m
N
TRIP DISTRIBUTION Figure 4
TABLE I
Current (2002) Peak Hour Operation
T17
U, A,
EB
B
A
WB
A
A
Horsetooth/Manhaftan
(signal)
NB
D
C
SB
C
C
OVERALL
B
B
TABLE 2
Trip Generation
1�1`,
7Y, mp-
lit
941
Quick Lube
3 Bar
40.00
120
2.01
6
0.99
3
286
9
2.33
7
947
Setf-Serve Car Wash
6 Bays
108.00
648
NIA
9
N/A
8
2.83
17
2.71
16J
Total
748
15
11
26
3
23
CDC m
T
Tl to
1
36/18
1220/772 �_-
21/27
Y
3
0
co
m
m
OE
42184
�- 415/1236
55/235
�*]4r
N lf) Co
T
V
T
v r
N
C
m
w
(0
L
C
fE
—a— AM/PM
Horsetooth
N
RECENT PEAK HOUR TRAFFIC Figure 3
A&
N
NO SCALE
SITE PLAN Figure 2
ca
m
U
U
Valvoline Lube/
Car Wash I
c
0
U)
m
SCALE: 1"=1000•
SITE LOCATION Figure 1
forecasts for the short range (2005) future were obtained by reviewing
traffic studies for other developments in this area and reviewing historic
counts in the area. It was determined that peak hour traffic along
Horsetooth Road and Manhattan Avenue are stable. Table 3 shows the short
range (2005) background peak hour operation at the key intersections.
Calculation forms are provided in Appendix C. The key intersections will
operate acceptably with existing control and geometry.
Figure 7 shows the short range (2005) total peak hour traffic at the
key intersections. Table 4 shows the short range (2005) total peak hour
operation at the key intersections. Calculation forms are provided in
Appendix D. The key intersections will operate acceptably during the peak
hours. Figure 8 shows the short range (2005) . geometry at the key
intersections, which is the existing geometry.
The Valvoline Lube/Car Wash site is the area within which the City
requires pedestrian and bicycle level of service evaluations. However,
given that this land use is specifically for automobiles, it is reasonable
to assume that there will be very little pedestrian or bicycle traffic
related to this development proposal. There are existing sidewalks along
the Valvoline Lube/Car Wash frontage. In addition, there are existing bike
lanes along Horsetooth Road and Manhattan Avenue. Currently, this area is
served by transit service Routes 6, 62, and 63.
It is concluded that, with the Valvoline Lube/Car Wash, the future
level of service at the key intersections will be acceptable. The level of
service for pedestrian, bicycle, and transit modes will be acceptable.
RE
MEMORANDUM®Q
00
PV`�
°.
Oc
o
TO: Dan Bernth ;� r I
CO00
City of Fort Collins
•
�
.•
O
o
a
rn
FROM: Matt Delich d' er
�`SrONA�-
aDATE:
December 11, 2003
U
•
X
SUBJECT: Valvoline Lube/Car Wash transportation analyses
z
li
(File: 0381ME01)
a
J
W
This memorandum addresses the transportation impacts of the
proposed Valvoline Lube/Car Wash. The Valvoline Lube/Car Wash is
•
W
CD
o
proposed to be located on the south side of Horsetooth Road just east
>
of Manhattan Avenue. The site location is shown in Figure 1. The
cr 0
CD
site plan for Valvoline Lube/Car Wash is shown in Figure 2. There is
a raised median on Horsetooth Road in this area. As proposed,
UJ
rn
Valvoline Lube/Car Wash will consist of three auto service bays, four
=
self -serve car wash bays, and two automated car wash bays. The scope
Jz
of this study was discussed with the Fort Collins Traffic Engineer.
o
Technically, a transportation impact study is not required, since
N
n
this land use will generate less than 50 trip ends in the peak hour
rl-
N
and there are adequate bicycle and pedestrian facilities in the area.
N
A brief memorandum was requested. This land use will not generate
pedestrian or bicycle trips. There are sidewalks along adjacent
streets and bike lanes on Horsetooth Road and Manhattan Avenue.
Figure 3 shows recent peak hour counts at the Horsetooth/
Manhattan intersection. The count data was obtained in January 2002.
Raw traffic data is provided in Appendix A. Table 1 shows the
current operation of the Horsetooth/Manhattan intersection.
Calculation forms are provided in Appendix B. A description of level
of service for signalized and unsignalized intersections from the 2000
Highway Capacity Manual and a table showing the Fort Collins Motor
Vehicle LOS Standards (Intersections) are also provided in Appendix B.
{j
The Horsetooth/Manhattan intersection operates acceptably during the
afternoon peak hour. The traffic volume on the adjacent street is
0.
Z
less during the Saturday peak hour as compared to the weekday
w
afternoon peak hour. Therefore, the operation of the subject
Z
intersection is acceptable on a Saturday.
®
Z
The Valvoline Lube/Car Wash is proposed to have three auto
Zservice
bays, four self -serve car wash bays, and two automated car
UJ
o
wash bays with access to Horsetooth Road and Manhattan Avenue. Table
®
a
2 shows the trip generation for Valvoline Lube/Car Wash. Trip
oGeneration,
7t" Edition, ITE was used as a reference in calculating
CL
the trip generation. There was no information regarding morning peak
z
hour trip generation for the car wash. Weekday morning peak hour
trip generation is not likely to be significant. Therefore, it was
assumed that the morning peak hour trip generation for the car wash
UJ
ad
would be 50% of the afternoon peak hour. The trip distribution for
g
2
this site is shown in Figure 4. Figure 5 shows the site generated
F-
LL
a
traffic assignment of the Valvoline Lube/Car Wash.
Q
~
Figure 6 shows the short range (2005) background peak hour
traffic at the key intersections. Background traffic volume