HomeMy WebLinkAboutKINARD JUNIOR HIGH SCHOOL - SITE PLAN ADVISORY REVIEW - 42-04 - REPORTS - TRAFFIC STUDYFUTURE TRANSIT LEVEL OF SERVICE
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APPENDIX I
' HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Trilby/Site Access
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent shor long bkgrd tota
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Site Access
Intersection Orientation: EW Study period (hrs): 0.25
Major Street:
Vehicle Volumes and Adjustments
Approach Eastbound
Movement 1 2 3 1 4
L T R I L
volume
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
10 85
0.95 0.95
10 89
0 -- --
Undivided /
0 1
LT
Westbound
5 6
T R
130 95
0.95 0.95
136 100
No
1 1
T R
Upstream Signal?
No
No
' Minor Street: Approach
Northbound
Southbound
Movement
7
8 9 (
10 11
12
L
T R I
L T
R
Volume
105
15
Peak Hour Factor,
PHF
0.95
0.95
Flow Rate,
HFR
110
15
'Hourly
Percent Heavy Vehicles
0
0
Percent Grade (%)
0
0
Flared Approach:
Exists?/Storage
/
No /
'Lanes
0
0
Configuration
LR
Delay,
Queue
Length, and, Level
of SeTvice• "
Approach
EB
WB
Northbound
Southbound
.1 .'
4
7 ... 8 9
10
11 12
'Movement
Lane Config
LT
LR
v (vph)
10
.125
(vph)
1343
759
'C(m)
v/c
0.01
0.16
95% queue length
0.02
0.59
Delay
7.7
10.7
'Control
LOS
A
B
Approach Delay
10.7
Approach LOS
B
50
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9 3 2
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Tri y Site Access
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent shor lon bkgr total
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Site Access.
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Eastbound
Movement 1 2 3 14
L T R j L.,
Westbound.
5 6
T R
Volume
20 115
140
195
Peak -Hour Factor, PHF
0.95 0.95
0.95
0.95
Hourly Flow Rate, HFR
21 121
147
205.
Percent Heavy Vehicles
0 -- --
--
--
Median Type/Storage
Undivided
RT Channelized?
No
Lanes
0 1
1 1
Configuration
LT
T R
Upstream Signal?
No
No
Minor Street: Approach
Northbound
Southbound
Movement
7 8 9
I 10 ll.
12
L T' R
I L T
R
Volume 160 20
Peak Hour Factor, PHF 0.95 0.95
Hourly Flow Rate, HFR 168 21
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage / No /
Lanes 0 0
Configuration LR
Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
EB WB Northbound Southbound
1 4 17 8 9 f 10 11 12
LT I I LR
v (vph)
21
189
C(m) (vph)
1218
695
v/c
0.02
0.27
95% queue length
0.05
1.10
Control Delay
8.0
12.1
LOS
A
B
Approach Delay
12.1
Approach LOS
B
HCS2000: Unsignalized Intersections Release 4.1d
'Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst:
Michael
' Agency/Co.:
Matthew J: Delich, P.,E.
Date Performed:
9/29/2004
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Intersection:
Ziegler/Trilby
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year: short QEnVbkgrd<tots
Project ID: 0474
East/West Street:
Trilby Road
North/South Street:
Ziegler Road
Volumes and Adjustment
Eastbound I Westbound
I Northbound
I Southbound 1
I L T
R I L
T R
I L
T R
I L
T R i
Volume
I
1170 10
I
I
I
I
45 205 1
10 10
10 10
110
40 0
125
PHF
10.95 0.95
0.95 10.95
0.95 0.95
10.95
0.95 0.95
10.95
0.95 0.95 1
' Flow Rate 1178 10
10 10
10 10
110
42 0
126
47 215 1
Eastbound
Westbound
Northbound
Southbound
'
Approach
Flow Rate
198
20
52
288
Conflicting Circulating Flow
73
230
214
20
Critical
Gap and Follow-up
Time
' Critical
Gap (sec):
Upper
bound
4.10
4.10
4.10
4.10
Lower
bound
4.60
4.60
4.60
4.60
Follow-up Time (sec):
'
Upper
bound
2.60
2.60
2.60
2.60
Lower
bound
3.10
3.10
3.10
3.10
Results: Capacity and v/c Ratio
Capacity (Eq. 10-124):
' Upper bound
1308
1156
1171
1363
Lower bound
1091
954
967
1141
v/c Ratio:
Upper bound
0.15
0.02
0.04
0.21
Lower bound
0.18
0.02
0.05
0.25
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061 Fax: 970-669-5034
E-Mail: mdelich@frii.com
ROUNDABOUT ANALYSIS
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/29
Analysis Time Period: :30-8:30am 2:3073:.30pm
Intersection: Zieg er/Trilby
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: short lon bkgrd total
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Ziegler Road
Volumes and Adjustment
Eastbound I Westbound
I Northbound
I Southbound 1
L T
R I L
T R
I L
T R
i L
T R I
Volume
I
1255 15
I
I
I
I
30 295 1
5 10
25 30
115
85 0
110
PHF
10.95 0.95
0.95 10.95
0.95 0.95
10.95
0.95 0.95
10.95
0.95 0.95 1
Flow Rate
1268 15
5 10
26 31
115
89 0
110
31 310 1
Eastbound
Westbound
Northbound
Southbound
Approach
Flow Rate
288
57
104
351
Conflicting
Circulating Flow
41
372
293
41
Critical
Gap and Follow-up
Time
Critical
Gap (sec):
Upper
bound
4.10
4.10
4.10
4.10
Lower
bound
4.60
4.60
4.60
4.60
Follow-up
Time (sec):
Upper
bound
2.60
2.60
2.60
2.60
Lower
bound
3.10
3.10
3.10
3.10 ,
Results: Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1341
1033
1100
1341
Lower bound
1121
843
903
1121
v/c Ratio:
Upper bound.
0.21
0.06
0.09
0.26
Lower bound
0.26
0.07
0.12
0.31
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
' Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
'Analysis Time Period: 7:30-8:30am 2:30-3:30
Intersection:= Ziegler/Trilby
Jurisdiction: Fort Collins
'Units: U. S. Customary
Analysis Year: recent short ong bkgr total
Project ID: 0474
East/West Street: Trilby Road
'North/South Street:. Ziegler Road
Intersection Orientation: NS Study period.(hrs): 0.25
Vehicle Volume$.and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 ( 4 ,.,,,.,.5 6...
L T R I L T R<
Volume
10 40
0
25
45
205
Peak -Hour Factor, PHF
0.95 0.95
0.95
0.95
0.95
0.95
Hourly Flow Rate, HFR
10 42
0-
26
47
215
Percent Heavy Vehicles
0
0
Median Type/Storage
Undivided
/
Channelized?
No
'RT
Lanes
1 1 0
1
1 1
Configuration,
L TR
L
T R
Upstream Signal?
No
No
' Minor Street: Approach
Westbound
Eastbound
Movement
7 8
9
I 10
11
12
L T
R
I L
T
R
Volume
0
10
10
170 10
10
Peak Hour Factor,
PHF
0.95
0.95
0.95
0.95 0.95
0.95
Hourly Flow Rate,
HFR
0
10
10
178 10
10,
Percent Heavy Vehicles
0 -
0
0.
0 0
0
Percent Grade M
0
0
Approach:
Exists?/Storage
No
/
No /
'Flared
Lanes
0
1
0
1 1
0
Configuration
LTR
L
TR
'
Delay,
Queue Length,
and Level
of Service
Approach
NB
SB
Westbound
Eastbound
Movement
1
4 17
8
9 I 10
11 12
Lane Config
L
L I
LTR
I L
TR
v (vph)
10
26
20
178
20
'C(m) (vph)
1314
1580
714
764
845
v/c
0.01
0.02
0.03
0.23
0.02
95% queue length
0.02
0.05
0.09
0.90
0.07
Control Delay
7.8
7.3
10.2
11.1
9.4
LOS
A
A
B
B
A
Approach Delay
10.2
11.0
Approach LOS
B
B
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9
Analysis Time Period 7:30-8:30am 2:30-3:30pm
Intersection: ie rilby
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent short(,long kgrd total
Project. ID: 0474
East/West Street: Trilby Road
North/South'Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0..25
Vehicle
Volumes and
Adjustments
Major Street: Approach
Northbound
Southbound
Movement
1
2
3- ..,. ..1
4
5
, 6
L
T
R
I L
T
R
Volume
15
85
0
10
30
295
Peak -Hour Factor, PHF
0.95
0.95
0.95
0.95 0.95•
0.95
Hourly Flow Rate, HFR
15
89
0
10
31
310
Percent Heavy Vehicles
0
--
--
0
--
--
Median Type/Storage
Undivided
/
RT Channelized?
No
Lanes
1 1 0
1 1 1
Configuration
L TR
L T R
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
Movement
7
8
9
1 10
11
12
L
T
R
I L
T
R
Volume
0
25
30
255
15
5
Peak Hour Factor, PHF
0.95
0.95
0.95
0.95
0.95
0.95
Hourly Flow Rate, HFR
0
26
31
268
15
5
Percent Heavy Vehicles
0
0
0
0..
0
0
Percent Grade (%)
0
0
Flared Approach: Exists?/Storage
No
/- ....,
No /...
Lanes
0
1 0
1
1 0
Configuration'
LTR
L
TR
Delay,
Queue
Length, and Level of
Service
,
Approach
NB
SB
Westbound
Eastbound
Movement
1
4
1 7 8 9
I 10 11
12
Lane Config
L
L
I LTR
I L
'
TR
v (vph)
15
10
57
268
20
C(m) (vph)
1229
1519
662
699
775
v/c
0.01
0.01
0.09
0.38
0.03 ,
95% queue length
0.04
0.02
0.28
1.80
0.08
Control Delay
8.0
7.4
10.9
13.3
9.8
LOS
A
A
B
B
'
A
Approach Delay
10.9
.13.1
Approach LOS
B
B
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich,
P.E.
Date Performed: 9/23/2004
'Analysis Time -Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Shallo
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent shor lon bkgr total
Project ID: 0474
East/West Street: Shallow Pond
North/South Street: Ziegler Road
Intersection Orientation: NS
Study period (hrs): 0.25
Volumes and
Adjustments
'Vehicle
Major Street: Approach Northbound
Southbound
Movement 1 2
3
1 4
5
6
L T
R
1 L
T
R
Volume 5 205
10
80
255
10
Peak -Hour Factor, PHF 0.95 0.95
0.95
0.95 0.95
0.95
Hourly Flow. Rate, HFR 5 215
10
84
268
10
Percent Heavy Vehicles 0
0
Median Type/Storage Undivided
/
RT Channelized?
'Lanes 0 1 0
0 1
0
Configuration LTR
LTR
Upstream Signal? No
No
' Minor Street: Approach Westbound
Eastbound
Movement 7 8
9
I 10
11
12
L T
R
I L
T
R
Volume 15 0
95
15
0
5
Peak Hour Factor, PHF 0.95 0.95
0.95
0.95 0.95
0.95
Flow Rate, HFR 15 0
100
15
0
5
tHourly
Percent Heavy Vehicles 0 0
0
0
0
0
Percent Grade ($) 0
0
Approach: Exists?/Storage
No
/
No /
'Flared
Lanes 0 1 0,
0 1
0
Configuration LTR
LTR
Delay,.Queue Length, and
Level
of Service
Approach NB SB Westbound
Eastbound
Movement 1 4 17
8
9
1 10
11 12
Lane Config LTR LTR I
LTR
I
LTR
v (vph) 5. 84
115,
20
(vph) 1296 1356,
.699
338
'C.(m)
v/c 0.00 0.06
0.16
0.06
95% queue length 0.01 0.20
0:5.9
0.19
Delay 7.8 7.8
11.2
16.3
'Control
LOS A A
B
C
Approach Delay
11.2
16.3
Approach LOS
B.
C
0
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9 23 2 4
Analysis Time Period: 7:30-8:30a 2:30-3:30pm
Intersection: Ziegler Shallow Pond
Jurisdiction:_ Fort Collins
Units: U. S. Customary
Analysis Year: recent short (
lon bkgrd total
Project ID: 0474
East/West Street: Shallow Pond
North/.South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound
Movement 1 2 3 4
L T R L
Volume
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
5 350 15
0.95 0.95. 0.95
5 368 15
0 -- --
Undivided
0 1 0
LTR
No
Southbound
5 6
T R
85 310 15
0.95 0.95 0.95
89 326 15
0 -- --
0 1 0
LTR
No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume
20
0
125
20
0
5
Peak Hour Factor,
PHF 0.95
0.95
0.95
0.95
0.95
0.95
Hourly Flow Rate,
HER.. 21
0
131
21
0
5
Percent Heavy Vehicles 0
0
0
0
0
0
Percent Grade (%)
0
0
Flared Approach:
Exists?/Storage
No
/
No /
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
Delay,
Queue
Length, and Level of Service
Approach
NB
SB
Westbound Eastbound
Movement
1
4
7 8 9 10 11 12
Lane Config
LTR
LTR
LTR LTR
v (vph)
5
89
152
26
C(m) (vph)
1229
1187
541
207
v/c
0.00
0.07
0.28
0.13
95% queue length
0.01
0.24
1.15
0.42
Control Delay
7.9
8.3
14.2
24.9
LOS
A
A
B
C
Approach Delay
14.2
24.9
Approach LOS
B
C
HCS2000: Unsignalized Intersections Release 4.1d
'Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
'
ROUNDABOUT ANALYSIS_
Michael
'Analyst:
Agency/Co.:
Matthew J. Delich, R.E.
Date Performed:
9/29/2004
Analysis Time Period:
7:30-8:30am 2:30-3:30 m
Ziegler/Kechter-
'Intersection-
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year:
short lon bkgr total
Project ID: 0474
East/West Street:
Kechter Road
North/South Street:
Ziegler Road
Volumes and Adjustment
' I Eastbound 1 Westbound 1 Northbound I Southbound I
1 L T R I L T R 1 L T R 1 L T R I
Volume 185 160 115 150 170 130 1105 175 45 1130 190 140 1
PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 t
' Flow Rate 189 168 121 152 178 136 1110 184 47 1136 200 147 1
Westbound
Northbound
Southbound
'Eastbound
Approach
Flow Rate
378
366
341
483
Conflicting Circulating Flow
388
383
393
340
Critical
Gap and Follow-up
Time
' Critical
Gap '(sec):
Upper
bound
4.10
4.10
4.10
4.10
-Lower
bound
4.60
4.60
4.60
4.60
' Follow-up
Time (sec):
Upper
bound
2.60
2.60
2.60
2.60
Lower
bound
3.10
3.10
3.10
3.10
'
Results:
Capacity and v/c Ratio
Capacity
(Eq. 10-124):
' Upper
bound
1020
1024
1016
1060
Lower
bound
832
835
828
867
v/c Ratio:
Upper
bound
0.37
0.36
0.34
0.46
'
Lower
bound
0.45
0.44
0.41
0.56
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061 Fax: 970-669-5034
E-Mail: mdelich@frii.com
ROUNDABOUT ANALYSIS
Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
9
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Intersection:
ieg er echter
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year: shor <2bkgrd total
Project ID: 0474
East/West Street:
Kechter Road
North/South Street:
Ziegler Road
Volumes and Adjustment
Eastbound I Westbound I Northbound
I Southbound I
I L T
R I L T R I L
T R
I L T R 1
I
Volume 1250 180
I I
145 150 190 180 1155
I I
1120 215 100 1
300 60
PHF 10.95 0.95
0.95 10.95 0.95 0.95 10.95
0.95 0.95
10.95 0.95 0.95 1
Flow Rate 1263 189
152 152 200 189 1163
315 63
1126 226 105 1
Eastbound Westbound
Northbound Southbound
Approach Flow Rate
604 441
541
457
Conflicting Circulating Flow
404 741
578
415
Critical Gap and Follow-up
Time
Critical Gap (sec):
Upper bound
4.10 4.10
4.10
4.10
Lower bound
4.60 4.60
4.60.
4.60
Follow-up Time (sec):
Upper bound
2.60 2.60
2.60
2.60
Lower bound
3.10 3.10
3.10
3.10
Results: Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1007
768
876
998
Lower bound
820
609
704
812
v/c Ratio:
Upper bound
0.60
0.57
0.62
0.46
Lower bound
0.74
0.72
0.77
0.56
HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Ziegler/Kechter
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9/23/2004 Jurisd: Fort Collins
Period: 7:30-8:30am 2:30-3:30pm Year recent short ong bkgrd total
Project ID: 0474:'.
E/W St: Kechter Road N/S St: Ziegler Road
SIGNALIZED INTERSECTION SUMMARY
' I Eastbound I .Westbound I Northbound I Southbound I
I L T R 1 L T R. I L T R I L T R I
i
No. Lanes 1 1 1 1 1 .. 1 1 1 I 1 1 0 i. 1 1 0 1
LGConfig I L T R I L T R( L TR I L TR, 1
Volume 185 160. 115 150 170 ..130 1105...175 45 1130 190 140 1
Lane Width 112.0 12.0 12.0 112.0 12.0 12.0 112.0 12.0 112.0 12.0 1.
' RTOR Vol ( O I 0 I 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 I Thru A
' Right P 1 Right A
Peds X 1 Peds X
WB Left A P 1 SB Left A
' Thru P I Thru A
Right P 1 Right A
Peds X 1 Peds X
NB Right 1 EB Right
'SB Right I WB Right
Green 6.0 40.0 30.0
Yellow 3.0 3.0 3.0
' All Red 1.0 2.0 2.0
Cycle Length: 90.0 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 631
1770
0.14
0.56
9.6
A
T 828
1863
0.20
0.44
15.8
B
14.3 B
R 704
1583
0.17
0.44
15.6
B
'Westbound
L 642
1770
0.08
0.56
9.4
A
T 828
1863
0.22
0.44
16.0
B
15.0 B
704
1583
0.19
0.44
15.8
B
'R
Northbound
L 237
687
0.47
0.34
24.5
C
TR 602
1806
0.38
0.33
23.3
C
23.7 C
Southbound
L 333
966
0.41
0.34
23.4.
C
' TR 581
1744
0.60
0.33
26.7
C
25.7 C
Intersection Delay = 20.0+ (sec/veh) Intersection LOS = C
HCS2000: Signalized Intersections Release 4.1e
Analyst: Michael
Agency: Matthew J. Delich, P.E.
Date:
Period: 7:30-8:30am 2:30-3:30pm
Project ID:
Inter.: Ziegler/Kechter
Area Type: All other areas
Jurisd: Fort Collins
Year recent shor .long bkgr total
E/W St: Kechter
Road
N/S
St:
Ziegler
Road
SIGNALIZED INTERSECTION
SUMMARY
I Eastbound
1 Westbound
I Northbound
I Southbound 1
I L.
T R
I L. T -R
I L
T R
I L T R 1
No. Lanes
1 1
1 1
1 1 1 1
11
1 0
1 1 1 0 1
LGConfig
I L
T R
I L T R
I L
TR
I L TR 1
Volume .
1250
180 145
150 190 180
1155
300 60
1120 215 100 1
Lane Width
112.0
12.0 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 1
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
40.0
30.0
Yellow
3.0
3.0
3.0
All Red
1.0
2.0
2.0
Cycle Length: 90.0
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 612
1770
0.43
0.56
13.0
B
T 828
1863
0.23
0.44
16.1
B
14.7
B
R 704
1583
0.22
0.44
16.1
B
Westbound
L 622
1770
0.09
0.56
9.4
A
T 828
1863
0.24
0.44
16.3
B
15.6
B
R 704
1583
0.27
0.44
16.7
B
Northbound
L 249
724
0.65
0.34
31.1
C
TR 605
1816
0.63
0.33
27.3
C
28.5
C
Southbound
L 211
613
0.60
0.34
28.9
C
TR 591
1774
0.56
0.33
25.8
C
26.7
C
Intersection
Delay
= 21.2
(sec/veh)
Intersection
LOS = C
secs
' HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272- Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst:
Michael
Age'ricy/Co::``•:
Matthew J. Delich`, P.E.
Date Performed:
9/29/2004
Analysis. Time: Period:
7:30-8:30am 2:30-3:30pm
Intersection:
Timberline/Kechter
'
Jurisdiction::
Fort Collins
Units: U. S.Customary
Analysis Year:
short ong bkgr total
Project ID:- , 0474
East/West Street:
Kechter-Willow Springs
North/South Street:
Timberline Road
Volumes and Adjustment
' Volume
PHF
' Flow Rate
1.Eastbound
I Westbound
I Northbound
I Southbound I
I L T R
I L T R
I L T
R
I L T
R 1
1265 1340
50 1
110 870
185
1280 25 175
145 20 15
10;.95 0.95 0.95
10.95 0.95 0.95
10.96 0.96
0.96
10.95 0.95
0.95 1
147 21 15
1294 26 184
110 906
192
1278 1410
52 1
Eastbound
Westbound
Northbound
Southbound
Approach Flow Rate
83
504
1108
1740
Conflicting Circulating Flow
'
1982
963
346
330
Critical
Gap and Follow-up
Time
' Critical Gap (sec):
Upper bound
4.10
4.10
4.10
4.10
Lower bound-
4.60
4.60
4.60
4.60
Follow-up Time.,(sec):
'
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
'
Results:
Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
272
641
1055
1068
'
Lower bound
192
499
863
875
v/c Ratio:
Upper bound
0.31
0.79
1.05
1.63
'
Lower bound
0.43
1.01
1.28
1.99
N
HCS2000: Unsignali-zed Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Lovelandf CO 80538
Phone: 970-669-2061 Fax: 970-669-5034
E-Mail: mdelich@frii.com
ROUNDABOUT ANALYSIS
Analyst:
Michael
Agency/Co.:
"Ma th6w'-J:'Del'i,Ch, ;P. E.':
Date Performed::
9 2004
9
Analysis Time Period:
(� :30-8.3h 2:30-3:30pm
Intersection:
Timbere/Kechter
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year:
short kgr,d(�jjD
(S)b
Project ID:'.'0474
I I
East/West Street:
Kechter-willow Springs
North/South Street:
Timberline Road
Volumes and Adjustment
Eastbound
I Westbound I Northbound I Southbound
T
R I L T R 1 L T
R I L T R
Volume 175 35_
2-5 1.235 10 260 15 1_625_3_0512_75
1060 20 1
PHF 10,.95 0.95
0.95 10.95 0.95 0.95 10.96 0.96
0.96 10.95 095 0.95 1
Flow Rate 178 36
26 1247 10 273 15 1692
317 1289 1115 21 1
Eastbound Westbound
Northbound
Approach Flow Rate 140 530 2014
Conflicting Circulating Flow
1651 1775 403
Critical Gap and Follow-up Time
Critical Gap :.(sec):
Southbound
1425
262
Upper bound-
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Foliow-u'p--T:ime (sec)
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results:
Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper
bound
361
Lower
bound
263
v/c Ratio:
Upper
bound
0.39
Lower
bound
0.53
325
234
1.63
2.26
1008
821
2.00
2.45
1127
928
1.26
1.54
HCS2000: Signalized Intersections Release 4.le
Analyst:
Michael
Inter.:
Timberline/Kechter
Agency:
Matthew J. Delich, P.E.
Area Type: All other areas
Date:
Period:
9/23/2004
7:30-8:30am 2:30-3:30pm
Jurisd:
Year
Fort Collins
recent short ong bkgrd otal
Project
ID: 0474
E/W St:
Kechter-Willow Springs
N/S St:
Timberline Road
SIGNALIZED"INTERSECTION SUMMARY
I Eastbound
I Westbound.
I Northbound
I .Southbound 1
I L, "T R'
I L T R
I L
T
R
I L T R
No. Lanes
I
1 1 2 '0
2
1
I 0 1 1
I 1
1 0 1 0
LGConfig
I LTR
1 LT R
I L
T
R
I L TR I
Volume
145 20. 15
1280 25 175
110
870
185
1265 1340 50 1
Lane Width
1 12.0
1 12.0 12.0
112.0
12.0
12.0
112.0 12.0 1
RTOR Vol
1 0
1 0
I
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
I NB
Left
A
P
Thru
A
1
Thru
P
Right
A
I
Right
P
Peds
X
I
Peds
X
WB Left
A
I SB
Left
A
A
P
Thru
A
I
Thru
A
P
Right ..
A,
I
Right
A
P
Peds
X
1
Peds
X
NB Right
A
I EB
Right
SB Right
I WB
Right
A
A
Green
26.0
6.0
4.0
40.0
Yellow
3.0
3.0
0.0
3.0
All Red
2.0
1.0
0.0
2.0
Cycle Length: 90.0
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
LTR 283 978
Westbound
LT
375
R
792
Northbound
L
221
T
1576
R
1249
Southbound
L
455
TR
1724
0.30 0.29 25.5 C
25.5 C
1297
0.86
0.29
47.7
D 35.0- C
1583
0.23
0.50
12.9
B
1770
0.05
0.53
8.8
A
3547
0.58
0.44
17.4
B 14.4 B
1583
0.16
0.79
0.7
A
1770
0.61
0.61
8.2
A
3527
0.85
0.49
20.0-
B 18.1 B
Intersection Delay = 19.5 (sec/veh)
Intersection LOS = B
secs
HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Timberline/Kechter
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9/ 4 Jurisd: Fort Collins
Period: :30-8:30am 2:30-3:30pm Year recent shor ong kgr total
Project
E/W St: Kechter-Willow Springs N/S St: Timberline Road
SIGNALIZED INTERSECTION SUMMARY
1 Eastbound I Westbound 1 Northbound I. Southbound 1
1 L• T R I L T R I L T R i L T R 1
I I I I I
No. Lanes 1 0 1 0. `" 1 0 1 1 1 1 2 1 1 1 2 0 1
LGConfig I LTR I LT R I L T R I L TR 1
Volume 175 35 25 1235 10 260 15 1625 305 1275 1060 20 1
Lane Width 1 12.0 I 12.0 12.0 112.0 12.0 12.0 112.0 12.0 I
RTOR Vol I 0 I 0 I 0 ( 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 I NB Left A P
Thru A ) Thru P
Right A 1 Right P
Peds X 1 Peds X
WB Left A I SB' Left A A P
Thru A I Thru A P
Right A I Right A P
Peds X 1 Peds X
NB Right A 1 EB Right
SB Right I WB .Right A A
Green 24.0 6.0 4.0 42.0
Yellow 3.0 3.0- 0.0 3..0
All Red 2.0 1.0 0.0 2.0
Cycle Length: 90.0 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
LTR 213
Westbound
800 0.67 0.27 37.1 D 37.1 D
LT 320
1199
0.81
0.27
44.9
D 29.6
C
R 756
1583
0.36
0.48
15.1
B
Northbound
L 330
1770
0.02
0.56
6.1
A
T 1655
3547
1.02
0.47
47.7
D 40.2
D
R 1249
1583
0.25
0.79
0.8
A
Southbound
L 378
1770
0.76
0.63
.20.7
C
TR 1808
3537
0.63
0.51
12.6
B 14.2
B
Intersection
Delay
= 29.7
(sec/veh)
Intersection
LOS = C
No Text
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am :30-3:30 m
Intersection: Trilby/Site Access.
Jurisdiction: Fort.Collins
Units.: U. S.-Customary
Analysis Year: recent short long bkgrd total
Project ID::. 0474
East/West Street: Trilby Road
North/South Street: Site 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 TR I L
T
R
Volume 0 0
0
105
Peak -Hour Factor, PHF 0.85 0.85
0.85
0.85
Hourly.Flow Rate, HFR 0 0
0
123
Percent Heavy Vehicles 0 -- --.
--
--
Median Type/Storage Undivided /
RT Channelized?
No
Lanes' 0 1
1 1
Configuration LT
T R
Upstream Signal? No
No
Minor Street: Approach Northbound.
Southbound
Movement 7. 8 9 1 10_
11
12
L T R I L
T
R
Volume
Peak Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade M
Flared Approach: Exists?/Storage
Lanes
Configuration
120 0
0.85 6.85
141 0
0 0
0
0
/
0
LR
Delay, .Queue Length, and Level of Service
No /
0
Approach
Movement
Lane Config
EB WB Northbound
1 4 1 7 8_ 9
LT i..
Southbound
1 10 11 12
I LR
v (vph)
0
141
C(m) (vph)
1477
1029
v/c
0.00
0.14
95% queue length
0.00
0.47
Control Delay
7.4
9.1
LOS
A
A
Approach Delay
9.1
Approach LOS
A
-74-
HCS2000: Unsignalized Intersections Release
4.1d
TWO-WAY STOP CONTROL SUMMARY
' Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/2 2
'Analysis Time Period: :30-8:30am 2:30-3:30pm
Intersection: Tri 1 e Access
Jurisdiction: Fort Collins
Units: U. S. Customary .•
Analysis Year: recen short long bkgr total
Project ID:,.:•;0474 _.
East/West'Street-: Trilby Road
North/South.Street: Site. Access
Intersection Orientation: EW Study period
(hrs):
0*.25
Volumes and Adjustments
tVehicle
Major 'Street: Approach Eastbound Westbound
Movement 1 2 3 1 4
5
6
-_. L T R I L
T
R
'
Volume 0 0
0
215 -...
Peak -Hour Factor, PHF 0.85 0.85
0.85
0.85
Hourly Flow Rate, HFR 0 0-
0-
252
Percent Heavy Vehicles 0 �-
Median type/Storage Undivided /
RT Channelized?
No
Lanes 0 1
1 1
Configuration LT
T' R
Upstream Signal? No
No
' Minor Street: Approach Northbound Southbound
Movement 7 8 9 I 10
11
12
L T R I L
T
R
■ Volume
180 0
Peak Hour Factor,
PHF
0.85 .0:85
Flow.Rate,
HFR
211 0
'Hourly
Percent Heavy Vehicles
0 0
Percent Grade (%)
0
0
Flared Approach:
Exists?/Storage
/ No /
Lanes:.... _ .
0 0 ....
Configuration
LR
Delay, Queue Length,
and Level
of Service
Approach
EB WB Northbound
Southbound
1 4 17
8 9
I 10 11 12
'Movement
Lane Config :_..
LT I
I ... LR
v (vph)
0
211
(vph)
1325
1029
'C(m)
v/c
0.00
0.21
95% queue length
0.00
0.77
Delay
7.7
9.4
'Control
LOS
A
A
Approach Delay
9.4
Approach LOS
A
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst:
Michael
Agency/Co.:
Matthew J. Delich,.P.E.
Date Performed:
9/29/2004
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Intersection:
Ziegler/Trilby
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year:
short long bkgrd total
Project ID: 0474
East/West Street:
Trilby Road
North/South Street:
Ziegler Road
Volumes and Adjustment
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
Volume 1115 5
I I
I
120 50 100 1
0 10 5 10 10 45 0
PHF 10.85 0.85
0.85 10.85 0.85 0.85 10.85 0.85 0.85
10.85 0.85 0.85 1
Flow Rate 1135 5
0 10 5 11 10 52 0
123 58 117 1
Eastbound Westbound Northbound
Approach Flow Rate 140 16 52
Conflicting Circulating Flow
81 187 163
Critical Gap and Follow-up Time
Critical Gap (sec):
Southbound
198
5
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time
(sec):
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results:
Capacity and v/c
Ratio
Capacity (Eq. 10-124):
Upper bound
129.9
1196
1219
1379
Lower bound
1084
990
1010
1156
v/c Ratio:
Upper bound
0.11
0.01
0.04
0.14
Lower bound
0.13
0.02
0.05
0.17
' HCS2000: Unsignalized Intersections Release
4.1d
Delich
'Michael
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
tPhone: 970-669-2061
Fax: 970-669-5034
E-mail: mdelich@frii.com
ROUNDABOUT ANALYSIS
Analyst:
Michael
Matthew J. Delich, P.E.
'Agency/Co.:
Date Performed:
9 29 4
Analysis Time Period:.
:30-8:30a 2:30-3:30pm
Intersection:
Zieg er rilby
Jurisdiction:
Fort Collins
Units: U. S. Customary.
Analysis Year: shor long bkgrd total
Project ID: 0474
East/West Street:
Trilby Road
North/South Street:
Ziegler Road
Volumes and Adjustment
'
I Eastbound I Westbound I Northbound
I Southbound I
I L T
R I L T R I L T
R
I L
T R I
I
Volume 1170 10
I I
0 10 10 20 10 100
I
I
30 205 1
0
110
PHF 10.85 0.85
0.85 10.85 0.85 6.85 10.85 0.85
0.85
10.85
0.85 0.85 1
Flow Rate 1199 11
0 10 11 23 10 117
0
I11
35 241 1
Westbound Northbound
Southbound
'Eastbound
Approach Flow Rate
210 34
117
287
Conflicting Circulating Flow
46 316
221
11
Critical Gap and Follow-up Time
Critical Gap (sec):
Upper bound
4.10 4.10
4.10
4.10
Lower bound
4.60 4.60
4.60
4.60
Follow-up Time (sec):
'
Upper bound
2.60 2.60
2.60
2.60
Lower bound
3.10 3.10
3.10
3.10
'
Results: Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1335 1080
1164
1372
I Lower bound
1116 885
961
1150
v/c Ratio:
Upper bound
0.16 0.03
0.10
0.21
'
Lower bound
0.19 0.04
0.12
0.25
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am :30-3:30pm
Intersection: Ziegler/Trilby
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent shor long bkgr total
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach
Northbound
Southbound
Movement
1
2
3
( 4
5
6
L
T
R
I L
T
R
Volume
0
45
0
20
50
100
,
Peak -Hour Factor, PHF
0.65
0.85
0.85
0.85
0.85
0.85
Hourly Flow Rate, HFR
0
52
0
23
58
117
Percent Heavy Vehicles
0
--
--
0
--
--
'
Median Type/Storage
Undivided
/
RT Channelized?
No
Lanes
1
1
0
1
1
1
Configuration
L
TR
L T
R
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
,
Movement
7
8
9
1 10
11
12
L
T
R
I L
T
R
Volume
2
5
10
115
5
0
Peak Hour Factor, PHF
0.85
0.85
0.85
0.85
0.85
0.85
Hourly Flow Rate, HFR
2
5
11
135
5
0
Percent Heavy Vehicles
0
0
0
0
0
0
'
Percent Grade M
0
0
Flared Approach: Exists?/Storage
No
/
No
/
Lanes
0
1
0
1
1
0
Configuration
LTR
L
TR
Delay,
Queue Length,
and Level
of Service
'
Approach NB
SB
Westbound
Eastbound
Movement 1
4 1
7
8
9 1
10
11
12
Lane Config L
L I
LTR
1
L
TR ,
v (vph) 0
23
18
135
5
C(m) (vph) 1414
1567
838
783
729
v/c 0.00
0.01
0.02
0.17
'
0.01
95% queue length 0.00
0.04
0.07
0.62
0.02
Control Delay 7.5
7.3
9.4
10.6
10.0-
LOS A
A
A
B
A '
Approach Delay
9.4
10.5
Approach LOS
A
B .
f V
' HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
'Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9
'Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: ZiegTer7Vrllby
Jurisdiction: Fort Collins
Units: U. S. Customary
'Analysis Year: recent short long bkgr total
Project ID: 0474
East/West Street: Trilby Road
North/South Street:" Zieglor'Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
L Lanes
Configuration
Upstream Signal?
' Minor Street: Approach
Movement
0.85 0.85
0 117
0 --
Undivided
1 1 0
L TR
No
Westbound
8
T
Volume 0
Peak Hour Factor, PHF 0.85
Hourly Flow Rate, HFR 0
Percent Heavy Vehicles 0
Percent Grade (%)
Flared Approach: Exists?/Storage
Lanes 0
Configuration
Approach
'Movement
Lane Config
v (vph)
'C (m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
7
L
0 10 30 205
0.85 0.85 0.85 0.85
0 11 35 241
-- 0 -- --
No
1 1 1
L T R
No
Eastbound
9. 1 10 11 12
R I L T R
10
20
170
10
01
0.85
0.85
0.85
0.85
0.85
11
23
199
11
0
0
0
0
0
0
0
0
No
/
No /
1
0
1
1
0
LTR
L
TR
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
L L LTR L TR
0
11
34
1299
1484
750
0.00
0.01
0.05
0.00
0.02
0.14
7.8
7.4
10.0+
A
A
B
10.0+
B
199
11
738
718
0.27
0.02
1.09
0.05
11.7
10.1
B
B
11.6
B
/� 9
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich,
P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Shallow on
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent short ong bkgr
total
Project ID: 0474
East/West Street: Shallow Pond
North/South Street: Ziegler Road
Intersection Orientation: NS
Study
period
(hrs):
0.25
Vehicle Volumes and
Adjustments
Major Street: Approach Northbound
Southbound
Movement 1 2
3 1
4
5
6
L T
R I
L
T
R
Volume 0 170
1
90
170
1
Peak -Hour Factor, PHF 0.85 0.85
0.85
0.85
0.85
0.85
Hourly Flow Rate, HFR 0 199
1
105
199
1
Percent Heavy Vehicles 0 --
--
0
--
--
Median Type/Storage Undivided
RT Channelized?
Lanes 0 1 0
0 1 0
Configuration LTR
LTR
Upstream Signal? No
No
Minor Street: Approach Westbound
Eastbound
Movement 7 8
9 I
10
11
12
L T
R I
L
T
R
Volume
1
0
110
5
0
0
Peak Hour Factor,
PHF _ 0.85
0.85
0.85
0.85
0.85
0.85
Hourly Flow Rate,
HFR 1
0
129
5
0
0
Percent Heavy Vehicles 0
0
0
0
0
0
Percent Grade M
0
0
Flared Approach:
Exists?/Storage
No
/
No /
Lanes
0
1
0
0
1
0
Configuration
LTR
LTR
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
NB
SB
Westbound
Eastbound
1
4 1
7 8 9
I 10 11 12
LTR
LTR I
LTR
I LTR
0
105
130
5
1384
1384
838
294
0:00
0..08
0.16
0.02
0.00
0.25
0.55
0.05
7.6
7.8
10.1
17.5
A
A
B
C
10.1
17.5
B
C
' HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/2 2004
'Analysis Time Period: :30-8:30a 2:30-3:30pm
Intersection: Zie er allow Pond
Jurisdiction: Fort Collins
Units: U. S. Customary
1 Analysis Year: recent short ong bkgr total
Project ID: 0474
East/West Street: Shallow Pond
'North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach
Northbound
Southbound
Movement
1
2
3
4
5
6
L
T
R
L
T
R
'
Volume
0
295
0
100
245
5
Peak -Hour Factor, PHF
0.85
0.85
0.85
0.85
0.85
0.85
Flow Rate, HFR
0
347
0-
117
288
5-
'Hourly
Percent Heavy Vehicles
0
0
Median.Type/Storage
Undivided
/
RT Channelized?
Lanes
0 1 0
0
1 0
Configuration
LTR
LTR
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
Movement
7
8
9
10
11
12
L
T
R
L
T
R
Volume
1
0
145
1
0
0
Peak Hour Factor, PHF
.0.85 0.85
0.85
0.85
0.85
0.85
Flow Rate, HFR
1
0
170
1
0
0
'Hourly
Percent Heavy Vehicles
0
0
0
0
0
0
Percent Grade (%)
0
0
Approach: Exists?/Storage
No
/
No
/
'Flared
Lanes
0 1 0
0
1 0
Configuration
LTR
LTR
Delay,
Queue
Length, and
Level
of Service
Approach NB
SB
Westbound
Eastbound
Movement 1
4
7 8
9
10 11
12
Lane Config LTR
LTR
LTR
LTR
v (vph)
0
117
171
1
C(m) (vph)
1280
1223
694
166
v/c
0.00
0.10
0.25
0.01
95% queue length
0.00
0.32
0.97
0.02
Control Delay
7.8
8.3
11.9
26.8
LOS
A
A
B
D
Approach Delay
11.9
26.8
Approach LOS
B
D
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/29/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Kechter
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: short long bkgrd ED
Project ID: 0474
East/West Street: Kechter Road
North/South Street: Ziegler Road
Volumes and Adjustment
I Eastbound I 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
Volume 165 140 105 145 150 120 195 150 40 1110 110 65 1
PHF 10.65 0.85 0.85 10.85 0.85 0.65 10.85 0.85 0.85 10.85 0.85 0.85 1
Flow Rate 176 164 123 152 176 141 1111 176 47 1129 129 76 1
Eastbound
Westbound
Northbound
Southbound
Approach
Flow Rate
363
369
334
334
Conflicting
Circulating
Flow
310
363
369
339
Critical
Gap and Follow-up
Time
Critical
Gap (sec):
Upper
bound
4.10
4.10
4.10
4.10
Lower
bound
4.60
4.60
4.60
4.60
Follow-up
Time (sec):
Upper
bound
2.60
2.60
2.60
2.60
Lower
bound
3.10
3.10
3.10
3.10
Results:
Capacity and v/c Ratio
Capacity
(Eq. 10-124):
Upper
bound
1085
1041
1036
1061
Lower
bound
890
850
845
868
v/c Ratio:
Upper
bound
0.33
0.35
0.32
0.31
Lower
bound
0.41
0.43
0.40
0.38
W .,
' HCS2000: Unsignalized Intersections Release
4.1d
Delich
'Michael
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
' Phone: 970-669-2061 Fax: 970-669-5034
E-Mail: mdelich'@frii.com
ROUNDABOUT ANALYSIS
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
'
Date Performed: 9
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Zieg er Kechter
'Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: short long bkgr total
Project ID: 0474
' East/West Street: Kechter Road
North/South Street: Ziegler Road
Volumes and Adjustment
'
I Eastbound I Westbound I Northbound
I Southbound 1
1 L T R I L T R I L
T R
I L T R 1
Volume 1215 150 130 140 160 155 1140
250 50
190 180 40 1
PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85
0.85 0.85
10.85 0.85 0.85 I
' Flow Rate 1252 176 152 147 188 182 1164
294 58
1105 211 47 1
Eastbound Westbound
Northbound
Southbound
Approach Flow Rate 580 417
516
363
Conflicting Circulating Flow
' 363 710
533
399
Critical Gap and Follow-up
Time
' Critical Gap (sec):
Upper bound 4.10 4.10
4.10
4.10
Lower bound 4.60 4.60
4.60
4.60
Follow-up Time (sec):
'
Upper bound 2.60 2.60
2.60
2.60
Lower bound 3.10 3.10
3.10
3.10
Results: Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1041
788
909
1011
Lower bound
850
626
732
824
v/c Ratio:
Upper bound
0.56
0.53
0.57
0.36
'
Lower bound
0.68
0.67
0.70
0.44
hRT-adj
-0.7
-0.7
-0.7
hHV-adj
1.7
1.7
1.7
hadj, computed
0.5
0.0
0.5
0.0
0.5
-0.1
Worksheet
4 - Departure
Headway and Service
Time
Eastbound
Westbound
Northbound
Ll
L2
L1
L2
L1
L2
Flow rate
76
164
52
176
102
204
hd, initial value
3.20
3.20
3.20
3.20
3.20
3.20
x, initial
0.07
0.15
0.05
0.16
0.09
0.18
hd, final value
7.22
6.72
7.24
6.74
7.00
6.35
x, final value
0.15
0.31
0.10
0.33.
0.20
0.36
Move -up time,:m
2.3
2.3
2.3
Service Time
4.9
4.4
4.9
4.4
4.7
4.1
Worksheet
5 - Capacity
and Level
of Service
Eastbound
Westbound
Northbound
L1
L2
L1
L2
L1
L2
Flow Rate
-76
164
52
176
102
204
Service Time
4.9
4.4
4.9
'4.4
4.7
4.1
Utilization, x
0.15
0.31
0.10
0.33
0.20
_ 0.36
Dep. headway,.hId
7.22
6.72.
7.24
6.,74
7.00
6.35
Capacity
326
414
302
426
352
454
Delay
11.21
12.36
10.78
12.71
11.42
-12.58
LOS
B
B
B
B
B
B
Approach:
Delay
11.99
12.27
12.20
LOS
B
B
B .
Intersection Delay
12.15
Intersection
LOS B
-0.7
1.7
0.5 -0.2
Southbound
L1 L2
129 205
3.20 3.20
0.11 0.18
6.96 6.20
0.25 0.35
2.3
4.7 3.9
Southbound
L1 L2
129 205
4.7 3.9
0.25 0.35
6.96 6.20
379 455
11.96 12.26
B B'
12.14
B..
J a
' HCS2000: Unsignalized Intersections Release 4.1d
'Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-mail: mdelich@frii.com
Fax: 970-669-5034
ALL -WAY STOP CONTROL(AWSC) ANALYSIS
Analyst: 2
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30
'Intersection: Ziegler/Kechter
Jurisdiction: Fort Collins
Units: U. S. Customary
' Analysis Year: recent short long bkgr total
Project ID: 0474
East/West Street: Kechter Road
North/South Street: Ziegler Road
' Worksheet 2 - Volume Adjustments and Site Characteristics
I Eastbound
I
Westbound
I
Northbound I Southbound 1
I L
T R
1 L
T
R
I L
T
R I L
T
R 1
'
I
Volume 165 140 105
I
145
150
90
I
195
150
I
40 1110
110
I
65
% Thrus Left Lane
Eastbound
Westbound
Northbound
Southbound
L2
L1
L2
L1
L2
L1
L2
'L1
Configuration
L
T
L
T
L
TR
L
TR
PHF
0.85
0.85
0.85
0.85
0.93
0.93
0.85
0.85
Rate
76
164
52
176
102
204
129
205
'Flow
% Heavy Veh
2
2
2
2
2
2
2
2
No. Lanes
2
2
2
2
-Lanes
2
2
2
2
'Opposing
Conflicting -lanes
2
2
2
2
Geometry group
5
5
5
5
Duration, T 0.25
hrs.
Worksheet 3 - Saturation Headway Adjustment Worksheet
' Eastbound
L1 L2
Flow Rates:
' Total in Lane
76
164
Left -Turn
76
0
Right -Turn
0
0
Left -Turns
1.0
0.0
'Prop.
Prop. Right -Turns
0.0
0.0
Prop. Heavy Vehicle0.0
0.0
Geometry Group
5
Adjustments Exhibit
17-33:
hLT-adj
0.5
Westbound
Northbound
Southbound
L1
L2
L1
L2
Ll
L2
52
176
102
204
129
205
52
0
102
0
129
0
0
0
0
43
0
76
1.0
0.0
1.0
0.0
1.0
0.0
0.0
0.0
0.0
0.2
0.0
0.4
0.0
0.0
0.0
0.0
0.0
0.0
5
5
5
0.5
0.5
0.5
hRT-adj
-0.7
-0.7
-0.7
-0.7
hHV-adj
1.7
1.7
1.7
1.7
hadj, computed
0.5
0.0
0.5
0.0
0.5
-0.1
0.5
-0.1
Worksheet
4 - Departure
Headway
and Service
Time
Eastbound
Westbound
Northbound
Southbound
L1
L2
L1
L2
L1
L2
Ll
L2
Flow rate
252-
176.
47
18.8
164
352
105
258
hd, initial value
3.20
3.20
3.20
3.20
3.20.
3.20
3.20
3.20
x, initial
0.22
0.16
0.04
0.17
0.15
0.31
0.09
0.23
hd, final value
8.18
7.68
8.57.
8.07
7.97.
7.35
8.22
7.59
x, final value
0.57
0.38
0.11
0.42
0.36
0.72
0.24
0.54
Move -up time, m
2.3
2.3
2.3
2.3
Service Time
5.9
5.4
6.3
5.8
5.7
5.1
5.9
5.3
Worksheet
5 - Capacity
and Level
of Service
Eastbound:
Westbound
Northbound
Southbound
Ll.
L2
Ll
L2
Ll
L2
L1
L2
Flow Rate
252
176
47
188
164
352
105
258
Service Time
5.9
5.4
6.3,
5.8
5.7
5.1
5.9
5.3
Utilization, x.
0.57
0.38
0.11
0.42
0.36
0.72
0.24
0.54
Dep. headway, hd
8.18
7.68
8.57
8.07
7.97
7.35
8.22
7.59
Capacity
429
426
297
426
414
482
355
460
Delay
21.29
14.93
12.35
16.52
15.14
26.69
13.50
19.00
LOS
C
B
B
C
C
D
B
C
Approach:
Delay
18.67
15.68
23.02
17.40
LOS
C
C
C
C
Intersection Delay
19.37
Intersection
LOS C
' HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 GlenHavenDrive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
ALL -WAY STOP CONTROL(AWSC) ANALYSIS
Fax: 970-669-5034
Analyst: 2
'Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9
Analysis Time Period: :30-8:30a 2:30-3:30pm
Intersection: Zie echter
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent short. tot long bkgr al
'Project ID: 0474
East/West Street: Kechter Road
North/South Street: Ziegler Road
' Worksheet 2 - Volume Adjustments and Site
Characteristics
1 Eastbound I Westbound I Northbound I Southbound
I L T R I L T R I L
T R I L
T
R 1
'
I I I
Volume 1215 150 130 140 160 99 1140
I
I
250 50 190
180
40 1
% Thrus Left Lane
' Eastbound Westbound
Northbound
South bound
L2 L1 L2
L1 L2
L1
L2
'L1
Configuration L T L T
L TR
L
TR
PHF 0.85 0.85 0.85 0.85
0.85 0.85
0.85
0.95
Rate 252 176 47 188
164 352
105
258
'Flow
% Heavy Veh 2 2 2 2
2 2
2
2
No. Lanes 2 2
2
2
Opposing -Lanes 2 2
2
2
Conflicting -lanes 2 2
2
2
Geometry group 5 5
5
5
Duration, T 0.25 hrs.
Worksheet 3 - Saturation Headway Adjustment
Worksheet
V.
Eastbound Westbound
Northbound
Southbound
L1 L2 L1 L2
L1 L2
L1
L2
Flow Rates:
Total in Lane 252 176 47 188
164 352
105
258
Left -Turn 252 0 47 0
164 0
105
0
Right -Turn 0 0. 0 0
0- 58
0
47.
Prop. Left -Turns 1.0 0.0 1.0 0.0
1.0 0.0
1.0
0.0
Prop. Right -Turns 0.0 0.0 0.0 0.0
0.0 0.2
0.0
0.2
Prop. Heavy Vehicle0.0 0.0 0.0 0.0
0.0 0.0
0.0
0.0
Geometry Group 5 5
5
5
' Adjustments Exhibit 17-33:
hLT-adj 0.5 0.5
0.5
0.5
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst:,
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
9/29/2004
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Intersection:
Timberline/Kechter
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year:
short ong bkgr total
Project ID,: 0474
East/West Street:
Kechter-Willow Springs
North/South Street:
Timberline Road
Volumes and Adjustment
Eastbound
I Westbound I Northbound 1 Southbound 1
i L T
R I L T R 1 L T
R I L T R I
I
Volume 145 20
I I
15 1230 25 130 110 410
I I
215. 1230 495 50 I
PHF 10.85 0.85
0.85 10.85 0.85 0.85 10.85 0.85
0.85 10.85 0.85 0.85 1
Flow Rate 152 23
17 1270 29 152 Ill 482
252 1270 582 58 1
Eastbound Westbound Northbound
Approach Flow Rate 92 451 745
Conflicting Circulating Flow
1122 545 345
Critical Gap and Follow-up Time
Critical Gap (sec):
Southbound
910
310
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time (sec):
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results:
Capacity and
v/c Ratio
Capacity (Eq. 10-124):
Upper bound
563
900
1056
1085
Lower bound
431
725
863
890
v/c Ratio:
-
Upper bound
0.16
0.50
0.71
0.84
Lower bound
0.21
0.62
0.86
1.02
(P 0
' HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061 Fax:
E-Mail: mdelich@frii.com
' ROUNDABOUT ANALYSIS_
Analyst: Michael
'Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9 200
Analysis Time Period: :30-8:30am 2:30-3:30pm
Intersection: Timber ine/Kechter
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: short long bkgr total
'Project ID: 0474
East/West Street: Kechter-Willow Springs
North/South Street: Timberline Road
' Volumes and Adjustment
' Volume
PHF
' Flow Rate
970-669-5034
I Eastbound
I Westbound
I Northbound
I Southbound 1
I L T R
I L T R
I L T R
I L T R 1
I
175 35 25
I
1205 10 210
I
.15 570 325
I I
1235 365 20 1
10.89 0.89 0.89 10.85 0.85 0.85 10.96 0.96 0.96 10.85 0.85 0.85
184 39 28 1241 11 247 15 593 338 1276 429 23
Eastbound
Westbound
Northbound
Approach
Flow Rate
151
499
936
Conflicting Circulating Flow
'
946
682
399
Critical
Gap and Follow-up
Time
Critical
Gap (sec):
Upper
bound
4.10
4.10
4.10
Lower
bound
4.60
4.60
4.60
Follow-up
Time (sec):
'
Upper
bound
2.60
2.60
2.60
Lower
bound
3.10
3.10
3.10
Results: Capacity and v/c Ratio
Capacity
(Eq. 10-124):
Upper
bound
650
Lower
bound
506
v/c Ratio:
Upper
bound
0.23
Lower
bound
0.30
806
642
0.62
0.78
1011
824
0.93
1.14
Southbound
728
257
4.10
4.60
2.60
3.10
1132
932
0.64
0.78
HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Timberline/Kechter
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9/23/2004 � Jurisd: Fort Collins
Period: 7:30-8:30am 230-3:30 short Year recen ong bkgr total
Project ID: 0474
E/W St: Kechter-Willow Springs N/S St: Timberline Road
SIGNALIZED INTERSECTION SUMMARY
1 Eastbound I Westbound I Northbound I Southbound I
I L T R I L T R I L T R I L T R 1
I I I I I
No. Lanes 1 0 1 0 1 0 1 1 1 1 1 1 I 1 1 0 1
LGConfig I LTR I LT R I L T R I L TR I
Volume 145 20 15 1230 25 130 110 410 215 1230 495 50 1
Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 I
RTOR Vol I 0 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 8
EB Left A I NB Left A P
Thru A I Thru P
Right A I Right P
Peds X I Peds X
WB Left A I SB Left A P
Thru A 1 Thru P
Right A 1 Right P
Peds X I Peds X
NB Right A 1 EB Right
SB Right I WB Right A
Green 24.0 6.0 46.0
Yellow 3.0 3.0 3.0-
All Red 2.0 1.0 2.0
Cycle Length: 90.0 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
LTR 233
872.
0.41
0.27
28.3
Westbound
LT 350
1313
0.86
0.27
50.0
R 616
1583
0.25
0.39
18.8
Northbound
L 362
1770
0.03
0.63
9.5
T 952
1863
0.51
0.51
16.4
R 1319
1583
0.19
0.83
1.6
Southbound
L 481
1770
0.56
0.63
10.7
TR 939
1837
0.68
0.51
20.5
Intersection Delay = 20.4 (sec/veh)
C 28.3 C
D 39.4 D
B
A
B 11.3 B
A
B -
C 17.6 B
Intersection LOS = C
`3l
' HCS2000: Signalized Intersections Release 4.1e
Analyst: Michael Inter.: Timberline/Kechter
'Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9/23 2004 Jurisd:. Fort Collins
Period: :30-8:30am 2:30-3:30pm Year recent ort long bkgrd total
Project ID:
E/W St: Kechter-Willow Springs NIS St: Timberline Road
SIGNALIZED INTERSECTION SUMMARY
' I Eastbound I Westbound I Northbound I Southbound I
I L T R I L T R I L T R I L T R 1
I I I I I
No. Lanes I 0 1 0 1 0 1 1 1 1 1 1 1 1 1 0 1
LGConfig I LTR 1 LT R L T R I L TR I
Volume 175 35 25 1205 10 210 15 570 325 1235 365 20 1
Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 1
RTOR Vol 1 0 1 0 1 0 1 0 1
Duration 0.25 Area Type: All other areas
Signal Operations
'Phase Combination 1 2 3 4 1 5 6 7 8
EB Left A 1 NB Left A P
Thru A 1 Thru P
' Right A 1 Right P
Peds X Peds X
WB Left A 1 SB Left A P
Thru A I Thru P
Right A 1 Right P
Peds X 1 Peds X
NB Right A 1 EB Right
'SB Right 1 WB Right A
Green 24.0 6.0 46.0
Yellow 3.0 3.0 3.0
All Red 2.0 1.0 2.0
' Cycle Length: 90.0. 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
LTR 210
Westbound
787 0.72 0.27 41.3 D 41.3 D
■
LT 316
1186
0.80
0.27
44.4
D 32.5
C
616
1583
0.40
0.39
20.3
C
'R
Northbound
L 504
1770
0.01
0.63
7.3
A
T 952
1863
0.62
0.51
18.9
B 12.6
B
1319
1583
0.26
0.83
1.7
A
'R
Southbound
L 396
1770
0.70
0.63
16.4
B
TR 945
1841
0.48
0.51
16.0
B 16.1
B
'
Intersection
Delay
= 19.9
(sec/veh)
Intersection
LOS = B
No Text
' HCS2000: Unsignalized Intersections Release 4.1d
'Michael Delich
Matthew J. Delich,_P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
9/29/2004
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Ziegler/Trilby
'Intersection:
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year:
shoe long kgrd total
ID: 0474
'Project
East/West Street:
Trilby Road
North/South Street:
Ziegler Road
Volumes and Adjustment
• I Eastbound I Westbound I Northbound I Southbound I
L T R 1 L. T R I L T R I L T R I
Volume 170 5 10 10 5 10 110 40 0 125 45 115 1
PHF 10.95 0.95 0..95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1
' Flow Rate 173 5 10 10 5 10 110 42 0 126 47 121 1
Eastbound Westbound Northbound Southbound
Approach Flow Rate 88 15
Conflicting Circulating Flow
' 73 125
CriticalGapand Follow-up Time
52. 194
104 15
Critical Gap (sec):
Upper bound
4.16
4.10
4.10
4.10
Lower bound
4:60
.4.60
.4.60
4.60
Follow-up Time (sec):
'
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results:
Capacity and v/c
Ratio
Capacity (Eq. 10-124):
Upper bound
1368
1255
1276
1368
Lower bound
1091
1044
1062
1146
v/c Ratio:
Upper bound
0.07
0.01
0.04
0.14
'
Lower bound
0.08
0.01
0.05
0.17
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com..
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst:
Michael
Agency/Co.: ;
Matthew J. Delich,.P.E.
Date Performed:
9 4
Analysis Time Period:
:30-8.30am 2:30-3:30pm
Intersection:
Ziegler Trilby
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year:
shor lon bkgrd total
Project ID•,.0474 .
East/West Street:- -
Trilby Road
North/South Street:
Ziegler Road
Volumes and Adjustment
1 Eastbound I Westbound I Northbound
I Southbound
L T
R I L T R I L T
R
I L T R, I
I
Volume 1100 5
I I
5 10 15 30 115 85
I I
0
110 30 110 1
PHF 10.95 0.95
0.95 10.95 0.95 0.95 10.95 0.95
0.95
10.95 0.95 0.95 1
Flow Rate 1105 5
5 10 15. 31 115 89
0
110 31 115 I
Eastbound Westbound Northbound Southbound
Approach Flow Rate
115 46
104
156
Conflicting Circulating Flow
41 209
120
30
Critical Gap and Follow-up Time
Critical Gap (sec):
Upper bound
4.10
4.10
Lower bound
4.60
4.60
Follow-up Time (sec):
Upper bound
2.60
2.60
Lower bound
3.10
3.10
Results:
Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1341
1175
Lower bound
1121
971
v/c Ratio:
Upper bound
0.09
-0.04
Lower bound
0.10
0.05
4.10
4.10
4.60
4.60
2.60
2.60
3.10
3.10
1260
1048
0.08
0.10
1352
1132
0.12
0.14
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTR6L SUMMARY
Analyst: Michael,
Agency/Co:: Matthew.;J.,.Delich sP.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Trilby
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent shor lon bkgrd
total
Project ID: 0474
East/West Street: Trilby Road.
North/South Street: Ziegler Road
Intersection Orientation: NS
Study
period
(hrs):
0.25
Vehicle Volumes and
Adjustments
Major Street: Approach -, Northbound
Southbound
.
Movement 1 ' 2
3 .. r „ �,
' 4,. ,
5
6 .
L T
R. I
L.
T
R
Volume 10 40
0
25
45
115
Peak -Hour, Factor,;.PHF 0.95 0.95
0.95
0.95
0.95
0.95.
Hourly Flow Rate, HFR 10 42
0
26'
47
121
Percent Heavy Vehicles 0 --
--
0
--
--
Median Type/Storage „ Undivided
/
RT Channelized?
No
Lanes 1 1 0
1
1 1
Configuration L TR
L
T R
Upstream Signal? No
No
Minor�S.treet: Approach. - .Westbound
Eastbound
Movement 7 8
9 1
10
11
12
L 'T
R 1
L
T
R
Volume
0
5
10
70
5
10
Peak Hour Factor,
PHF 0.95
0.95
0.95
0.95
0.95
0.95
Hourly Flow Rate,
HFR 0
5
10
73
5
10
Percent Heavy Vehicles 0
0
0
0-
0
0
Percent Grade (k)
_
0
0
Flared Approach:
Exists?/Storage
No
/
No /
Lanes
0
1
0
1
1
0
Configuration
LTR
L
TR
' Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
'Movement 1 4 1 7 8 9 1 10 11 12
Lane Config L L 1 I LTR I L TR
v (vph)
10
26
15
C(m) (vph)
1422
1580
843
v/c
0-:01
0.02
0.02
95% queue length
0.02
0.05
0.05
Control Delay
7.5.,
7.3
9.3
LOS ,.
A
A
A
Approach Delay
9.3
Approach LOS
A
73
15
772
899
0.09
0.02
0.31
0.05
10.1
9.1
B
A
10.0-
A
� 3 ,
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst:: Michael
Agency/co.: Matthew J. Delich, P.E.
Date Performed: 9 3/2004
Analysis Time Period: :30-8:30am 2:30-3:30pm
Intersection: Zieg er Trilby
.Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent shor lon bkgrd otal
;Project ID: 0474
East/West Street: Trilby Road
North/South Street: Ziegler Road
;Intersection Orientation: NS Study period (hrs):.:0.25
Vehicle Volumes and Adjustments
Major Street:. Approach Northbound Southbound
Movement 1 2 3 1 4., 5 6
L T R 1 L T R
Volume 15 85 0 10 30 110
':peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 %
Hourly Flow Rate, HFR 15 89 0 10 31 115
Percent Heavy Vehicles 0 -- -- 0 -- --
Median Type/Storage Undivided /
RT Channelized? No
Lanes 1 1 0 1 1 1
Configuration L TR L T R
Upstream Signal? No No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 1 10 11 12
L T R I L T R
Volume 0
Peak Hour Factor, PHF 0.95
Hourly Flow Rate, HFR 0
Percent Heavy Vehicles 0
Percent Grade M
Flared Approach: Exists?/Storage
;Lanes 0
Configuration
15
30
100
5
5
0.95
0.95
0.95
0.95
0.95
15
31
105
5
5
0
0
0
0
0
0
0
No
/
No
1
0
1
1
0
LTR
L
TR
►I
Delay,
Queue
Length, and Level of Service
'Approach
NB
SB
Westbound Eastbound
.Movement
1
4
1 7 8 9 I 10 11 12
Lane Config
L
L
I LTR I L TR
v (vph)
15
10
46
105
10
C(m) (vph)
1448
1519
820
723
850
v/c
0.01
0.01
0.06
0.15
0.01
95% queue length
0.03
0.02
0.18
0.51
0.04
Control Delay
7.5
7.4
9.7
10.8
9.3
LOS
A
A
A
B
A
Approach Delay
9.7
10.7
Approach ,LOS
A
_..
B
' HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
'Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
'Analysis Time Period: 7:30-8:30am 2:30-3:30p
Intersection: Ziegler/Shallow Pon
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year:. recent short lon kgrd total
Project ID: 0474
East/West Street: Shallow Pond
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs):
' Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 1 4 5 6
L T R I L T R
Volume
Peak -Hour Factor, PHF
'Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
' Lanes
Configuration
Upstream Signal?
Minor Street: Approach
Movement
5 105
0.95 0.95
5 110
0 -
Undivided
0 1
LTR
No
0.25
10 80 165 10
0.95 0.95 0.95 0.95
10 84 173 10
-- 0 -- --
0 0 1 0
LTR
No
Westbound
7 8 9
L T R
Volume 15
Peak Hour Factor, PHF 0.95
'Hourly Flow Rate, HFR 15
Percent Heavy Vehicles 0
Percent Grade (%)
Flared Approach: Exists?/Storage
'Lanes 0
Configuration
Approach
'Movement
Lane Config
Eastbound
I 10 11 12
I L T R
0
95
10
0
5
0.95
0.95
0.95
0.95
0.95
0
100
10
0
5
0
0
0
0
0
0
0
No
/
No
1
0
0
1
0
LTR
LTR
/1
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 1 7 8 9 1 10 11 12
LTR LTR I LTR I LTR
v (vph)
5
84
115
C(m) (vph)
1404
1480
836
v/c
0.00
0.06
0.14
95% queue length
0.01
0.18
0.48
Delay
7.6
7.6
10.0-
'Control
LOS
A
A
A
Approach Delay
10.0-
Approach LOS
A
15
486
0.03
0.10
12.6
B
12.6.
B
t2I
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9 004
Analysis„Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler Shallow Pond
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent shor t<
long bkgr total
Project,.iD: 0474
East/West Street: Shallow Pond
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs):
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 1 4 5 6
L T R I L T R
0.25
Volume
5 195
15
85
125
10
Peak -Hour Factor, PHF
0.95 0.95
0,95
0.95 0.95
0.95
Hourly Flow Rate, HFR
5 205
15
89
131
10
Percent Heavy Vehicles
0 --
--
0
--
--
Median Type/Storage
Undivided
/
RT Channelized?
Lanes
0 1 0
0 1 0
Configuration
LTR
LTR
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
Movement
7 8
9
10
11
12
L T
R
I L
T
R
Volume 20
Peak Hour Factor, PHF 0.95
Hourly Flow Rate, HFR 21
Percent Heavy Vehicles 0
Percent Grade M
Flared Approach: Exists?/Storage
Lanes 0
Configuration
Approach
Movement
Lane Config
0
125
20
0
5
0.95
0.95
0.95
0.95
0.95
0
131
21
0
5
0
0
0
0
0
0
0
No
/
No
1
0
0
1
0
LTR
LTR
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 I 7 8 9 I 10 11
LTR LTR I LTR I LTR
12
v (vph)
5
89
152
26
C(m) (vph)
1455
1361
737
375
v/c
0.00
0.07
0.21
0.07
95% queue length
0.01
0.21
0.77
0.22
Control Delay
7.5
7.8
11.1
15.3
LOS
A
A
B
C
Approach Delay
11.1
15.3
Approach LOS
B
C
HCS2000: Unsignalized Intersections Release'4.1d
'Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst: Michael
'Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/29/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Kechter
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: short ong kgrd otal
1 Project ID: 0474
East/West Street: Kechter Road
North/South Street: Ziegler Road
~ Volumes and Adjustment
I Eastbound I Westbound 1 Northbound I Southbound 1
I L T R I L T R I L T R I L T R 1
Volume 185 160 85 I40 170 130 170 120 30 1130 140 140 1
PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1
' Flow Rate 189 168 89 142 178 136 173 126 31 1136 147 147 1
Eastbound Westbound Northbound
' Approach Flow Rate 346 356 230
Conflicting Circulating Flow
' 325 288 393
Critical Gap and Follow-up Time
Southbound
430
293
' Critical Gap (sec):
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time (sec):
'
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results:
Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1072
1104
1016
1100
'
Lower bound
878
907
828
903
v/c Ratio:
Upper bound
0.32
0.32
0.23
0.39
'
Lower bound
0.39.
0.39
0.28
0.48
41
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E. '
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061 Fax: 970-669-5034
E-Mail: mdelich@frii..com
ROUNDABOUT ANALYSIS
'
Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
9
,
Analysis Time Period:
:30-8:30am 2:30-3:30pm
Intersection:
Zie echter
Jurisdiction:
Fort Collins
,
Units: U. S. Customary
Analysis Year:
short ong bkgrd total
Project ID: 0474
East/West Street:
Kechter Road
'
North/South Street:
Ziegler Road
Volumes and Adjustment
I Eastbound
I Westbound I Northbound
'
I Southbound 1
I L T
R I L T R I L T
R
I L T R 1
Volume 1250 180
80 125 190 180 1100 220
40
1120 115 100 1
PHF 10.95 0.95
0.95 10.95 0.95 0.95 10.95 0.95
0.95
10.95 0.95 0.95 1
Flow Rate 1263 189
84 126 200 189 1105 231
42
1126 121 105 1 '
Eastbound
Westbound Northbound
Southbound
Approach Flow Rate
536 415
378
352 t
Conflicting Circulating
Flow
273 599
578
331
Critical Gap and Follow-up Time
'
Critical Gap (sec):
1
Upper bound
4.10 4.10
4.10
4.10
Lower bound
4.60 4.60
4.60
4.60
Follow-up Time (sec):
Upper bound
2.60 2.60
2.60
'
2.60
Lower bound
3.10 3.10
3.10
3.10
Results: Capacity and v/c Ratio
'
Capacity (Eq. 10-124):
Upper bound
1117 862
876
1067
Lower bound
919 691
704
'
874
v/c Ratio:
Upper bound
0.48 0.48
0.43
0.33
Lower bound
0.58 0.60
0.54
0.40 '
HCS2000: Signalized Intersections Release 4.le
Analyst:
Michael
Inter.:
Ziegler/Kechter
Agency:
Matthew J. Delich, P.E.
Area Type: All other areas
Date:
9/23/2004
Jurisd:
Fort Collins
Period:
7:30-8:30am 2:30-3:30pm
Year :
recent short ong bkgrd otal
Project
ID: 0474
E/W St:
Kechter Road
N/S St:
Ziegler Road
SIGNALIZED INTERSECTION SUMMARY
i Eastbound I Westbound I Northbound 1 Southbound I
I L T R I L T R I L T R., .I L T R 1
No. Lanes 1 1 1 1 1 1 1 1 1 1 1 0 1 1 1 0 1
LGConfig I L T R I L T R i L TR 1 L TR 1
Volume 185 160 85 140 170 130 170 120 30 1130 140 140 1
Lane Width_112.0 12.0 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 1
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 1 Right A
Peds X 1 Peds X
WB Left A P 1 SB Left A
Thru P 1 Thru A
Right P 1 Right A
Peds X 1 Peds X
NB Right 1 EB Right
SB Right I WB Right
Green 6.0 40.0 30.0
Yellow 3.0 3.0 3.0
All Red 1.0 2.0 2.0
Cycle Length: 90.0 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
631
T
828
R
704
'Westbound
L
642
T
828
R
704
'Northbound
L
280
TR
602
1770
0.14
0.56
9.6
1863
0.20
0.44
15.8
1583-
0.13
0.44
15.-1
1770
0.07
0.56
9.3
1863
0.22
0.44
16.0
1583
0.19
0.44
15.8
812
0.26
0.34
21.8
1806
0.26
0.33
22.2
Southbound
L 397 1153 0.35 0.34 22.5
' TR 574 1723 0.51 0.33 24.9
Intersection Delay = 18.9 (sec/veh) .
A
B 14.0 B
B
A
B 15.1 B
B
C
C 22.0 C
C
C 24.1 C
Intersection LOS = B
41
HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Ziegler/Kechter
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9/ 4 Jurisd: Fort Collins
Period: :30-8:30am 2:30-3:30pm Year recent shor lon bkgrd total
Project ID:
E/W St: Kechter Road N/S St: Ziegler Road
SIGNALIZED INTERSECTION SUMMARY
Eastbound I 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 1 1 I 1 1 1 I 1 1 0 I 1 1 0 I
LGConfig I L. T R I L T R. I L TR I L TR
Volume 1250 180 80 125 190 180 1100 220 40 1120 115 100 1
Lane Width 112.0 12.0 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 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 40.0 30.0
Yellow 3.0 3.0 3.0
All Red 1.0 2.0 2.0
Cycle Length:.90.0 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 612 1770 0.43 0.56 13.0 B
T 828 1863 0.23 0.44 16.1 B 14.4 B
R 704 1583 0.12 0.44 15.0 B
Westbound
L 622 1770 0.04 0.56 9.2 A
T 828 1863 0.24 0.44 16.3 B 16.0, B
R 704 1583 0.27 0.44 16.7 B
Northbound
L 337 979 0.31 0.34 22.2 C
TR 607 1820 0.45 0.33 24.1 C 23.6 C
Southbound
L 296 860 0.43 0.34 23.6 C
TR 578 1733 0.39 0.33 23.4 C 23.5 C
Intersection Delay = 18.8 (sec/veh) Intersection LOS = B
' HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
' Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst:
Michael
Agency/Co:
Matthew J. Delich, P.E.
Date Performed:
9/29/2004
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Timberline/Kec
'Intersection:
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year:
short lon bkgrd otal
Project ID: 0474
East/West Street:
Kechter-Willow Springs
North/South Street:
Timberline Road
Volumes and Adjustment
I Eastbound I Westbound I Northbound
I Southbound I
I L T
R I L T R I L T
R
I L T R 1
Volume 145 20
15 1270 25 150 110 870
175
1245 1340 50 1
PHF 10.95 0.95
0.95 10.95 0.95 0.95 10.96 0.96
0.96
10.95 0.95 0.95 1
' Flow Rate 147 21
15 1284 26 157 110 906
182
1257 1410 52 1
Eastbound Westbound Northbound Southbound
Approach Flow Rate
83 467
1098
1719
Conflicting Circulating Flow
1951 963
325
320
Critical Gap and Follow-up Time
' Critical Gap (sec):
Upper bound
4.10 4.10
4.10
4.10
Lower bound
4.60 4.60
4.60
4.60
Follow-up Time (sec):
Upper bound
2.60 2.60
2.60
2.60
Lower bound
3.10 3.10
3.10
3.10
'
Results: Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
279 641
1072
1077
'
Lower bound
198 499
878
882
v/c Ratio:
Upper bound
0.30 0.73
1.02
1.60
'
Lower bound
0.42 0.94
1.25
1.95
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
Fax:
E-Mail: mdelich@frii..com_
ROUNDABOUT ANALYSIS
Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Intersection:
Ti a/Kechter
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year:
short lon bkgrd otal
Project ID: 0474
East/West Street:
Kechter-Willow Springs
North/South Street:
Timberline Road
Volumes and Adjustment
970-669-5034
1 Eastbound I Westbound I Northbound I Southbound I
1 L T R I'L T R I L T R I L T R I
I
Volume 175 35 25 121-5 10 225 15 1625 285 1230 1060 20
PHF 10.95 0.95 0.95 10.95 0.95`0.95 10.96 0.96 0.96 10.95 0.95 0.95`1
Flow Rate 178 36 26 1226 10 236 15 1692 296 1242 1115 21: I
Eastbound Westbound Northbound
Approach Flow Rate 140 472 1993
Conflicting Circulating Flow,
1583 1775 356
Critical Gap and Follow-up Time
Critical Gap (sec):
Southbound
1378'
241
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time
(sec):
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results: Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
383
325
1046
1146
Lower bound
281
234
855
945
v/c Ratio:
Upper bound
0.37
1.45
1.91
1.20
Lower bound
0.50
2.02
2.33.
1.46
m
HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Timberline/Kechter
' Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9/23/2004 Jurisd: Fort Collins
Period: 7:30-8:30am 2:30-3:30pm Year recent shor on bkgrd otal
Project ID: 0474
E/W St: Kechter-Willow Springs N/S St: Timberline Road
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound 1 Northbound I Southbound 1
I L T R 1 L T R I L T R I L T R 1
No. Lanes 1 0 1 0 1 0 1 1 1 1 2 1 1 1 2 0 1
LGConfig 1 LTR I LT R I L T R I L TR
Volume 145 20 15 1270 25 150 .110 870 175 1245. 1340 50 1
Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 1
' RTOR Vol 1 0 1 0 1 0 1 0 1
Duration 0.25 Area Type: All other areas
Signal Operations
'Phase Combination 1 2 3 4 1 5 6 7 8
EB Left A 1 NB Left A P
Thru A 1 Thru P
Right A 1 Right P
Peds X 1 Peds X
WB Left A 1 SB Left A A P
Thru A 1 Thru A P
' Right A 1 Right A P
Peds X 1 Peds X
NB Right A 1 EB Right
'SB Right 1 WB Right A A
Green 26.0 6.0 4.0 40.0
Yellow 3.0 3.0 0.0 3.0
All Red 2.0 1.0 0.0 2.0
' Cycle Length: 90.0 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
LTR 290 1003
Westbound
LT 375
1298
792
1583
'R
Northbound
L 221
1770
T 1576
3547
R 1249
1583
Southbound
L 455
1770
TR 1724
3527
0.29 0.29
0.83 0.29
0.20 0.50
0.05 0.53
0.58 0.44
0.15 0.79
25.4 C25.4 C
44.0 D 33.4 C
12.6 B
8.8 A
17.4 B 14.5 B
0.7 A
0.57 0.61 7.3 A
0.85 0.49 20.0- B 18.1. B
Intersection Delay = 19.2 (sec/veh)
Intersection LOS = B
HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Timberline/Kechter
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9 Jurisd: Fort Collins
Period: 7:30-8:30am 2:30-3:30pm Year recent shor lon kgrd total
Project I
E/W St: Kechter-Willow Springs N/S St: Timberline Road
SIGNALIZED INTERSECTION SUMMARY
Eastbound I Westbound ( Northbound 1 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 1 0 1 0 I 0 1 1 1 1 2 1 1 1 2 0 1
LGConfig 1 LTR I LT R I L T R I L_ TR I
Volume 175 35 25 1215 10 225 15 1625 285 1230 1060 2.0 1
Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0.112.0 12.0 I
RTOR Vol I 0 1 0 1 0 1 0 I
Duration 0.25 Area Type: All other areas
Signal Operations., -
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left A I NB 'Left A P
Thru A h. Thru P
Right _ A I Right _ P
Peds X I Peds X
WB Left A 1 SB Left A A P
Thru `A I Thru A", P
Right A;, I Right A P
Peds .X I Peds X
NB Right A I EB Right
SB Right I WB Right A A
Green 24.0 6.0 4.0. 42.0
Yellow 3.0 3.0 0..0 3.0
All Red 2.0 1.0 0.0 2.0
Cycle Length: 90.0 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
LTR 230 861 0.62 0.27 33.9 C 33.9 C
Westbound
LT 320
1201
0.74
0.27
39.0
D 26.9,
C
R 756
1583
0.31
0.48
14.7
B
Northbound
L 330
1770
0.02
0.56
6.1
A
T 1655
3547
1.02
0.47
47.7
D 40.6
D
R 1249
1583
0.24
0.79
0.8
A
Southbound
L 378
1770
0.64
0.63
13.9
B
TR 1808
3537
0.63
0.51
12.6
B 12.8
B
Intersection Delay
= 29.1
(sec/veh)
Intersection
LOS = C
No Text
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/29/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30p
Intersection: Ziegler/Trilby
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: short on bkgrd otal
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Ziegler Road
Volumes and Adjustment
Volume
PHF
Flow Rate
I Eastbound I Westbound I Northbound I Southbound 1
I L T R I L T R I L T R I L T R I
I I
10 0 0 10 0 10 10 45 0 120 50 0 I
10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0_.85 1
10 0 0 10 0 11 10 52 0 123 58 0 i
Eastbound Westbound Northbound Southbound
Approach Flow Rate 0 11 52 81
Conflicting Circulating Flow
81 52 23 0
Critical Gap and Follow-up Time
Critical Gap (sec):
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time (sec):
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results:
Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1299
1329
1360
0
Lower bound
1084
1111
1138
0
v/c Ratio:
Upper bound
0.00
0.01
0.04
Lower bound
0.00
0.01
0.05
0.22
' HCS2000: Unsignalized Intersections Release 4.1d
'Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
' Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax:
ROUNDABOUT ANALYSIS
970-669-5034
Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
9/
Analysis Time Period:
:30-8:30am 2:30-3:30pm
Intersection:
1e rilby
Jurisdiction:
Fort Collins
Units; U. S. Customary
Analysis Year:
short ong bkgrd otal
ID: 0474
'Project
East/West Street:
Trilby Road
North/South Street:
Ziegler Road
Volumes and Adjustment
I Eastbound
I Westbound 1.: Northbound
I Southbound 1
L L T
R I L T R I L T R
I L T R I
Volume 10 0
0 10 0 20 10 100 0
1.10 30 0 1
PHF 10.85 0.85
0.85 10.85 0.85 0.85 10.85 0.85 0.85
10.85 0.85 0.85 1
Flow Rate 10 0
0 10 0 23 10 117 0
I11 35 0 1
Eastbound Westbound Northbound
Approach Flow Rate 0 23 117
Conflicting Circulating Flow
' 46 117 11
Critical Gap and Follow-up Time
Southbound
46
n
' Critical Gap (sec):
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time (sec):
'
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
'
Results:
Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1335
1263
1372
0
Lower bound
1116
1051
1150
0
v/c Ratio:
Upper bound
0.00
0.02
0.09
Lower bound
0.00
0.02
0.10
0.22
HCS2000.: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Trilby
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent hort ong bkgrd total
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R I L T R
Volume
45
0
20
50
Peak -Hour Factor, PHF
0.85 -
0.85
0.85 0.85
Hourly Flow Rate, HFR
52
0
23
58
Percent Heavy Vehicles
--
--
0
-- --
Median Type/Storage"
Undivided,
/
RT Channelized?
Lanes
1 0
1 1
Configuration
TR
L T
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
Movement
7 8
9
10
11 12
L T
R
L
T R
Volume 2 10
Peak Hour Factor, PHF 0.85 0.85
Hourly Flow Rate, HFR 2 11
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 23 13
C (m) (vph) 1567 986
v/c 0.01 0.01
95% queue length 0.04 0.04
Control Delay 7.3 8.7
LOS A A
Approach Delay 8.7
Approach LOS A
3%
' HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
'Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9 04
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Trilby
Jurisdiction: Fort Collins
' Units: U. S. Customary
Analysis Year: recent shor long bkgr
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound
Movement 1 2 3 1 4
L T R I L
Southbound
5 6
T R
Volume
100
0
10
30
Peak -Hour Factor, PHF
0.85
0.85
0.85
0.85
Hourly Flow Rate, HFR
117
0
11
35
Percent Heavy Vehicles
--
--
0
-- --
Median Type/Storage
Undivided
/
RT Channelized?
Lanes
1 0
1
1
Configuration
TR
L
T
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
Movement
7 8
9
1 10
11 12
L T
R
L
T R
Volume 0 20
Peak Hour Factor, PHF 0.85 0.85
'Hourly Flow Rate, HFR 0 23
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
' Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
'Movement 1 4 1 7 8 9 I 10 11 12
Lane Config L I LR 1
v (vph)
'C (m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
11
1484
0.01
0.02
7.4
A
23-
941
0.02
0.08
8.9
A
8.9
A
31
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Shallow
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recen short on bkgrd total
Project ID: 0474
East/West Street: Shallow Pond
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5. 6
L T R L T R
Volume
55
1
90
70
Peak -Hour Factor, PHF
0.93
0.93
0.85
0.85
Hourly Flow Rate, HFR
59
1
105
82
Percent Heavy Vehicles
--
--
0
-- --
Median Type/Storage
Undivided
/
RT Channelized?
Lanes
1 0
0
1
'Configuration
TR
LT
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
Movement
7 8
9
10
11 12
L T
R
�. L
T R
Volume 1 110
Peak Hour Factor, PHF. 0.85 0.85
Hourly Flow Rate, HFR 1 129
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
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
NB SB Westbound Eastbound
1 4 I 7 8 9 10 11 12
LT LR
105
130
1556
1006
0.07
0.13
0.22
0.44
7.5
9.1
A
A
9.1
A
3G
'
HCS2000: Unsignalized Intersections Release
4.1d
TWO-WAY STOP CONTROL SUMMARY
'Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed: 9
Analysis Time Period: :32:30-3:30pm
Per
Intersection:
Zieallow Pond
Jurisdiction:
Fort Collins
Units: U. S. Customary
'Analysis Year: recent short ong bkgrd otal
Project ID:
0474
East/West Street: Shallow Pond
Street: Ziegler Road
'North/South
Intersection
Orientation: NS Study period
(hrs):
Volumes and Adjustments
'Vehicle
Major Street:
Approach Northbound Southbound
Movement 1 2 3 1 4
5 6
L T R I L
T R
Volume
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor Street: Approach
Movement
120 0 100 40
0.85 0.85 .0.85 0.85
141 0 117 47
-- -- 0 --
Undivided /
1 0 0 1
TR LT
No No
Westbound
7 8 9
' L T R
Volume 1
Peak Hour Factor, PHF 0.85
'Hourly Flow Rate, HFR 1
Percent Heavy Vehicles 0
Percent Grade (%)
'Flared Approach: Exists?/Storage
Lanes 0
Configuration
0.25
Eastbound
I 10 11 12
L T R
145
0.85
170
0
0 0
No /
0
LR
' Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
'Movement 1 4 1 7 8 9 I 10 11 12
Lane Config LT I LR I
v (vph)
C (m) (vph)
' .v/c
95% queue length
'Control Delay
LOS
Approach Delay
Approach LOS
117
171
1455
908
0.08
0.19
0.26
0.69
7.7
9.9
A
A
9.9
A
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS_
Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
9/29/2004
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Intersection:
Ziegler/Kechter
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year: hort lon ik total
Project ID: 0474
East/West Street:
Kechter Road
North/South Street:
Ziegler Road
Volumes and Adjustment
Eastbound I Westbound I Northbound I Southbound 1
L T R I L T R I L T R I L T R 1
I I I I
Volume 165 140 60 140 150 120 145 90 35 1110 60 65 1
PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0.85 0.85 1
Flow Rate 176 164 70 147 176 141 152 105 41 1129 70 76 I
Eastbound Westbound Northbound Southbound
Approach Flow Rate 310 364 198 275
Conflicting Circulating Flow
246 233 369 275
Critical Gap and Follow-up Time
Critical Gap (sec):
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time
(sec):
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results: Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1141
1153
1036
1116
Lower bound
941
951
845
917
v/c Ratio:
Upper bound
0.27
0.32
0.19
0.25
Lower bound
0.33
0.38
0.23
0.30
HCS2000: Unsignalized Intersections Release 4.1d
'Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
' Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/
Analysis Time Period: :30-8:30am 2:30-3:30pm
'Intersection: Zieg er/Kechter
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: short ong bkgrd otal
'Project ID: 0474
East/West Street: Kechter Road
North/South Street: Ziegler Road
' Volumes and Adjustment
I Eastbound 1 Westbound I Northbound 1 Southbound 1
I L T R I L T R I L T R I L T R 1
I I I I i
Volume 1215 150 40 130 160 155 165 160 40 190 70 40 1
PHF 10.85 0.85 0.85 10.85 0.85 0.85 10.85 0:85 0.85- 10.85 0.85 0.85 1
Flow Rate 1252 176 47 135 188 182 176 188 47 1105 82 47 1
Eastbound
Westbound
Northbound
Southbound
Approach Flow Rate
475
405
311
234
Conflicting Circulating Flow
'
222
516
533
299
Critical
Gap and Follow-up
Time
' Critical Gap (sec):
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time (sec):
'
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
'
Results:
Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
1163
921
909
1095
'
Lower bound
960
743
732
898
v/c Ratio:
Upper bound
0.41
0.44
0.34
0.21
'
Lower bound
0.49
0.55
0.42
0.26
hRT-adj
-0.7
-0.7
-0.7
-0.7
hHV-adj
1.7
1.7
1.7
1.7
hadj, computed
0.5
0.0
0.5
0.0
0.5
-0.2
0.5
-0.3
Worksheet
4 - Departure
Headway and
Service Time
Eastbound
Westbound
Northbound
Southbound
Ll
L2
L1
L2
L1
L2
L1
L2
Flow rate
76
164
47
176
48
133
129
146
hd, initial value
3.20
3.20
3.20
3.20
3.20
3.20
3.20
3.20
x, initial
0.07
0.15
0.04
0.16
0.04
0.12
0.11
0.13
hd, final value
6.64
6.14
6.66
6.16
6.76
6.66
6.62
5.76
x, final value
0.14
0.28
0.09
0.30
0.09
0.22
0.24
0.23
Move -up time, m
2.3
2.3
2.3
2.3
Service Time
4.3
3.8
4.4
3.9
4.5
3..8
4.3
3.5
Worksheet
5 - Capacity
and Level
of Service
Eastbound
Westbound
Northbound
Southbound
L1
L2
L1
L2
L1
L2
L1
L2i
Flow Rate'
76
164
47
':176
48
133
129
146
Service Time
4.3
3.8
4.`4
3.9
4.5
3.8
4.3
3.5
Utilization, x
0.14
0.28
0.09
0.30.
0.09
0.22
0.24
0.23
Dep. headway, hd
6.64
6.14
6.66
6.16
6.76
6.06
6.62
5.76
Capacity
326
414
297
426
298
383
379
396
Delay
10.42
11.20
10.00-
11.50
10.12
10.50
11.37
10.20
LOS
B
B
A
B
B
B
B
B
Approach:
Delay
10.95
11.18
10.40
10.75
LOS
B
B
B
B
Intersection Delay
10.84--
Intersection
LOS B
' HCS2000:. Unsignalized Intersections Release 4.1d
'Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
' Phone: 970-669-2061 Fax: 970-669-5034
E-Mail: mdelich@frii.com
ALL -WAY STOP CONTROL(AWSC) ANALYSIS
Analyst: 2
'Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
'Intersection: Ziegler/Kechter
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recent short lon bkgrd total'
'Project ID': 0474
East/West Street: Kechter Road
North/South 'Street: Ziegler Road
' Worksheet 2 -Volume Adjustments and Site Characteristics
I Eastbound I Westbound I Northbound 1 Southbound
I L T R i L T R I L T R I L T R
Volume 165 140 ,60 140 150 90 I45 90 35 1110 60 65
% Thrus Left bane,
Eastbound
Westbound
Northbound
Southbound
L1<
L2
L1
L2
L1
L2
L1
L2
' Configufation
L
T
L
T
L
TR
L
TR
PHF
0.85
0.85
0.85
0.85
0.93
0.93
0.85
0.85
Rate
76
164
47
176
48
133
129
146
'Flow
% Heavy Veh
2
2
2
2
2
2
2
2
No. Lanes
2
2
2
2
Opposing -Lanes
2
2
2
2
'Conflicting -lanes
2
2
2
2
Geometry group
5
5
5
5
Duration, T 0.25
hrs.
' Worksheet 3 -
Saturation
Headway Adjustment
Worksheet
Eastbound
Westbound
Northbound
Southbound
'
L1
L2
Ll
L2
L1
L2
L1
L2
Flow Rates:
Total in Lane
76
164
47
176
48
133
129
146
Left -Turn
76
0
47
0.
48
0
129
0
Right -Turn
0
0
0
0�_
0
37
0
76
Prop. Left -Turns
1.0
0.0
1.0
0.0
1.0
0.0
1.0
0.0
Prop. Right -Turns
0.0
0.0
0.0
0.0
0.0
0.3
0.0
0.5
Prop. Heavy Vehicle0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Geometry Group
5
5
5
5
Adjustments Exhibit
17-33:
'
hLT-adj
0.5
0.5
0.5'
0.5
hRT-adj -0.7 -0.7 -0.7
hHV-adj 1.7 1.7 1.7
hadj, computed 0.5 0.0 0.5. 0.0 0.5 -0.1
Worksheet 4 - Departure Headway and Service Time
-0.7 '
0.5 1.7 0.2
Eastbound
Westbound
Northbound
Southbound
L1
L2
L1
L2
L1
L2
L1
L2
Flow rate
252
176
35
188
76
235
105
129
hd, initial value
3.20
3.20
3.20
3.20
3.20
3.20
3.20
3.20
x, initial
0.22
0.16
0.03
0.17
0.07
0.21
0.09
0.11
hd, final value
7.10
6.60
7.42
6.92
7.37
6.73
7.51
6.75
x, final value
0.50
0.32
0.07
0.36
0.16
0.44
0.22
0.24
Move -up time, m
2.3
2.3
2.3
2.3
Service Time
4.8
4.3
5.1
4.6
5.1
4.4
5.2
4.5
Worksheet
5_- Capacity and
Level
of Service'
Eastbound
Westbound
Northbound
Southbound
L1
L2
L1
L2
L1
L2 `"
L1
L2
Flow Rate
252
176
35
1.88
76
235'
105,
129
Service Time
4.8
4.3
5.1
-4.6
5.1
4.4
5.2
4.5
Utilization, x
0.50
0.32
0.07
0.36
0.16
0.44'
0.22
0.24
Dep. headway, hd
7.10
6.60
7.42
6.92
7.37
6.73
7,51
6.75
Capacity
493.
426
285
438
326
485"
355
379
Delay
16.59
12.40
10.70
13.49
11.42
1460
12.30
11.59
LOS
C
B'
B
B
B
B
B
B
Approach:
Delay
14.87
13.06
13.82
11.91
LOS
B
B
B
B
Intersection Delay
13.68
Intersection
LOS B
so
HCS2000: Unsignalized Intersections Release 4.1d
Micha'el Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061 Fax: 970-669-5034
E-Mail: mdelich@frii.com
ALL -WAY STOP CONTROL(AWSC) ANALYSIS
Analyst:
2
Agency/Co.:
Matthew J. Delidh, P.E.
Date Performed:
9
0-8
Analysis Time Period: :!30-8!:30a 2:30-3:30pm
Intersection:
Zieg er Kechter
Jurisdiction:
Fort Collins
Units: U. S. Customary
Analysis Year: recent short ongbkgr4,,)otal
Project ID: 0474
East/West Street:
Kechter Road
North/South Street:
Ziegler Road
Worksheet
2 - Volume Adjustments and Site Characteristics
Eastbound L "Westbound I Northbound I Southbound I
L T
R 1 L T R I L T R -1,L
T R I
Volume 1215 150.-, 40 130 160 99 165 160 40 1,90
70 40 1
% Thrus Left Lane -
Eastbound Westbound Northbound
Southbound
Ll _.L2 Ll L2 Ll L2
Ll L2
Configuration
L T L T L TR
L TR
PHF
0.85 0.85 0.85 0.85 0.85 0.85
0.85 0.85
Flow Rate
252 176 35 188 76 235
105 129
% Heavy Veh
2 2 2 2 2 2
2 2
No. Lanes
2 2 2
2
Opposing -Lanes
2 2 2
2
Conflicting -lanes
2 2 2
2
Geometry group
5 5 5
5
Duration, T 0.25
hrs.
-Worksheet
3 - Saturation Headway Adjustment Worksheet_
Eastbound Westbound Northbound
Southbound
Ll L2 Ll L2 Ll L2
Ll L2
Flow Rates:
Total in Lane
252
176
Left -Turn
252
0
Right -Turn
0
0
Prop. Left -Turns
1.0
0.0
Prop. Right -Turns
0.0
0.0
Prop. Heavy Vehicle0.0
0.0
Geometry Group
5
Adjustments Exhibit
17-33:
hLT-adj
0.5
35
188
76
235
105
129
35
0
76
0
105
0
0
0
0
47
0
47
1.0
0.0
1.0
0.0
1.0
0.0
0.0
0.0
0.0
0.2
0.0
0.4
0.0
0.0
0.0
0.0
0.0
0.0
5
5
5
0.5
0.5 0.5
HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80536
Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst:
Michael
Agency/Co.:
Matthew J. Delich, P.E.
Date Performed:
9/29/2004
Analysis Time Period:
7:30-8:30am 2:30-3:30pm
Intersection:
Timberline/Kec
Jurisdiction:•
Fort Collins
Units: U. S. Customary
:Analysis Year: t6hort on bkgrd otal
Project ID: 0474
East/West Street:
Kechter-Willow Springs
North/South Street:
Timberline Road
'
Volumes and Adjustment
I Eastbound I Westbound I Northbound I Southbound 1
L T
R 1 L T. R 1 L T
R I L T R 1
I
Volume. 145 20
I I
15 1210 25 100 110 410
I
1.95 1205 495 50 1
PHF 10.85 0.85
0.85 ►0.85 0.85 0.85 10.85 0.85
0.85 10.85 0.85 0.85 1
Flow:Rate 152, 23
17 1247 29 117 ill 482
229 1241 582 58 1
Eastbound Westbound Northbound Southbound
Approach Flow Rate 92 393 722 881
Conflicting Circulating Flow
1070 545 316 287
Critical Gap and Follow-up Time
Critical Gap (sec):
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time (sec):
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
Results:
Capacity and
v/c Ratio`
Capacity (Eq: 10-124):
Upper bound
587
900
1080
1105
Lower bound
452
725
885
908
v/c Ratio:
Upper bound
0.16
0.44
0.67
0.80
Lower bound
0.20
0.54
0.82
0.97
' HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
'Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland,.CO 80538
' Phone: 970-669-2061
E-Mail: mdelich@frii.com
Fax: 970-669-5034
ROUNDABOUT ANALYSIS
Analyst: Michael
' Agency/Co.: Matthew J. Delich, P.E.
Date Performed: Mielr:�inieD/Kechter
Analysis Time Period: 2:30-3:30pm
'Intersection:
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: shor lon bkgrd total
Project ID: 0474
East/West Street: Kechter-Willow Springs
North/South Street: Timberline Road
' Volumes and Adjustment
1 Eastbound I Westbound I Northbound I Southbound I'
I L T R I L T R I L T R I L T R
Volume 175 35 25 1175 10 165 15 570 290 1180 365 20 I
PHF 10.89 0.89 0.89 10.85 0.85 0.85 10.96 0.96 0.96 10.85 0.85 0.85 1
' Flow Rate 184 39 28 1205 11 194 15 593 302 1211 429 23 1-
Eastbound Westbound Northbound Southbound
' Approach Flow Rate 151 410 900 663
Conflicting Circulating Flow
845 682 334 221
Critical Gap and Follow-up Time
' Critical Gap (sec):
Upper bound
4.10
4.10
4.10
4.10
Lower bound
4.60
4.60
4.60
4.60
Follow-up Time (sec):
'
Upper bound
2.60
2.60
2.60
2.60
Lower bound
3.10
3.10
3.10
3.10
'
Results:
Capacity and v/c Ratio
Capacity (Eq. 10-124):
Upper bound
706
806
1065
1164
Lower bound
555
642
872
961
v/c Ratio:
Upper bound
0.21
0.51
0.85
0.57
' Lower bound
0.27
0.64
1.03
0.69
'Z
HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Timberline/Kechter
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9/23/2004. Jurisd: Fort Collims
Period: 7:.30-8:30ain 2:30-3:30p Year s recent short lon bkgrd total
Project ID• 0474
E/W St: Kechter-Willow Springs N/S St: Timberline Road
SIGNALIZED INTERSECTION SUMMARY„
Eastbound I' 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
No. Lanes 1 0 1 0 1 0 1 1 I 1 1 1 I 1 1 0 I
LGConfig 1 LTR I LT R `'I.L. T R I L TR I
Volume 145, 20 15 1210 25 100 110 410 195 .1205 495 50 1
Lane Width 1 12.0 I 12.0 12.0 I'12.0 12.0 12.0 112.0 12.0 I
RTOR Vol I. 0 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 8
EB Left A I NBLeft A P
Thru A I Thru P
Right A I Right P
Peds X I Peds X
WB Left A I SB Left A P
Thru A I Thru P
Right A I Right P
Peds X I Peds X
NB Right A I EB Right
SB Right I WB Right A
Green 24.0 6.0 46.0
Yellow 3.0 3.0 3.0
All Red 2.0 1.0 2.0
Cycle Length: 90.0 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
LTR 249 935 0.38 0.27 27.9 C 27-9 C
Westbound
LT 351
1316'
0.79
0.27
41.9
D 34.8
C
R 616
1583
0.19
0.39
18.3
B
Northbound
L ..362. ,.
1770
0.03
0.63
9.5
A
T 952
1863
0.51
0.51
16.4
B 11.6
B
R 1319
1583
0.17
0.83
1.5
A
Southbound
L 481
1770
0.50
0.63
9.8
A
TR 939
1837
0.68
0.51
20.5
C 17.6
B
Intersection
Delay
= 19.2
(sec/veh)
Intersection
LOS = B
-L v
' HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Timberline/Kechter
' Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9 3 Jurisd:.Fort Coll' s
Period: 7:30-8:30a 2:30-3:30pm Year recent hort long bkgrd total
Project 4
' E/W St: Kechter-Willow Springs N/S St: Timberline Road
SIGNALIZED.INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound 1
1 L: T R I L T R I L T R I L T R
I I I I I
No. Lanes 1 0 1 0 I 0 1 1 1 1 1 1 1 1 1 0 1
LGConfig I LTR I LT R I L T R I L TR 1
Volume 175 35 25 1175 10 165 15 570 290 1180 365 20 1
Lane Width 1 12.0 1 12.0 12.0 112.0 12.0 12.0 112.0 12.0 1
'RTOR Vol 1 0 I 0 1 0 1 0 1
Duration 0.25 Area Type: All other areas
Signal Operations
Phase Combination.1 2 3 4 1 5 6 7 8
EB Left A 1 NB Left A P
Thru A 1 Thru P
' Right. A 1 Right P
Peds X Peds X
WB Left A 1 SB Left A P
Thru A 1 Thru P
' Right A 1 Right P
Peds X 1 Peds X
NB Right A I EB Right
'SB Right 1 WB Right A
Green 24.0 6.0 46.0
Yellow 3.0 3.0 3.0
All Red 2.0 1.0 2.0
' Cycle Length: 90.0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
'Lane Group Flow Rate
Grp Capacity I (s) V/c g/C Delay LOS Delay.LOS
Eastbound
LTR 237
Westbound
890 0.64 0.27 34.7 C 34.7 C
LT 317
1190
0.69
0.27
35.8
D 28.1
C
616
1583
0.31
0.39
19.4
B
'R
Northbound
L 504
1770
0.01
0.63
7.3
A
T 952
1863
0.62
0.51
18.9
B 13.0
B
R 1319
1583
0.23
0.83
1.6
A.
1 Southbound
L 396
1770
0.54
0.63
11.8
B
TR 945
1848
0.48
0.51
16.0
B 14.7
B
Intersection
Delay
= 18.0
(sec/veh)
Intersection
LOS = B
S
APPENDIX E
24
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No Text
Table 4-3
Fort Collins (City Limits)
Motor Vehicle LOS Standards (Intersections)
Land Use (from structure plan)
Other corridors within:
Intersection type
Commercial
Mixed use
Low density
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
NIA
F"
F"
E
(arteriallcollector or local —
any approach leg)
Stop sign control
-J--
WA
C
C
C
(collector/local—any
approach leg)
mitigating measures required
" considered normal in an urban environment
20
UNSIGNALIZED INTERSECTIONS
SIGNALIZED INTERSECTIONS
Lcvd-of—Service
Average Total Dclay
SeClVeh
A
_< 10
B
> 10 and < 20
c
> 20 and _< 35
1)
> 35 and _< 55
_ C
> 55 a►nl < 80
r
> 80
-E-Eil
19
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection.: Ziegler/Trilby
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: ecent short long bkgrd total
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume
43
0
1.7
49
Peak -Hour Factor, PHF
0.85
0.85
0.85 0.85
Hourly Flow Rate, HFR
50
0
19
57
Percent Heavy Vehicles.
--
--
0
-- --
Median Type/Storage
Undivided
/
RT Channelized?
Lanes
1 0
1 1
Configuration
TR
L T
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound
Movement
7 8
9
I 10
11 12
L T
R
I L
T R
Volume 2 9
Peak Hour Factor, PHF 0.85 0.85
Hourly Flow Rate,- HFR 2 10
Percent Heavy Vehicles 0 0
Percent Grade M 0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 1 7 8 9 I 10 11 12
Lane Config L I LR I
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
19
12
1570
988
0.01
0.01
0.04
0.04
7.3
8.7
A
A
8.7
A
0
' HCS2000: Unsignalized Intersections Release
4.1d
TWO-WAY STOP CONTROL SUMMARY
'Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date.Performed: 9/23 20
Analysis Time Period: 7:30-8:30a 2:30-3:30pm
Intersection: i er Trilby
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: ecent hort long bkgrd total
Project ID: 0474
East/West Street: Trilby Road
North/South Street: Ziegler Road
Intersection Orientation: NS Study period
(hrs):
0.25
Vehicle Volumes and Adjustments"'
Major Street: Approach Northbound Southbound
Movement 1 2 3 4
5
6
L T R L
T
R
' Volume 81 0 6
28
Peak -Hour Factor, PHF 0.85 0.85 0.85
0.85
Flow Rate, HFR 95 0- 7
32
'Hourly
Percent Heavy Vehicles 0
--
Median Type/Storage Undivided /
RT Channelized?
Lanes 1 0 1
1
Configuration TR L
T
Upstream Signal? No
No
Minor Street: Approach Westbound Eastbound.
Movement 7 8 9 10
11
12.
L T R L
T
R
Volume 0 16
Peak Hour Factor, PHF 0.85 0.85
Flow Rate, HFR 0 i 18
'Hourly
Percent Heavy Vehicles 0 0
Percent Grade (%) 0
0
Flared Approach: Exists?/Storage No
'Lanes 0 0
Configuration LR
Delay, Queue Length, and Level of Service
Approach NB SB Westbound
Eastbound
1 4 1 7 8 9 1 10
11
12
'Movement
Lane Config L I LR
v (vph) 7 18
(vph) 1512 967
'C(m)
v/c 0.00 .0.02
95% queue length 0.01 0.06
Control Delay_„_ 7.4 8.8
LOS A A
Approach Delay 8.8
Approach LOS A
11
HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
Intersection: Ziegler/Shal o
Jurisdiction: Fort Collins
Units: U. S. Customary
Analysis Year: recen short long bkgrd total
Project ID: 0474
East/West Street: Shallow Pond
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street:. Approach Northbound Southbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume
51
1
84
65
Peak -Hour Factor, PHF
0.93
0.93
0.85 0.85
Hourly Flow Rate, HFR
54
1
98
76
Percent Heavy Vehicles
--
--
0
-- --
Median Type/Storage
Undivided
/
RT Channelized?
Lanes
1 0
0 1
Configuration
TR
LT
Upstream Signal?
No
No
Minor Street: Approach
Westbound
Eastbound'
Movement"
7
8
9
I 10
11 12
L
T
R
I L
T R
Volume
1
83
Peak Hour Factor, PHF
0.85
0.85
Hourly Flow Rate, HFR
1
97
Percent Heavy Vehicles
0
0
Percent Grade (%)
0
0
Flared Approach: Exists?/Storage
No
Lanes
0
0
Configuration
LR
Delay,.Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 1 7 8 9 10 11 12
Lane Config LT I LR I
v (vph) 98 98
C (m) (vph) 1563 1013
v/c_.. 0.06 0.10
95% queue length 0.20 0.32
Control Delay 7.5 8.9
LOS A A
Approach Delay 8.9
Approach LOS A
tl6
' HCS2000: Unsignalized Intersections Release 4.1d
TWO-WAY STOP CONTROL SUMMARY
'Analyst: Michael
Agency/Co.: Matthew J. Delich, P.E.
Date. Performed:
'Analysis Time Period: 7:30-8:30aml2:30-3:30pm
Intersection: Zieg er alow Pond
Jurisdiction: Fort Collins
Units:. U. S. Customary
.Analysis Year: recen short long bkgrd,total
Project ID:_ 0474
East/West Street: Shallow Pond
North/South Street: Ziegler Road
Intersection Orientation: NS Study period (hrs): 0.25
' Vehicle Volumes and Adjustments
Major Street: Approach Northbound
Movement 1 2 3 1 4
L T R I L
' Volume
Peak -Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type/Storage
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor Street: Approach
Movement
Volume
Peak Hour Factor, PHF
'Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
0.85 0.85
114 0
Undivided
Southbound
5 6
T R
85 33
0.85 0.85
99 38
0 -- --
1 0 0 1
TR LT
No No
Westbound Eastbound
7 8 9 I 10 11 12
L T R I L T R
1
96
0.85
0.85
1
112
0
0
0 0
Flared Approach: Exists?/Storage No
Lanes 0 0
Configuration LR
' Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 1 7 8 9 I 10 11 12
Lane Config LT I LR I
v (vph) 99 113
C(m) (vph) 1488 939
v/c 0.07 0.12
95% queue length 0.21 0.41
'Control Delay 7.6 9.4
LOS A A
Approach Delay 9.4
Approach LOS A
hRT-ad]
-0.7
-0.7
-0.7
hHV-adj
1.7
1.7
1.7
hadj, computed
0.5
-0.2
0.5
0.0
0.5
-0.2
Worksheet
4 - Departure
Headway
and Service
Time_
EastboundWestbound
Northbound
L1
L2
L1
L2
L1
L2
Flow rate
71
198
44,
137
34
112 .
hd, initial value
3.20
3.20
3.20
3.20
3.20
3.20
x, initial
0.06
0.18
0.04
0.12
0.03
0.10
hd, final value
6.37
5.63
6.47
5.97`
6.60
5.88
x, final value
0.13
0.31
0.08
0.23
0.06
0.18
Move -up time, m
2.3
2.3
2.3
Service Time
4.1
3.3
4.2
3.7
4.3
3.6
Worksheet 5 - Capacity and Level of Service
0.5
-0.7
1.7
-0.3
Southbound
L1 L2
114 133
3.20 3.20
0.10 0.12
6.46 5.59
0.20 0.2.1
2.3
4.2 3.3
Eastbound
Westbound
Northbound
Southbound
L1
L2
.L1
L2
L1
L2
L1
L2
Flow Rate
71
198
44
137
34
112
114.
133
Service Time
-4.1
3:3
4.2
3.7
4.3
3.6
4.2
3.3
Utilization, x
0.13
0.31
0.08
0.23
0.06
0.18
0.20
0.21
Dep. headway, hd
6.37
5.63
6.47
5.97
6.60
5.88
6.46
5.59
Capacity
321
448
294
387
284
362
364
383
Delay
9.98
10.83
9.73
10.42
9.74
9.89
10.82
9.73
LOS
A
B
A
B
A.
A
B
A
Approach:
Delay
16.61
10.25
9.85
10.23
LOS
B
B
A
B
Intersection Delay
10.29
Intersection
LOS
B
14
' HCS2000: Unsignalized Intersections Release 4.1d
'Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
' Phones 970-669-2061 Fax:. 970-669-5034
E-Mail: mdelich@frii.com
ALL -WAY STOP CONTROL(AWSC) ANALYSIS
Analyst: ' 2 .Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23/2004
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
'Intersection: Ziegler/Kechter
Jurisdiction: Rort Collins
Units: U. S. Customary
Analysis Year: event short long bkgrd total
'Project ID: 0474
East/West Street: Kechter Road
North/South Street: . Ziegler Road
' Worksheet 2 - Volume Adjustments and Site Characteristics
I Eastbound- I Westbound I Northbound 1 Southbound
' 1 L T R I L T R I L T R I L T R
I I I I
Volume 161 111 58 138 117 90 132 71 34 197 53 61
% Thrus_,Left--Lane
'
Eastbound
L1
L2
Configuration
L
TR
PHF
0.85
0.85
Rate
71
198
'Flow
% Heavy Veh
2
2
No. Lanes
2
-Lanes
2
'Opposing
Conflicting -lanes
2
Geometry group
5
Duration, T 0.25
hrs.
Westbound
Northbound
Southbound
L1 L2
L1
L2
Ll
L2
L T
L
TR
L
TR
0.85 0.85
0.93
0.93
0.85
0.85
44 137
34
112
114
133
2 2
2
2
2
2
2
2
2
2
2
2
2
2
2
.
5
5
5
Worksheet 3 - Saturation Headway Adjustment Worksheet
Eastbound
L1 L2
Flow Rates:
Total in Lane
71
198
Left -Turn ,
71,,-.
0
Right -Turn
0
68
Left -Turns
1.0
0.0
'Prop.
Prop. Right -Turns
0.0
0.3
Prop. Heavy Vehicle0.0
0.0
Geometry Group
5
' Adjustments Exhibit
17-33:
hLT-adj
0.5
Westbound
Northbound
Southbound
L1
L2
L1
L2
L1
L2
44
137
34
112
114
133
44
Op",
34
0
114
0
0
0
0
36
0
71
1.0
0.0
1.0
0.0
1.0
0.0
0.0
0.0
0.0
0.3
0.0
0.5
0.0
0.0
0.0
0.0
0.0
0.0
5
5
5
0.5
0.5
0.5
I3
hRT-adj
-0.7
-0.7
-0.7
-0.7
hHV-adj
1.7
1.7
1.7
1.7
hadj, computed
0.5
-0.1
0.5
0.0
0.5
-0.1
0.5
-0.2
Worksheet
4 - Departure
Headway and
Service
Time
Eastbound
Westbound
Northbound
Southbound
L1
L2
L1
L2
L1
L2
L1
L2
Flow rate
238
157
34
118
47
179
82
112
hd, initial value
3.20
3.20
3.20
3.20
3.20
3.20
3.20
3.20
x, initial
0.21
0.14
0.03
0.10
0.04
0.16
0.07
0.10
hd, final value
6.49
5.82
6.83
6.33
6.86
6.19
6.90
6.13
x, final value
0.43
0.25
0.06
0.21
0.0.9
0..31
0.16
0.19
Move -up time, m
2.3
2.3
2.3
2.3
Service Time
4.2
3.5
4.5
4.0
4.6
3:9
4.6
3.8
Worksheet
5 - Capacity
and Level
of Service
-Eastbound
Westbound
Northbound
Southbound
L1
L2
Ll
L2
Ll
L2
L1
L2
Flow Rate
238
157
34
118
47
179
82
112
Service Time 14.2
3.5
4.5
4.0
4.6
3.9
4.6
3.8
Utilization, x
0.43
0.25
0.06
0.21
0.09
0.31
0.16*
0.19
Dep. headway, hd
6.49
5.82
6.83
6.33
6.86
6.19
6.90
6.13
Capacity .488
407
284
368
297
429
332
362
Delay
13.97
10.49
10.00+
10.68
10.23
11.62
10.89
10.27
LOS
B
B
-B
B
B
B
B
B
Approach:
Delay
12.59
10.53
11.33
10.53
LOS
B
B
B
B
Intersection Delay
11.56
Intersection
LOS
B
!Z
' HCS2000: Unsignalized Intersections Release 4.1d
Michael Delich
Matthew J. Delich, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061 Fax: 970-669-5034
E-Mail: mdelich@frii.com
ALL -WAY STOP CONTROL(AWSC) ANALYSIS
Analyst: 2
'Agency/Co.: Matthew J. Delich, P.E.
Date Performed: 9/23 04
Analysis Time Period: 7:30-8:30am 2:30-3:30pm
'Intersection: ie er echter
Jurisdiction: Fort Collins
Units: U. S. Customary 17
Analysis Year: recen short long bkgrd total'
'Project ID: 0474
East/West Street: Kechter Road
North/South Street: Ziegler Road
Worksheet 2 - Volume Adjustments and Site Characteristics
'
I Eastbound
I
Westbound
I
Northbound I
Southbound I
I L T R
I L
T
R 1 L
T
R I L
T
R I
' I
Volume 1203 102 33
I
101
I
99 140..
I
I
38 1
129
117
36 170
58
% Thrus_Left Lane
Eastbound
Westbound
Northbound.
Southbound
L1
L2
L1
L2
Ll
L2
L1
L2
Configuration L
TR
L
T
L
TR
L
TR
PHF 0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Rate 238
157
34
118
47
179
82
112
'Flow
% Heavy Veh 2
2
2
2
2
2"
2
2
No. Lanes 2
2
2
2
-Lanes 2
2
2
2
'Opposing
Conflicting -lanes 2
2
2
2
Geometry group 5
5
5
5
Duration, T 0.25 hrs.
Worksheet 3 - Saturation Headway Adjustment
Worksheet
Eastbound
Westbound
Northbound
Southbound
L1
L2
L1
L2
Ll
L2
L1
L2
Flow Rates:
Total in Lane 238
157
34
118
47
179
82
112
'
Left -Turn 238
0
34
0
47,
0
82
0
Right -Turn 0
38
0
0
0
42
0
44
Left -Turns 1.0
0.0
1.0
0.0
1.0
0.0
1.0
0.0
'Prop.
Prop. Right -Turns 0.0
0.2
0.0
0.0
0.0
0.2
0.0
0.4
Prop. Heavy Vehicle0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Geometry Group 5
5
5
5
Adjustments Exhibit 17-33:
hLT-adj 0.5
0.5
0.5
0.5
HCS2000: Signalized Intersections Release 4.le
Analyst: `:Michael Inter.: Timberline/Kechter
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date.: 9/23/2004 Jurisd: Fo Collins
Period: 7:30-8:30am :30-3:30 m Year recent hort long bkgrd total
Project ID: 0474
E/W St: Kechter-Willow Springs N/S St: Timberline Road
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound 1
L T R I L T R I L T R I L T R I
I I I I I
No. Lanes i 0 1 0 I 0 1 0 f 1 1 0 1 1 1 0 I
LGConfig I LTR I LTR' I L TR I L TR I
Volume 143 19 15 1178 25 81 110 387 168 1186 464 51 I
Lane Width I 12.0 I 12.0 112.0 12.0 112.0 12.0 I
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 I NB Left P
Thru A I Thru P
Right A 1 Right P
Peds X I Peds X
WB Left A ► SB Left P
Thru A I Thru P
Right A 1 Right P
Peds X I Peds X
NB Right I EB Right
SB Right I WB Right
Green 20.0 40.0
Yellow 3.0 3.0
All Red 2.0 2.0
Cycle Length: 70.0 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
LTR 389 1362 0.23 0.29 19.4 B 19.4 B
Westbound
LTR 389 1361 0.86 0.29 40.6 D 40.6 D
Northbound
L 345 589 0.03 0.59 6.3 A
TR 1016 1778 0.64 0.57 13.3 B 13.2 B
Southbound
L 310 529 0.71 0.59 23.0 C
TR 1049 1835 0.58 0.57 11.9 B 14.9 B
Intersection Delay = 19.0 (sec/veh) Intersection LOS = B
10
' HCS2000: Signalized Intersections Release 4.le
Analyst: Michael Inter.: Timberline/Kechter
Agency: Matthew J. Delich, P.E. Area Type: All other areas
Date: 9 3 2 Jurisd: Fort Collins
Period: 7:30-8:30am 2:30-3:30pm Year recent short long bkgrd total
Project ID: 0 74
' E/W St: Kechter-Willow Springs N/S St: Timberline Road
SIGNALIZED INTERSECTION SUMMARY
I Eastbound I Westbound I Northbound I Southbound 1
I L T R I L T R I L T R I L T R 1
I I I I I
No. Lanes i 0 1 0 I 0 1 0 1 1 1 0 1 1 1 0
'LGConfig ::1 LTR 1 LTR I L .TR I L TR 1
Volume ,173 33 25 1123 11 129 16 '534 249 1149 342 20 1
Lane Width 1 12.0 1 12.0 112.0 12.0 112.0 12.0 1
'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 1 NB Left P
Thru A I Thru P
' Right A I Right P
Peds X 1 Peds X
WB Left A 1 SB Left P
Thru A 1 Thru P
Right A 1 Right P
Peds X I Peds X
NB Right 1 EB Right
'SB Right 1 WB Right
Green 18.0 42.0
Yellow 3.0 3.0
All Red 2.0 2.0
' Cycle Length: 70.0 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
LTR 312
1212
0.47
0.26
23.1
C
23.1
C
' Westbound
LTR 356
1386
0.87
0.26
45.1
D
45.1
D
'Northbound
L 524
853
0.01
0.61
5.3
A
TR 1064
1774
0.77
0.60
15.6
B
15.6
B
' Southbound
L 227
370
0.77
0.61
31.9
C
TR 1108
1847
0,38
0.60
8.3
A
15.2
B
Intersection
Delay
= 20.9
(sec/veh)
Intersection
LOS = C
I
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APPENDIX B
Ivi
Chapter4 — Attachments
Attachment A
Transportation Impact Study
Base Assumptions
Project information
Project Name K 5'
CO (z 6' <3 t,
Project Location NWa AD P AAJ
r L E L
TLS Assumptions
Type of Study
Full ,5
./
In te' N 0
Study Area Boundaries
North- K TE9—
South:
East: IEGf G'1�
west: TT G ruFr"
Study Years
Short Range: Zao 7
Long a o z 5�
Future Traffic Growth Rate
Pae�FQA T PR
Study Intersections
1.All access dri5.'Lt:o6'7.
Time Period for Study
AM 7:00-9:
PM: 4: : 0
§O.NOOn:
Trip Generation Rates
Pc it Z T45
Trip Adjustment Factors
Passby: A.1
Captive
Market: 1,11A
Overall Trip Distribution
-r MOMIVICO,
F
Mode Split Assumptions
9oS5e4,,Q .P6�e PSb
Committed Roadway Improvements
Other Traffic Studies
t AG G' a. S.
Areas Requiring Special Study
Date:
Aucosr 12, zooco
Traffic Engineer: �' l` i C t®r
Local Entity Engineer c:�:
Larirrrer Coed by L dmeer County. CityStreet dofdLove� City of Fort and tCCoeina nacted October 7. zooz rage 4,00
Z
No Text
intersection, analyzed as a roundabout, will require a multi -lane
roundabout or right -turn bypass lanes on some legs. The
Ziegler/Kechter intersection, analyzed as a roundabout, will
operate below the capacity of a single -lane roundabout.
- The determination of the type of control at the Ziegler/Kechter,
Ziegler/Trilby, and Timberline/Kechter-Willow Springs
intersections will be made by the City of Fort Collins.
Acceptable level of service is achieved for pedestrian, bicycle,
and transit modes based upon the measures in the multi -modal
transportation guidelines.
26
IV. CONCLUSIONS
' This study assessed the impacts of the Kinard Junior High School
development on the short range and long range street system in the
vicinity of the proposed development. As a result of this analysis, the
following is concluded:
The development of the Kinard Junior High School is feasible from
' a traffic engineering standpoint. At full development, the Kinard
Junior High School will generate approximately 1215 daily trip
ends, 398 morning peak hour trip ends, and 225 afternoon peak hour
trip ends.
Current operation at the key intersections is acceptable.
- Using the long range (2025) background traffic forecasts, a peak
hour signal warrant will be on the threshold of being met in the
morning peak hour at the Ziegler/Kechter intersection. Using the
' long range (2025) total traffic forecasts, a peak hour signal
warrant will be met in the morning peak hour at the
Ziegler/Kechter intersection.
- Using the short range (2007) background traffic forecasts, all key
intersections will operate acceptably with the recommended control
and geometry. The key intersections, analyzed as roundabouts,
' will operate below the capacity of a single -lane roundabout.
Using the long range (2025) background traffic forecasts, all key
intersections will operate acceptably with the recommended control
' and geometry. The Timberline/Kechter-Willow Springs
intersection, analyzed as a roundabout, will require a multi -lane
roundabout or right -turn bypass lanes on some legs. The
' Ziegler/Kechter intersection, analyzed as a roundabout, will
operate below the capacity of a single -lane roundabout.
In the short range (2007) future, given development of the Kinard
' Junior High School and an increase in background traffic, the key
intersections will operate acceptably with the recommended control
and geometry. The short range geometry, with signal or stop sign
' control, is shown in Figure 11. The key intersections, analyzed
as roundabouts, will operate below the capacity of a single -lane
roundabout, except for the Timberline/Kechter-Willow Springs
' intersection during the morning peak hour. This intersection
would require a multi -lane roundabout or a northbound right -turn
bypass lane. Since the key intersections will operate acceptably,
' it is not necessary that Trilby Road be connected to the west of
the site in the short range future.
- In the long range (2025) future, given development of the Kinard
' Junior High School, the key intersections will operate acceptably
during the peak hours with the recommended control and geometry.
The long range geometry, with signal or stop sign control, is
shown in Figure 12. The Timberline/Kechter-Willow Springs
25
destinations within a mile of the Kinard Junior High School. These
/are: 1) the residential areas southwest of the site (miscellaneous
' existing/proposed areas east and west of Timberline Road), 2) the
residential areas northwest of the site (miscellaneous
existing/proposed areas east and west of Timberline Road), 3) the
residential areas north of Kechter Road (Harvest Park, Sage Creek,
etc.), 4) the residential areas northeast of the site (Willow Brook,
Brookfield), and 5) the residential areas east of the site (Fossil
Lake). This site is in an area type termed "school walking area."
The level of service determination assumes that future residential
developments (namely, Fossil Lake Village, Willow Brook, City of Fort
Collins Parks) will build their streets and adjacent streets in
' accordance with Fort Collins Standards. This being the case,
pedestrian facilities will exist where they currently do not. This is
a reasonable assumption. If this does not occur or is not accepted by
the City, then acceptable pedestrian level of service cannot be
' achieved. The Pedestrian LOS Worksheet is provided in Appendix I.
The minimum level of service for "school walking area" is B for all
categories, except for the visual interest & amenities category where
it is LOS C. Many of the streets in this area either do not have
sidewalks or are under construction. Therefore, the actual level of
service for standard is not addressed. Clearly, for most standards
the minimum level of service cannot be met with the current street
cross section. Actual level of services standards are, more
appropriately, addressed in the established areas of Fort Collins,
1 rather than on the fringes of the City. With the assumed future
pedestrian facilities along future streets, the pedestrian level of
service will be acceptable.
Bicycle Level of Service
' A bicycle influence area map is provided in Appendix I. Based
upon Fort Collins bicycle LOS criteria, there is one destination area
within 1320 feet of the Kinard Junior High School. This is the future
' city park to the north. The park `::rll be adjacent to the FCSS:.l Ridye
High School. There are bike lanes on Ziegler Road and Kechter Road in
this area. A bicycle LOS worksheet is provided in Appendix I.
Transit Level of Service
' Currently, there is no transit service in the area. The Fort
Collins Future Transit System Map shows feeder transit service within
1320 feet of this school on Ziegler Road. The Poudre School District
' provides school bus service for those students who live beyond the
school walk area. A transit level of service worksheet is provided in
Appendix I. When feeder route service is provided by the City for 16+
' hours per weekday, then acceptable level of service D will be
achieved.
1
24
1
Willow
Springs
N
C
e - Denotes Lane
Shallow Pond
LONG RANGE (2025) GEOMETRY
Kechter
Trilby
Figure 12
23
TABLE 6
Long Range (2025) Total Morning and
School Afternoon Peak Hour Operation
WIR School PM
TimbertinetKechter-Willow Springs
(signal)
EB LT/T/RT
D
C
WB LTrT
D
D
WB RT
B
B
WB APPROACH
C
C
NB LT
A
A
NB
D
B
NB RT
A
A
NB APPROACH
D
B
SB LT
C
A
SB T/RT
8
B
SB APPROACH
B
B
OVERALL
C
B
Timberline/Kechter-Willow Springs
(roundabout)
bdu
-�X
EB
0.3910.53
0.31/0.43
WB
1.6312.26
0.79/1.01
N8
2.00/2.45
1-05/1.28
SB
1.26/1.54
1-63/1.99
Ziegler/Kechter
(signal)
EB LT
B
A
EBT
B
8
EB RT
8
B
EB APPROACH
B
B
W8 LT
A
A
WB T
B
B
WB RT
B
B
WB APPROACH
B
B
NB LT
C
C
N13 T/RT
C
C
NB APPROACH
C
C
SB LT
C
C
SB T/RT
C
C
SB APPROACH
C
C
OVERALL
C
C
Ziegler/Kechter
(roundabout)
EB
0.60/074
0.37/0.45
1 v.vIB
U-D//U-I/
U.aulu."
NB
062/0.77
0.34/0.41
SB
0.46/0.56
0.4610.56
Ziegler/Shallow Pond
(stop sign)
EB LTrr/RT
C
C
WB LTfT/RT
B
B
N8 LT
A
A
SB LT
A
A
Ziegler/Trilby
(stop sign)
EB LT
B
B
EB T/RT
A
A
EB APPROACH
B
B
WB LTIT/RT
B
B
NB LT
A
A
SB LT
A
A
ZieglerfTrilby
(roundabout)
EB
0.21/0.26
0-15/0.18
WB
006/0.07
0.0210-02
NB
0.09/012
0-04/0.05
SB
0.26/0.31
0.21/0-25
Trilby/Site Access
(stop sign)
SB LT/RT
B
B
EB LT
A
A
22
wi
Spr
f- - Denotes Lane
SHORT RANGE (2007) GEOMETRY
N
:chter
A
Figure 11
21
TABLE
Short Range (2007) Total Morning and
School Afternoon Peak Hour Operation
P�
TimberlineXechter-Willow Springs
(signal)
EB LTrr/RT
D
C
WB LTrr
D
D
WB RT
C
B
WB APPROACH
C
D
NB LT
A
A
NB
6
B
NB RT
A
A
NB APPROACH
B
B
SB LT
B
B
SB T/RT
B
C
SIB APPROACH
B
B
OVERALL
B
C
TimberfineXechter-Willow Springs
(roundabout)
EB
0-23/0.30
0.1610.21
WB
0.6210.78
0.50/0.62
NB
0.93/1.14
0.71/0.86
SB
0-64/0.78
0.84/1.02
Ziegler/Kechter
(alt-way stop)
EB LT
C
B
EB T
B
B
EB RT
A
A
EB APPROACH
C
B
WB LT
B
B
WB T
C
B
WB RT
A
B
WB APPROACH
C
8
NB LT
C
B
NB T/RT
D
B
NB APPROACH
C
SB LT
B
SB TIRT
C
B
SB APPROACH
C
B
OVERALL
C
B
Ziegler[Kechter
(roundabout)
B
0.56/ 0.68
033/0.41
WB1
NB
0.57/0.70
0-3210.40
SB
0.36/0.44
0.31/0.38
Ziegler/Shallow Pond
(stop sign)
EB LTIT/RT
D
C
WB LTIT/RT
B
B
NB LT
A
A
SB LT
A
A
Zieglerfrrilby
(stop sign)
EB LT
a
B
EB T/RT
B
A
EB APPROACH
B
B
WB LTrr/RT
B
A
NS LT
A
A
SB LT
A
A
Ziegler/Trilby
(roundabout)
EB
016/0.19
0.11/0.13
WB
0.0310.04
0.0110.02
NB
0.10/0.12
0.04/005
SB
0-21/0.25
0.14/0.17
Trilby/Site Access
(stop sign)
SIB LT/RT
A
A
EB LT
A
A
tic
TABLE 4
Long Range (2025) Background Morning and
School Afternoon Peak Hour Operation
Lev
POO
NB LT
A
A
NB APPROACH
D
B
NB LT
C
C
NB APPROACH
C
C
(stop sign)
NB LT
A
A
NB LT
A
A
19
signal or stop sign control will operate acceptably during the morning
and school afternoon peak hours. The key intersections, analyzed as
roundabouts, will operate below the capacity of a single -lane
roundabout.
Using the traffic volumes shown in Figure 6, the key intersections
operate in the long range (2025) background condition as indicated in
Table 4. Calculation forms for these analyses are provided in Appendix
F. The key intersections with conventional signal or stop sign control
will operate acceptably during the peak hours. The Timberline/Kechter-
' Willow Springs intersection, analyzed as a roundabout, will require a
multi -lane roundabout or right -turn bypass lanes on some legs. The
Ziegler/Kechter and Ziegler/Trilby intersections, analyzed as a
' roundabouts, will operate below the capacity of a single -lane
roundabout.
Using the traffic volumes shown in Figure 9 and the recommended
' geometrics, the key intersections operate in the short range (2007)
total condition as indicated in Table 5. Calculation forms for these
analyses are provided in Appendix G. The key intersections with
' conventional signal or stop sign control will operate acceptably.
Since the key intersections will operate acceptably, it is not
necessary that Trilby Road be connected to the west of the site in the
' short range future. The short range geometry, with signal or stop
sign control, is shown in Figure 11. The key intersections, analyzed
as roundabouts, will operate below the capacity of a single -lane
roundabout, except for the Timberline/Kechter-Willow Springs
' intersection during the morning peak hour. This intersection would
required a multi -lane roundabout or a northbound right -turn bypass
lane. The determination of stop sign control or roundabout control at
' the Ziegler/Kechter and Ziegler/Trilby intersections, and signal or
roundabout control at the Timberline/Kechter-Willow Springs
intersection will be made by the City of Fort Collins.
Using the traffic volumes shown in Figure 10, the key
intersections operate in the long range (2025) total condition as
indicated in Table 6. Calculation forms for these inAlvRt-q ara
provided in Appendix H. The key intersections with conventional signal
or stop sign control will operate acceptably. The long range geometry,
with signal or stop sign control, is shown in Figure 12. The
Timberline/Kechter-Willow Springs intersection, analyzed as a
roundabout, will require a multi -lane roundabout or right -turn .bypass
lanes on some legs. The Ziegler/Kechter and Ziegler/Trilby
intersections, analyzed as roundabouts, will operate below the
capacity of a single -lane roundabout. The determination of signal or
roundabout control at the Timberline/Kechter-Willow Springs and
Ziegler/Kechter intersections, and stop sign control or roundabout
control at the Ziegler/Trilby intersection will be made by the City of
Fort Collins.
■ Pedestrian Level of Service
' Appendix I shows a map of the area that is within 1.5 miles of
the Kinard Junior High School. There will be five pedestrian
18
TABLE 3
Short Range (2007) Background Morning and
School Afternoon Peak Hour Operation
NB LT
A
A
NB APPROACH
B
B
NB LT
B
B
NB APPROACH
B
B
(roundabout)
NB
0.09/0.10
0.04/005
17
m
o
L
E
CA (n
�_ (fl
tD 0 to
to
f-
260J175
0 0
N N
f 10/25
235/280
Willow Springs 75/45
I I
35/20
25J15
co
Nto
O
(p M
pi
m
N
v rn cOn
r � r
`r
180/130
o N
'I I4
f 190/170
50/50
1 Kechter
250/85
180/160 —
to LO Ul)
145/115
to
LO o
r M
U)
O N O
o co
125/95
I� M CO
�— NOM
20/15
Shallow Pond
20/15
NOM -i
LO U') 0
(P. 5/5
m
in N in
`-
Lo
M
�— 7:30-8:30am/2:30-3:30pm
Rounded to Nearest
5 Vehicles
LONG RANGE (2025) TOTAL
PEAK HOUR TRAFFIC
M
N LO LO
LO N
rn o o 30/10
IN M f_ 25/10
NOM
255/170 1 t Trilby
15/10 0 0 g
5/10 , ) „L O
00 z
Figure 10
16
N
m
E
IV
Un o
O) M
�' � i
� 210/130
o 0
_ _
(0o `-
� 1551120
IN MIN
—10/25
205/230
`4r CM
� � �
— 160/150
40/45
�
Willow 75/45
Springs
f
215/65
1 + Kechter
35/20
I I
O o LO
150/140
I I
Ul) CD 0
0
25/15
, *ItC*4
O N
130/105
o
7 �O LO
LD M
N
Shallow Pond
N.
m
N
COP
N 51M5
O
NpM
NpM
�— 7:30-8:30am/2:30-3:30pm
Rounded to Nearest
5 Vehicles
SHORT RANGE (2007) TOTAL
PEAK HOUR TRAFFIC
O
o v oo 145/110
`I° N e— NOM
NOM
0/5 --Y( t )
NOM I of I
NOM O O
0
O 0 N
0 0 0 20/10
N M f 10/5
NOM
170/115 � 1 t r Trilby
1015 — I U"
NOM Z o Z
0
Figure 9
15
Willow
Springs
m
aD
E
F-
N
36/24
18/12
N
N
f- 7:30-8:30am/2:30-3:30pm
Shallow Pond
W
(D
0)
m
a
a
rnI
+ 0 — 22/11
66/32 � �i ` � Kechter
I(0 v N
M N
I
,I* CO
LO CO r
m
co
CO
V �
1/2 t
NOM o
O
Za
LO
M
00
a
00
—11 /5
152/100
9/6 —�
NOM
Z
Trilby
LONG RANGE (2025) SITE Figure 8
GENERATED PEAK HOUR TRAFFIC
14
■
■
N
■ m
(D
F- 04
0 N
L 45/30 I�
' X-27/18 1 11/6
Willow 87/42 ` Kechter
I r ■ Springs
C.p co o co
,. cj N O
C)
' 04
'-T Nllr
I
' Shallow Pond
1/2 f
NOM N
O
m Z o
70
M
N �
N m
O
N
LO
2�AI�OQ � 11/5
' 170/112 Trilby
9/6
NOM Z
■ +— 7:30-8:30am/2:30-3:30pm
■
1 SHORT RANGE (2007) SITE Figure 7
' GENERATED PEAK HOUR TRAFFIC
13
0
v
c+) a
C14Jo 0CV)_1 (
f 1
Willow 75/45
Springs
35/20 —
25/15
W^
Y
E
H
225/150
-e-10/25
215/270
0 0 (n
oo t�
,O m
N a0
(0 N
f- 7:30-8:30am/2:30-3:30pm
Rounded to Nearest
5 Vehicles
N
L
W
N
ov CD
v M
180/130
o �' N
I� I�
190/170
25/40
250/85
Kechter
180/160 —
0 0 0
N
80/85
C)
0
O N
N
O_ o
CO
125195
`- m
f- NOM
20/15
Shallow Pond
20/10
NOM —
u') m 0
o
5/5
'n
rn
LONG RANGE (2025) BACKGROUND
PEAK HOUR TRAFFIC
LO
uO cn
� N � 30/10
o C)
.- o 0
Ir °'--15/5
NOM
100/70 1 t r Trilby
5/5 — o C) 2
5/10 c Z
Figure 6
12
N
C
'`
L-
m
N
m
E
0)
m
N
u') Ln
m 0
o
F—
165/100
0
`(D CO
155/120
0 cD 00
N °I'
+ �
f-10/25
175/210
0 0 0
IT^ CD
� �
160/150
30/40
�
�J
�
Willow 75/45
Springs
1 (
215/65
1 * r Kechter
35120
I I I
0 0 U
150/140 —a
I I
u') 0 tn
25/15
v °'
O O
40/60
to o 0
(D cD v
to rn
to N
O
O m
O O
�*
145/110
�NOM
Shallow Pond
Ln g
0
o Z
N
O O
c°
20/10
)or—NOM
Trilby
7:30-8:30am/2:30-3:30pm
Ln g
O
z
Rounded to Nearest
5 Vehicles
SHORT RANGE (2007) BACKGROUND
PEAK HOUR TRAFFIC
Figure 5
11
Background Traffic Projections
Figures 5 and 6 show the respective short range (2007) and long
' range (2025) background traffic projections. Background traffic
projections for the short range and long range future horizons were
obtained by reviewing the NFRRTP and various traffic studies prepared
for this area of Fort Collins.
Trip Assignment
Trip assignment is how the generated and distributed trips are
expected to be loaded on the street system. The assigned trips are the
resultant of the trip distribution process. Figures 7 and 8 show the
respective short range (2007) and long range (2025) site generated
morning and school afternoon peak hour traffic assignment. Figure 9
shows the total (site plus background) short range (2007) morning and
school afternoon peak hour traffic at the key intersections. Figure 10
shows the total long range (2025) morning and school afternoon peak hour
traffic at the key intersections.
Signal Warrants
As a matter of policy, traffic signals are not installed at any
location unless warrants are met according to the Manual on Uniform
Traffic Control Devices. It should be noted that the normal afternoon
peak hour was not analyzed. From experience, if the morning peak hour
signal warrant is met, it will likely be met in the afternoon peak hour
as well. Using the long range (2025) background traffic forecasts, a
peak hour signal warrant will be on the threshold of being met in the
morning peak hour at the Ziegler/Kechter intersection. Using the long
range (2025) total traffic forecasts, a peak hour signal warrant will be
met in the morning peak hour at the Ziegler/Kechter intersection. The
peak hour signal warrant analyses are provided in Appendix D.
M Operation Analysis
Capacity analyses were performed at the key intersections. The
operations analyses were conducted for the short range analysis,
reflecting a year 2007 condition. The long range analysis reflects a
' year 2025 condition. Both conventional signal or stop sign control and
roundabouts were analyzed at selected intersections. Roundabout
intersections were analyzed as single -lane approaches. The analysis
' technique indicates "percent of capacity" for each approach leg of the
roundabout. Approach legs with "percent of capacity" of greater than
100 percent indicates that a multi -lane roundabout or a bypass lane is
needed.
Using the traffic volumes shown in Figure 5, the key
intersections
operate
in
the short range (2007) background condition
as indicated
in Table
3.
Calculation forms for these analyses are
provided in
Appendix
E.
The key intersections with conventional
10
CD
m
Wi.
Spr
TRIP DISTRIBUTION
short range
i
long range
N
iter
o10
)y
Figure 4
E
Shallow Pond
SCALE: 1 "=100'
SITE PLAN
6
N
Figure 3
III. PROPOSED DEVELOPMENT
The Kinard Junior High School is a school development, located in
the northwest quadrant of the Ziegler/Trilby intersection in Fort
Collins. Figure 3 shows a site plan of the Kinard Junior High School.
The short range analysis (Year 2007) includes development of the Kinard
Junior High School and an appropriate increase in background traffic,
due to other potential development in the area. The long range analysis
year is considered to be 2025.
The site plan shows two accesses to Kinard Junior High School.
The north access to Shallow Pond Drive will serve a faculty parking lot
and school bus drop-off/pick-up. The primary public access will be from
future Trilby Road. In the short range future, Trilby Road will be
built west of Ziegler Road to the school access. This access will be
located as far west of Ziegler Road as is practical. Parent drop-off
and pick-up will primarily occur in the parking area serving this
access.
Trip Generation
Trip generation is important in considering the impact of a
development such as this upon the existing and proposed street system. A
compilation of trip generation information contained in Trip Generation,
71° Edition, ITE was used to estimate trips that would be generated by
the Kinard Junior High School. Table 2 shows the expected trip
generation on a daily, morning peak hour, and school afternoon peak hour
basis.
TABLE 2
Trip Generation
�-,,"
�.
�
��5�
r
p� Wi
522
Junior High School
750
1.62 1 1215
0.29 1 218
0.24 180
0.14 105
0.16 120
students
Trip Distribution
Directional distribution
the Kinard Junior High School
demographics provided by the
may moderate slightly based
service area. Figure 4 shows
(2007) and long range (2025)
process.
of the generated trips was determined for
based upon the service area and student
Poudre School District. The distribution
upon how development occurs within the
the trip distribution for the short range
futures used in the traffic assignment
7
4500 feet east of Ziegler Road. When Kechter Road is improved to its
two-lane arterial cross section, it will have the required 8 foot bike
lanes on each side of the street.
Transit Facilities
Currently, there is no transit service in this area of Fort
Collins.
TABLE I
Current Morning and School Afternoon Peak Hour Operation
spg
"i, "E�
N,
- NNW-
TimberlineXechter-Willow Springs
(signal)
EB LT/T/RT
C
B
WB LTIT/RT
D
D
NB LT
A
A
NB T/RT
B
B
NB APPROACH
B
B
SB LT
C
C
SB T/RT
A
B
SB APPROACH
B
B
OVERALL
C
B
Ziegler/Kechter
(all -way stop)
NB LT
B
A
NB T/RT
B
B
NB APPROACH
B
B
SB LT
B
A
SB T/RT
B
B
SB APPROACH
B
B
EB LT
B
A
EB T/RT
B
A
EB APPROACH
B
A
\AfB LT
B
B
\IVB T
B
A
WB RT
B
A
WB APPROACH
B
B
OVERALL
B
B
Ziegler/Shallow Pond
(stop sign)
WB LT/RT
A
A
SB LT
A
A
Ziegler/Trilby
(stop sign)
WB LT/RT
A
A
SB LT
A
A
6
E
v co
v co `
CD v v `-129/81
IN M f-11 /25
J 123/178
Willow 73/43 f
Springs I I I
33119 —
25/15 M f
M 7
� N
�— 7:30-8:30am/2:30-3:30pm
RECENT PEAK HOUR TRAFFIC
rA
L
N
99/90
00 co
I``' "' o� 101/117
J 1 29/38
203/61 ,/
I Kechter
102/111 C14 It
33/58 o ti
� T M
r
(D R
co °0° 96/83
1 � � 1/1
Shallow Pond
T T
O
CD
0)
00
N C° 16/9
1 � � 0/2
tr Trilby
co o
v
0
co
Figure 2
9
Existing Traffic
' Recent morning and school (dismissal time) afternoon peak hour
traffic at the key intersections is shown in Figure 2. Raw traffic
count data is provided in Appendix B. Morning and school afternoon peak
hour traffic data at the key intersections was collected in September
' 2004.
Existing Operation
The counted intersections were evaluated using techniques provided
' in the 2000 Highway Capacity Manual. Using the morning and school
afternoon peak hour traffic shown in Figure 2, the peak hour operation
is shown in Table 1. Calculation forms are provided in Appendix C. 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 C. The Kinard Junior High School site is in an
' area termed "other." In this area, acceptable overall operation at
signalized intersections during the peak hours is defined as level of
service D or better. At unsignalized intersections, acceptable
' operation is considered to be at level of service E for any approach leg
for an arterial/collector-local intersection and level of service C for
any approach leg for a collector/collector-local intersection. The key
' intersections operate acceptably during both the morning and school
afternoon peak hours.
Pedestrian Facilities
Pedestrian facilities generally exist along developed parcels of
' land. Pedestrian facilities exist along the west side of Ziegler Road
for approximately 700 feet north of the Ziegler/Kechter intersection,
and along the east side of Ziegler Road from Kechter Road to Rock
' Creek Drive. Pedestrian facilities exist along the east side of
Ziegler Road approximately 1000 feet south of the Ziegler/Kechter
intersection. There are no pedestrian facilities along the west side
' of Ziegler Road south of the Ziegler/Kechter intersection. Pedestrian
facilities currently exist along both sides of Kechter Road east of
the Ziegler/Kechter intersection and along the north side of Kechter
Road for approximately 2800 feet west of the Ziegler/Kechter
' intersection. There are no pedestrian facilities along the south side
of Kechter Road. It is expected that as properties in this area are
developed, sidewalks will be installed as part of the street
infrastructure.
' Bicycle Facilities
There are bicycle facilities along Timberline Road and Ziegler
' Road. There are bicycle facilities along Kechter Road for
approximately 2800 feet west of Ziegler Road, and for approximately
N
Lim,
Elem. Son.
Kruse
Elan. Son.
Harmony
Traul
Elem. Sch. Preston
Jr. H.S.
i
L
(D
m
iV Fossil
Ridge H.S.
Kechter Zach
N Elem. Sch.
C
E
H
Robert Bacon
Elem. Sch.
Mirlard Jr. T T riiby 1
Shallow
High School Pond
Trilby
SITE LOCATION
SCALE: 1'=2000'
Figure 1
3
II. EXISTING CONDITIONS
The location of the Kinard Junior High School is shown in Figure
1. It is important that a thorough understanding of the existing
conditions be presented.
1
Land Use
Land uses in the area are primarily residential. Residential
units (Fossil Lake Village) are under construction to the east of the
site. The Splitgerber residential development has been approved
adjacent to this site to the north. A residential neighborhood (Sage
Creek and Harvest Park) is under development to the north, across
Kechter Road. The Willow Brook residential neighborhood is under
development to the northeast of the site. Land adjacent to the site is
flat (<2% grade) from a traffic operations perspective. The center of
Fort Collins lies to the northwest of the proposed Kinard Junior High
School.
Roads
Ziegler Road is east of the Kinard Junior High School site. It
is a north -south street designated as a two-lane arterial north of
Kechter Road and a collector street south of the Kechter Road on the
Fort Collins Master Street Plan. The Ziegler/Kechter intersection has
all -way stop sign control. The existing speed limit on Ziegler Road
is 40 mph.
Kechter Road is to the north of the proposed Kinard Junior High
School. It is a east -west street designated as a two-lane arterial on
the Fort Collins Master Street Plan. Currently, Kechter Road has a two-
lane cross section. The existing speed limit on Kechter Road is 40
mph,
Timberline Road is approximately one mile west of the Kinard
Junior High School site. It is a north -south street designated as a
four -lane arterial north of Trilby Road on the Fort Collins Master
Street Plan. Currently, Timberline Road has a two-lane cross section
near the Timberline/Kechter-Willow Springs intersection. The
Timberline/Kechter-Willow Springs intersection has signal control. The
existing speed limit on Timberline Road is 40 mph.
Trilby Road is to the south (future adjacent) of the proposed
Kinard Junior High School. It is a east -west street designated as a
collector street east of Timberline Road on the Fort Collins Master
Street Plan. Currently, Trilby Road has a two-lane cross section where
it has been built. Trilby Road also currently terminates approximately
0.5 miles southwest of the Kinard Junior High School site. Trilby Road
begins again to the east of Ziegler Road. The Ziegler/Trilby
intersection has stop sign control on Trilby Road.
2
I. INTRODUCTION
This transportation impact study addresses the capacity,
geometric, and control requirements at and near the proposed development
of the Kinard Junior High School. The proposed Kinard Junior High
School is located in the northwest quadrant of the Ziegler/Trilby
intersection in Fort Collins, Colorado.
During the course of the analysis, numerous contacts were made
with the project planning consultant (RB & B), the Poudre School
District - Support Services, and the Fort Collins Traffic Engineering
Staff. This study generally conforms to the format set forth in the
Fort Collins transportation impact study guidelines. Appendix A contains
the Transportation Impact Study Base Assumptions form and related
attachments for the Kinard Junior High School. The study involved the
following steps:
- Collect physical, traffic, and development data;
- Perform trip generation, trip distribution, and trip assignment;
- Determine peak hour traffic volumes;
- Conduct capacity and operational level of service analyses on key
intersections;
- Analyze signal warrants;
- Conduct level of service evaluation of pedestrian, bicycle, and
transit modes of transportation.
1
LIST OF FIGURES
Figure
Page
1.
Site
Location ........................................
3
2.
Recent
Peak
Hour Traffic .............................
5
3.
Site
Plan ............................................
8
4.
Trip
Distribution
....................................
9
5.
Short
Range
(2007)
Background Peak Hour Traffic ......
11
6.
Long
Range
(2025)
Background Peak Hour Traffic .......
12
7.
Short
Range
(2007)
Site Generated Peak Hour Traffic ..
13
8.
Long
Range
(2025)
Site Generated Peak Hour Traffic ...
14
9.
Short
Range
(2007)
Total Peak Hour Traffic ...........
15
10.
Long
Range
(2025)
Total Peak Hour Traffic ............
16
11.
Short
Range
(2007)
Geometry ..........................
21
12.
Long
Range
(2025)
Geometry ...........................
23
APPENDIX
A Base Assumptions Form
B Recent Morning and School Afternoon Peak Hour Traffic
C Current Morning and School Afternoon Peak Hour Operation/Level of
Service Descriptions/Fort Collins LOS Standards
D Signal Warrant Analysis
E Short Range Background Traffic Operation
F Long Range Background Traffic Operation
G Short Range Total Traffic Operation
H Long Range Total Traffic Operation
I Pedestrian/Bicycle/Transit Level of Service Worksheets
TABLE OF CONTENTS
Page
I. Introduction ......................................... 1
II. Existing Conditions .................................. 2
LandUse ............................................. 2
Roads................................................ 2
Existing Traffic ..................................... 4
Existing Operation ................................... 4
Pedestrian Facilities ................................ 4
Bicycle Facilities ................................... 4
Transit Facilities ................................... 6
III. Proposed Development ................................. 7
Trip Generation ...................................... 7
Trip Distribution .................................... 7
Background Traffic Projections ....................... 10
Trip Assignment ...................................... 10
Signal Warrants ...................................... 10
Operation Analysis ................................... 10
Pedestrian Level of Service .......................... 18
Bicycle Level of Service .............................24
Transit Level of Service .............................24
IV. Conclusions..........................................25
LIST OF TABLES
Table
Page
1.
Current Peak
Hour
Operation ..........
:.............
6
2.
Trip Generation
......................................
7
3.
Short Range
(2007)
Background
Peak Hour Operation ....
17
4.
Long Range
(2025)
Background
Peak Hour Operation .....
19
5.
Short Range
(2007)
Total Peak
Hour Operation .........20
6.
Long Range
(2025)
Total Peak
Hour Operation ..........22
KINARD JUNIOR HIGH SCHOOL
TRANSPORTATION IMPACT STUDY
FORT COLLINS, COLORADO
OCTOBER 2004
Prepared for:
Poudre School District
2407 LaPorte Avenue
Fort Collins, CO 80521
Prepared by:
MATTHEW J. DELICH, P.E.
2272 Glen Haven Drive
Loveland, CO 80538
Phone: 970-669-2061
FAX 970-669-5034
PPpO REG�sT
oo�`;rEW J. pFGF9�