HomeMy WebLinkAboutHARMONY TECH. PARK 3RD FILING, CUSTOM BLENDING - PDP - 01-08 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYMultimodal Transportation Level of .Service Manual p. 20
LOS Standards for Development Review - Bicycle
Figure 7. Bicycle LOS Worksheet
level of service - connectivity
miionann actual proposed
Vase connectivity: A 6
specific connections to priority sites:
description of applicable
destination area within 1,320'
Including address
F
[21
L1
destination area
classification
(see text)
/'�' City of Port Collins Transportation Master Plan ' ' "
Multimodal Transportation Level of Service Manual
LOS Standards for Development Review • Pedesirinn
Figure 6. Pedestrian LOS Worksheet
project location classification: 0T'14c2 (enter as many as apply)
0
W ID
I3
C
description of applicable
destination area within 1,3201
Including address
�st?vAtoey U� t,c �c �
Ali&rGt�6oEr{ae�
destination area
destination area
level of service (ininintum based on project locatloo classification)
classification
(see text.)
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proposed
A
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proposed
mhdlman
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proposed
miolomm
proposed
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City of Fort Collins Transportation Master Plan
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SCALE: 1 "=2000'
PEDESTRIAN INFLUENCE AREA
3Z
APPENDIX F
3l
7: Rock Creek & Technology HCM Unsignalized Intersection Capacity Analysis =
Short Total PM 1/28/2008
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
Ito
Y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
1
91
76
0
0
4
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
1
107
89
0
0
5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
89
199
89
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
89
199
89
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
100
100
cM capacity (veh/h)
1506
789
969
Direction, Lane #
EB 1
WB 1
SB 1
Volume Total
108
89
5
Volume Left
1
0
0
Volume Right
0
0
5
cSH
1506
1700
969
Volume to Capacity
0.00
0.05
0.00
Queue Length 95th (ft)
0
0
0
Control Delay (s)
0.1
0.0
8.7
Lane LOS
A
A
Approach Delay (s)
0.1
0.0
8.7
Approach LOS
A
Intersection Summary
Average Delay
0.2
Intersection Capacity Utilization
15.6%
ICU Level of Service A
Analysis Period (min)
15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 2
-3O
7: Rock Creek & Technology HCM Unsignalized Intersection Capacity Analysis
Short Total AM 1/28/2008
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4
T4
Y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
5
101
105
0
0
1
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
6
119
124
0
0
1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
124
254
124
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
124
254
124
tC, single (s)
4.1
6.4
6.2
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
100
100
cM capacity (veh/h)
1463
732
927
Direction, Lane #
EB 1
WB 1
SB 1
Volume Total
125
124
1
Volume Left
6
0
0
Volume Right
0
0
1
cSH
1463
1700
927
Volume to Capacity
0.00
0.07
0.00
Queue Length 95th (ft)
0
0
0
Control Delay (s)
0.4
0.0
8.9
Lane LOS
A
A
Approach Delay (s)
0.4
0.0
8.9
Approach LOS
A
Intersection Summary
Average Delay
0.2
Intersection Capacity Utilization
19.4%
ICU Level of Service A
Analysis Period (min)
15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 2
7,1
3: Precision & Lady Moon HCM Unsignalized Intersection Capacity Analysis
Short Total PM 1/28/2008
t l 4\ t 1
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Y
Vi
t
T*
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (veh/h)
12
2
1
54
137
8
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
14
2
1
64
161
9
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)
1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
232
166
171
vC1, stage 1 conf vol
166
vC2, stage 2 conf vol
66
vCu, unblocked vol
232
166
171
IC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
5.4
tF (s)
3.5
3.3
2.2
p0 queue free %
98
100
100
GM capacity (veh/h)
754
878
1407
Direction, Lane #
EB 1
NB 1
NB 2
SB 1
Volume Total
16
1
64
171
Volume Left
14
1
0
0
Volume Right
2
0
0
9
cSH
769
1407
1700
1700
Volume to Capacity
0.02
0.00
0.04
0.10
Queue Length 95th (ft)
2
0
0
0
Control Delay (s)
9.8
7.6
0.0
0.0
Lane LOS
A
A
Approach Delay (s)
9.8
0.1
0.0
Approach LOS
A
Intersection Summary
Average Delay
0.7.
Intersection Capacity Utilization
17.7%
ICU Level of Service A
Analysis Period (min)
15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
3: Precision & Lady Moon HCM Unsignalized Intersection Capacity Analysis
Short Total AM 1/28/2008
} --v -N t
Movement
EBL
EBR
NBL
NBT
SBT
SBR
Lane Configurations
Y
Vi
t
14
Sign Control
Stop
Free
Free
Grade
0%
0%
0%
Volume (veh/h)
3
0
2
141
97
13
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
4
0
2
166
114
15
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type TWLTL
Median storage veh)
1
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume
292
122
129
vC1, stage 1 conf vol
122
vC2, stage 2 conf vol
171
vCu, unblocked vol
292
122
129
tC, single (s)
6.4
6.2
4.1
tC, 2 stage (s)
5.4
tF (s)
3.5
3.3
2.2
p0 queue free %
100
100
100
cM capacity (veh/h)
719
929
1456
Direction, Lane #
EB 1
NB 1
NB 2
SB 1
Volume Total
4
2
168
129
Volume Left
4
2
0
0
Volume Right
0
0
0
15
cSH
719
1456
1700
1700
Volume to Capacity
0.00
0.00
0.10
0.08
Queue Length 95th (ft)
0
0
0
0
Control Delay (s)
10.0
7.5
0.0
0.0
Lane LOS
B
A
Approach Delay (s)
10.0
0.1
0.0
Approach LOS
B
Intersection Summary
Average Delay
0.2
Intersection Capacity Utilization
17.4%
ICU Level of.Service A
Analysis Period (min)
15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
2 %
10: Rock Creek & Lady Moon
HCM Unsignalized Intersection Capacity
Analysis
Short Total PM
1/28/2008
*
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
m
T�
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
9
52
30
1
35
23
8
23
3
45
61
33
Peak Hour Factor
0.85
0.85
0.85
0.88
0.88
0.88
0.86
0.86
0.86
0.85
0.85
0.85
Hourly flow rate (vph)
11
61
35
1
40
26
9
27
3
53
72
39
Direction, Lane #
EB 1
EB 2
WB 1
NB 1
SB 1
SB 2
Volume Total (vph)
72
35
67
40
53
111
Volume Left (vph)
11
0
1
9
53
0
Volume Right (vph)
0
35
26
3
0
39
Hadj (s)
0.11
-0.67
-0.20
0.03
0.53
-0.21
Departure Headway (s)
5.2
4.4
4.9
5.2
5.5
4.8
.
Degree Utilization, x
0.10
0.04
0.09
0.06
0.08
0.15
Capacity (veh/h)
658
774
690
665
626
726
Control Delay (s)
7.6
6.4
8.4
8.5
7.8
7.4
Approach Delay (s)
7.2
8.4
8.5
7.5
Approach LOS
A
A
A
A
Intersection Summa
Delay. 7.7
HCM Level of Service A
Intersection Capacity Utilization 23.2% ICU Level of Service A
Analysis Period (min) 15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 3
Z6
10: Rock Creek & Lady Moon
HCM Unsignalized Intersection Capacity Analysis
1/28/2008
Short Total AM
*
Movement
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR
SBL
SBT SBR
Lane Configurations
4
;1
*'It--
4*
R
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
38
38
25
3
73
42 16
63
1
10
71 16
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85 0.85
0.85
0.85
0.85
0.85 0.85
Hourly flow rate (vph)
45
45
29
4
86
49 19
74
1
12
84 19
Direction, Lane #
EB 1
EB 2
WB 1
NB 1
SB 1
SB 2
Volume Total (vph)
89
29
139
94
12
102
Volume Left (vph)
45
0
4
19
12
0
Volume Right (vph)
0
29
49
1
0
19
Hadj (s)
0.28
-0.67
-0.17
0.07
0.53
-0.09
Departure Headway (s)
5.5
4.5
5.0
5.4
5.8
5.2
Degree Utilization, x
0.14
0.04
0.19
0.14
0.02
0.15
Capacity (veh/h)
620
748
677
632
584
657
Control Delay (s)
8.2
6.5
9.3
9.3
7.7
7.9
Approach Delay (s)
7.7
9.3
9.3
7.9
Approach LOS
A
A
A
A
Intersection Summary
Delay
8.5
HCM Level of Service
A
Intersection Capacity Utilization
28.4%
ICU Level of Service
A
Analysis Period (min)
15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 3
Z5
9: Harmony & Lady Moon
HCM Signalized Intersection Capacity Analysis
Short Total PM
1/28/2008
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
R
tt
r
Vi
tt
r
Vi
t
r
R
t
F
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
6.0
&0
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Fit
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3539
1583
1770
1863
1583
1770
1863
1583
Fit Permitted
0.06
1.00
1.00
0.06
1.00
1.00
0.73
1.00
1.00
0.70
1.00
1.00
Satd. Flow (perm)
111
3539
1583
107
3539
1583
1356
1863
1583
1304
1863
1583
Volume (vph)
8
1898
46
58
2036
8
28
1
37
204
38
140
Peak -hour factor, PHF
0.92
0.92
0.92
0.94
0.94
0.94
0.85
0.85
0.85
0.85
0.85
0.85
Adj. Flow (vph)
9
2063
50
62
2166
9
33
1
44
240
45
165
RTOR Reduction (vph)
0
0
17
0
0
3
0
0
37
0
0
93
Lane Group Flow (vph)
9
2063
33
62
2166
6
33
1
7
240
45
72
Turn Type
pm+pt
Perm pm+pt
Perm pm+pt
Perm
pm+pt
Perm
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
2
6
6
8
8
4
4
Actuated Green, G (s)
65.0
64.2
64.2
69.8
66.6
66.6
20.0
17.6
17.6
23.2
19.2
19.2
Effective Green, g (s)
68.0
65.2
65.2
72.8
67.6
67.6
22.0
17.6
17.6
25.2
19.2
19.2
Actuated g/C Ratio
0.62
0.59
0.59
0.66
0.61
0.61
0.20
0.16
0.16
0.23
0.17
0.17
Clearance Time (s)
4.0
7.0
7.0
4.0
7.0
7.0
4.0
6.0
6.0
4.0
6.0
6.0
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
81
2098
938
119
2175
973
280
298
253
316
325
276
v/s Ratio Prot
0.00
0.58
c0.02
c0.61
0.00
0.00
c0.03
0.02
v/s Ratio Perm
0.07
0.02
0.33
0.00
0.02
0.00
c0.15
0.05
v/c Ratio
0.11
0.98
0.04
0.52
1.00
0.01
0.12
0.00
0.03
0.76
0.14
0.26
Uniform Delay, d1
27.2
21.9
9.3
26.3
21.1
8.2
35.9
38.8
39.0
39.6
38.4
39.3
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.6
16.1
0.1
4.1
18.3
0.0
0.2
0.0
0.2
10.0
0.9
2.3
Delay (s)
27.8
38.0
9.4
30.3
39.4
8.2
36.1
38.8
39.2
49.7
39.3
41.5
Level of Service
C
D
A
C
D
A
D
D
D
D
D
D
Approach Delay (s)
37.2
39.0
37.9
45.7
Approach LOS
D
D
D
D
Intersection Summary
HCM Average Control Delay
38.8
HCM Level of Service
D
HCM Volume to Capacity ratio
0.94
Actuated Cycle Length
(s)
110.0
:Sum
of lost time (s)
16.0
Intersection Capacity Utilization
84.2%
ICU Level of Service
E
Analysis Period (min)
15
c Critical Lane Group
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
Z4
9: Harmony & Lady Moon
• Short Total AM
HCM Signalized Intersection Capacity Analysis
1/28/2008
*
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vi
tt
r
Vi
tt
F
t
F
R
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00,
0.85
1.00.
1.00
0.85
Flt Protected
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3539
1583
1770
1863
1583
1770
1863
1583
Flt Permitted
0.05
1.00
1.00
0.13
1.00
1.00
0.68
1.00
1.00
0.71
1.00
1.00
Satd Flow (perm)
93
3539
1583
235
3539
1583
1268
1863
1583
1328
1863
1583
Volume (vph)
200
1293
74
33
1790
255
46
58
43
6
3
5
Peak -hour factor, PHF
0.86
0.86
0.86
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Adj. Flow (vph)
233
1503
86
39
2106
300
54
68
51
7
4
6
RTOR Reduction (vph)
0
0
31
0
0
87
0
0
42
0
0
5
Lane Group Flow (vph)
233
1503
55
39
2106
213
54
68
9
7
4
1
Turn Type
pm+pt
Perm
pm+pt
Perm
pm+pt
Perm
pm+pt
Perm
Protected Phases
5
2
1
6
3
8
7
4
4
Permitted Phases
Actuated Green, G (s)
2
89.8
82.6
2
82.6
6
76.0
72.8
6
72.8
8
25.6
22.4
8
22.4
4
20.8
20.0
20.0
Effective Green, g (s)
92.8
83.6
83.6
79.0
73.8
73.8
27.6
22.4
22.4
22.8
20.0
20.0
Actuated g/C Ratio
0.71
0.64
0.64
0.61
0.57
0.57
0.21
0.17
0.17
0.18
0.15
0.15
Clearance Time Is)
4.0
7.0
7.0
4.0
7.0
7.0
4.0
6.0
6.0
4.0
6.0
6.0
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
234
2276
1018
181
2009
899
282
321
273
236
287
244
v/s Ratio Prot
c0.10
0.42
0.01
0.60
c0.00
c0.04
0.00
0.00
v/s Ratio Perm
c0.61
0.03
0.13
0.13
0.04
0.01
0.01
0.00
v/c Ratio
1.00
0.66
0.05
0.22
1.05
0.24
0.19
0.21
0.03
0.03
0.01
0.00
Uniform Delay, d1
47.5
14.4
8.6
12.1
28.1
14.0
41.6
46.2
44.8
44.4
46.6
46.6
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
57.3
1.5
0.1
0.6
34.1
0.6
0.3
1.5
01
0.1
0.1
0.0
Delay (s)
104.8
15.9
8.7
12.7
62.2
14.7
42.0
47.7
45.0
44.4
46.7
46.6
Level of Service
F
B
A
B
E
B
D
D
D
D
D
D
Approach Delay Is)
26.9
55.6
45.1
45.7
Approach LOS
C
E
D
D
Intersection Summary
HCM Average Control Delay
43.4
HCM Level of Service
D
HCM Volume to Capacity ratio
0.82
Actuated Cycle Length
Is)
130.0
Sum of
lost time (s)
12.0
Intersection Capacity Utilization
83.1%
ICU Level of Service
E
Analysis Period (min)
15
c Critical Lane Group
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
ZS
APPENDIX E
10: Rock Creek & Lady Moon
HCM Unsignalized Intersection Capacity Analysis
1/28/2008
Short Bkgrd PM
*
o.
Movement
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR
SBL
SBT SBR
Lane Configurations
4
;V
A
4�
11
T*
Sign Control
Stop
Stop
Stop
Stop
33
Volume (vph)
9
52
30
1
35
23 8
22
3
45
59
Peak Hour Factor
0.85.
0.85
0.85
0.88
0.88
0.88 0.86
0.86
0.86
0.85
0.85 0.85
Hourly flow rate (vph)
11
61
35
1
40
26 9
26
3
53
69 39
Direction, Lane #
EB 1
EB 2
WB 1
NB 1
SB 1
SB 2
Volume Total (vph)
72
35
67
38
53
108
Volume Left (vph)
11
0
1
9
53
0
Volume Right (vph)
0
35
26
3
0
39
Hadj (s)
0.11
-0.67
-0.20
0.03
0.53
-0.22
Departure Headway (s)
5.2
4.4
4.9
5.2
5.5
4.8
Degree Utilization, x
0.10
0.04
0.09
0.05
0.08
0.14
Capacity (veh/h)
660
776
691
666
626
727
Control Delay (s)
7.6
6.4
8.4
8.5
7.8
7.3
Approach Delay (s)
7.2
8.4
8.5
7.5
Approach LOS
A
A
A
A
Intersection Summary
Delay 7.7
HCM Level of Service A
Intersection Capacity Utilization 23.1% ICU Level of Service A
Analysis Period (min) 15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
0,(
10: Rock Creek & Lady Moon
HCM Unsignalized Intersection Capacity Analysis
Short Bkgrd AM
1/28/2008
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4,
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
38
38
25
3
73
42
16
61
1
10
71
16
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
45
45
29
4
86
49
19
72
1
12
84
19
Direction, Lane #
EB 1
EB 2
WB 1
NB 1
SB 1
SB 2
Volume Total (vph)
89
29
139
92
12
102
Volume Left (vph)
45
0
4
19
12
0
Volume Right (vph)
0
29
49
1
0
19
Hadj (s)
0.28
-0.67
-0.17
0.07
0.53
-0.09
Departure Headway (s)
5.5
4.5
5.0
5.4
5.8
5.2
Degree Utilization, x
0.14
0.04
0.19
0.14
0.02
0.15
Capacity (veh/h)
621
750
678
632
585
657
Control Delay (s)
8.1
6.5
9.2
9.3
7.7
7.9
Approach Delay (s)
7.7
9.2
9.3
7.9
Approach LOS
A
A
A
A
Intersection Summa
Delay 8.5
HCM Level of Service A
Intersection Capacity Utilization 28.3% ICU Level of Service A
Analysis Period (min) 15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
Z U
.
9: Harmony & Lady
Moon
HCM Signalized
Intersection Capacity
Analysis
Short Bkgrd PM
1/28/2008
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
tt
r
tt
F
R
t
r
Vi
t
r
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
&0
&0
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
. 6.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3539
1583
1770
1863
1583
1770
1863
1583
Fit Permitted
0.06
1.00
1.00
0.06
1.00
1.00
0.73
1.00
1.00
0.70
1.00
1.00
Said Flow (perm)
111
3539
1583
107
3539
1583
1356
1863
1583
1304
1863
1583
Volume (vph)
8
1898
44
57
2036
8
20
1
33
204
38
140
Peak -hour factor, PHF
0.92
0.92
0.92
0.94
0.94
0.94
0.85
0.85
0.85
0.85
0.85
0.85
Adj. Flow (vph)
9
2063
48
61
2166
9
24
1
39
240
45
165
RTOR Reduction (vph)
0
0
16
0
0
3
0
0
33
0
0
96
Lane Group Flow (vph)
9
2063
32
61
2166
6
24
1
6
240
45
69
Turn Type
pm+pt
Perm pm+pt
Perm pm+pt
Perm
pm+pt
Perm
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
2
6
6
8
8
4
4
Actuated Green, G (s)
65.0
64.2
64.2
69.8
66.6
66.6
20.0
17.6
17.6
23.2
19.2
19.2
Effective Green, g (s)
68.0
65.2
65.2
72.8
67.6
67.6
22.0
17.6
17.6
25.2
19.2
19.2
Actuated g/C Ratio
0.62
0.59
0.59
0.66
0.61
0.61
0.20
0.16
0.16
0.23
0.17
0.17
Clearance Time (s)
4.0
7.0
7.0
4.0
7.0
7.0
4.0
6.0
6.0
4.0
6.0
6.0
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
81
2098
938
119
2175
973
280
298
253
316
325
276
v/s Ratio Prot
0.00
0.58
c0.01
c0.61
0.00
0.00
c0.03
0.02
v/s Ratio Perm
0.07
0.02
0.32
0.00
0.02
0.00
c0.15
0.04
v/c Ratio
0.11
0.98
0.03
0.51
1.00
0.01
0.09
0.00
0.02
0.76
0.14
0.25
Uniform Delay, d1
27.2
21.9
9.3
26.3
21.1
8.2
35.7
38.8
39.0
39.6
38.4
39.2
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.6
16.1
0.1
3.7
18.3
0.0
0.1
0.0
0.2
10.0
0.9
2.2
Delay (s)
27.8
38.0
9.4
29.9
39.4
8.2
35.8
38.8
39.1
49.7
39.3
41.4
Level of Service
C
D
A
C
D
A
D
D
D
D
D
D
Approach Delay (s)
37.3
39.0
37.9
45.6
Approach LOS
D
D
D
D
Intersection Summary
HCM Average Control Delay
38.9
HCM Level of Service
D
HCM Volume to Capacity ratio
0.94
Actuated Cycle Length
(s)
110.0
Sum of lost
time (s)
16.0
Intersection Capacity Utilization
84.2%
ICU Level of Service
E
Analysis Period (min)
15
c Critical Lane Group
Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
I�
9: Harmony & Lady Moon
HCM Signalized Intersection Capacity Analysis
Short Bkgrd AM
1/28/2008
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
R
++
r
Apt
F
R
t
F
R
T
F
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3539
1583
1770
1863
1583
1770
1863
1583
Fit Permitted
0.05
1.00
1.00
0.13
1.00
1.00
0.68
1.00
1.00
0.71
1.00
1.00
Satd Flow (perm)
93
3539
1583
241
3539
1583
1268
1863
1583
1328
1863
1583
Volume (vph)
200
1293
65
29
1790
255
44
58
42
6
3
5
Peak -hour factor, PHF
0.86
0.86
0.86
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Adj. Flow (vph)
233
1503
76
34
2106
300
52
68
49
7
4
6
RTOR Reduction (vph)
0
0
27
0
0
87
0
0
41
0
0
5
Lane Group Flow (vph)
233
1503
49
34
2106
213
52
68
8
7
4
1
Turn Type
pm+pt
Perm
pm+pt
Perm
pm+pt
Perm
pm+pt
Perm
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
2
6
6
8
8
4
4
Actuated Green, G (s)
89.8
83.4
83.4
75.2
72.8
72.8
25.6
22.4
22.4
20.8
20.0
20.0
Effective Green, g (s)
92.8
84.4
84.4
78.2
73.8
73.8
27.6
22.4
22.4
22.8
20.0
20.0
Actuated g/C Ratio
0.71
0.65
0.65
0.60
0.57
0.57
0.21
0.17
0.17
0.18
0.15
0.15
Clearance Time (s)
4.0
7.0
7.0
4.0
7.0
7.0
4.0
6.0
6.0
4.0
6.0
6.0
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
234
2298
1028
173
2009
899
282
321
273
236
287
244
v/s Ratio Prot
c0.10
0.42
0.00
0.60
c0.00
c0.04
0.00
0.00
v/s Ratio Perm
c0.61
0.03
0.11
0.13
0.03
0.01
0.01
0.00
v/c Ratio
1.00
0.65
0.05
0.20
1.05
0.24
0.18
0.21
0.03
0.03
0.01
0.00
Uniform Delay, d1
47.5
13.9
8.3
12.1
28.1
14.0
41.6
46.2
44.8
44.4
46.6
46.6
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
57.3
1.5
0.1
0.6
34.1
0.6
0.3
1.5
0.2
0.1
0.1
0.0
Delay (s)
104.8
15.4
8.3
12.7
62.2
14.7
41.9
47.7
45.0
44.4
46.7
46.6
Level of Service
F
B
A
B
E
B
D
D
D
D
D
D
Approach Delay (s)
26.6
55.7
45.1
45.7
Approach LOS
C
E
D
D
Intersection Summary
HCM Average Control Delay
43.4
HCM Level of Service
D
HCM Volume to Capacity ratio
0.82
Actuated Cycle Length
(s)
130.0
Sum of lost
time (s)
12.0
Intersection Capacity Utilization
83.0%
ICU Level of Service
E
Analysis Period (min)
15
c Critical Lane Group
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
w
APPENDIX D
17
Table 43
Fort Collins (City Limits)
Motor Vehicle LOS Standards (Intersections)
Land Use (from structure plan)
Other corridors within:
Mixed use
Low density
mixed use
All other
Intersection type
YP
Commercial
corridors
districts
residential
areas
Signalized intersections
D
E'
D
D
(overall)
Any Leg
E
E
D.
E
Any Movement
E
E
D
E
Stop sign control
N/A
P*
F"
E
(arterial1collector or local —
any approach leg
Stop sign control
_7
N/A
C
C
C
(collector/local—any
approach leg)
mitigating measures required
" considered normal in an urban environment
1(P
I
UNSIGNALIZED INTERSECTIONS
SIGNALIZED INTERSECTIONS
15
10: Rock Creek & Lady Moon HCM Unsignalized Intersection Capacity Analysis
Recent PM 1/2s/2ooa
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
4
r
44
44
1
11�
Sign Control
Stop
Stop
Stop
Stop
Volume (vph)
8
46
27
0
31
20
7
19
3
42
54
30
Peak Hour Factor
0.85
0.85
0.85
0.88
0.88
0.88
0.86
0.86
0.86
0.85
0.85
0.85
Hourly flow rate (vph)
9
54
32
0
35
23
8
22
3
49
64
35
Direction, Lane #
EB 1
EB 2
WB 1
NB 1
SB 1
SB 2
Volume Total (vph)
64
32
58
34
49
99
Volume Left (vph)
9
0
0
8
49
0
Volume Right (vph)
0
32
23
3
0
35
Hadj (s)
0.11
-0.67
-0.20
0.02
0.53
-0.22
Departure Headway (s)
5.1
4.3
4.9
5.1
5.4
4.7
Degree Utilization, x
0.09
0.04
0.08
0.05
0.07
0.13
Capacity (veh/h)
678
789
703
679
635
739
Control Delay (s)
7.4
6.3
8.3
8.3
7.7
7.2
Approach Delay (s)
7.1
8.3
8.3
7.4
Approach LOS
A
A
A
A
Intersection Summa
Delay 7.5
HCM Level of Service A
Intersection Capacity Utilization 23.4% ICU Level of Service A
Analysis Period (min) 15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
1 4-
10: Rock Creek & Lady Moon HCM Unsignalized Intersection Capacity Analysis
Recent AM 1/28/2008
'A --► 'i 'e- .- ti -N t I' 1 d
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
Lane Configurations
O'
r
44
41,
Sign Control
Stop
Stop
Stop
Volume (vph)
35
34
22
3
65
39
14
57
1
Peak Hour Factor
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
41
40
26
4
76
46
16
67
1
SBL SBT SBR
Stop
9 64 14
0.85 0.85 0.85
11 75 16
Direction, Lane #
EB 1
EB 2
WB 1
NB 1
SB 1
SIB 2
Volume Total (vph)
81
26
126
85
11
92
Volume Left (vph)
41
0
4
16
11
0
Volume Right (vph)
0
26
46
1
0
16
Hadj (s)
0.29
-0.67
-0.18
0.06
0.53
-0.09
Departure Headway (s)
5.4
4.5
5.0
5.3
5.7
5.1
Degree Utilization, x
0.12
0.03
0.17
0.12
0.02
0.13
Capacity (veh/h)
630
765
690
645
595
670
Control Delay (s)
8.0
6.4
9.0
9.1
7.6
7.7
Approach Delay (s)
7.6
9.0
9.1
7.7
.
Approach LOS
A
A
A
A
Intersection Summary
Delay 8.3
HCM Level of Service A
Intersection Capacity Utilization 27.6% ICU Level of Service A
Analysis Period (min) 15
Matthew J. Delich , P. E.
Synchro 6 Light Report
Page 1
)3
9: Harmony & Lady Moon
HCM Signalized Intersection Capacity Analysis
Recent PM
1/28/2008
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
Vi
tt
r
tt
r
t
r
Vi
t
F
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3539
1583
1770
1863
1583
1770
1863
1583
Fit Permitted
0.07
1.00
1.00
0.07
1.00
1.00
0.73
1.00
1.00
0.68
1.00
1.00
Satd. Flow (perm)
132
3539
1583
127
3539
1583
1356
1863
1583
1262
1863
1583
Volume (vph)
8
1824
39
51
1748
8
18
1
29
204
38
140
Peak -hour factor, PHF
0.92
0.92
0.92
0.94
0.94
0.94
0.85
0.85
0.85
0.85
0.85
0.85
Adj. Flow (vph)
9
1983
42
54
1860
9
21
1
34
240
45
165
RTOR Reduction (vph)
0
0
16
0
0
3
0
0
28
0
0
110
Lane Group Flow (vph)
9
1983
26
54
1860
6
21
1
6
240
45
55
Turn Type
pm+pt
Peru pm+pt
Perm
pm+pt
Perm pm+pt
Peru
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
2
6
6
8
8
4
4
Actuated Green, G (s)
54.2
53.4
53.4
59.0
55.8
55.8
20.0
18.4
18.4
24.8
20.8
20.8
Effective Green, g (s)
57.2
54.4
54.4
62.0
56.8
56.8
22.0
18.4
18.4
26.8
20.8
20.8
Actuated g/C Ratio
0.57
0.54
0.54
0.62
0.57
0.57
0.22
0.18
0.18
0.27
0.21
0.21
Clearance Time (s)
4.0
7.0
7.0
4.0
7.0
7.0
4.0
6.0
6.0
4.0
6.0
6.0
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
89
1925
861
131
2010
899
305
343
291
359
388
329
v/s Ratio Prot
0.00
c0.56
c0.01
0.53
0.00
0.00
c0.03
0.02
v/s Ratio Perm
0.06
0.02
0.24
0.00
0.01
0.00
c0.15
0.03
v/c Ratio
0.10
1.03
0.03
0.41
0.93
0.01
0.07
0.00
0.02
0.67
0.12
0.17
Uniform Delay, d1
18.6
22.8
10.6
23.8
19.7
9.4
30.8
33.3
33.4
33.0
32.1
32.5
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1:00
Incremental Delay, d2
0.5
28.7
0.1
2.1
8.8
0.0
0.1
0.0
0.1
4.7
0.6
1.1
Delay (s)
19.1
51.5
10.6
25.9
28.5
9.4
30.9
33.3
33.6
37.6
32.7
33.6
Level of Service
B
D
B
C
C
A
C
C
C
D
C
C
Approach Delay (s)
50.5
28.3
32.6
35.7
Approach LOS
D
C
C
D
Intersection Summary
_
HCM Average Control Delay
39.2
HCM Level of Service
D
HCM Volume to Capacity ratio
0.97
Actuated Cycle Length
(s)
100.0
Sum of lost
time (s)
22.0
Intersection Capacity Utilization
78.4%
ICU Level of Service
D
Analysis Period (min)
15
c Critical Lane Group
Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
9: Harmony & Lady Moon
HCM Signalized Intersection Capacity Analysis
1/28/2008
Recent AM
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
tt
r
°S
tt
F
t
F
I
t
F
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time is)
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
4.0
6.0
6.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
1.00
1.00
0.85
Fit Protected
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3539
1583
1770
1863
1583
1770
1863
1583
Fit Permitted
0.08
1.00
1.00
0.16
1.00
1.00
0.71
1.00
1.00
0.71
1.00
1.00
Satd Flow (perm)
141
3539
1583
300
3539
1583
1314
1863
1583
1328
1863
1583
Volume (vph)
200
1087
58
26
1420
255
39
58
37
6
3
5
Peak -hour factor, PHF
0.86
0.86
0.86
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
0.85
Adj. Flow (vph)
233
1264
67
31
1671
300
46
68
44
7
4
6
RTOR Reduction (vph)
0
0
31
0
0
144
0
0
34
0
.0
5
Lane Group Flow (vph)
233
1264
36
31
1671
156
46
68
10
7
4
1
Turn Type
pm+pt
Perm pm+pt
Perm pm+pt
Perm pm+pt
Perm
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
2
6
6
8
8
4
4
Actuated Green, G (s)
59.8
53.4
53.4
48.2
45.8
45.8
24.8
22.4
22.4
21.6
20.8
20.8
Effective Green, g is)
62.8
54.4
54.4
51.2
46.8
46.8
26.8
22.4
22.4
23.6
20.8
20.8
Actuated g/C Ratio
0.63
0.54
0.54
0.51
0.47
0.47
0.27
0.22
0.22
0.24
0.21
0.21
Clearance Time (s)
4.0
7.0
7.0
4.0
7.0
7.0
4.0
6.0
6.0
4.0
6.0
6.0
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
251
1925
861
189
1656
741
363
417
355
317
388
329
v/s Ratio Prot
c0.09
0.36
0.00
0.47
c0.00
c0.04
0.00
0.00
v/s Ratio Perm
c0.49
0.02
0.08
0.10
0.03
0.01
0.01
0.00
v/c Ratio
0.93
0.66
0.04
0.16
1.01
0.21
0.13
0.16
0.03
0.02
0.01
0.00
Uniform Delay, d1
30.5
16.2
10.6
13.1
26.6
15.7
27.5
31.3
30.3
29.3
31.4
31.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
37.5
1.8
0.1
0.4
24.3
0.6
0.2
0.8
0.1
0.0
0.0
0.0
Delay (s).
68.0
17.9
10.7
13.5
50.9
16.4
27.7
32.1
30.4
29.3
31.5
31.4
Level of Service
E
B
B
B
D
B
C
C
C
C
C
C
Approach Delay Is)
25.1
45.2
30.3
30.6
Approach LOS
C
D
C
C
Intersection Summary
HCM Average Control Delay
36.1
HCM Level of Service
D
HCM Volume to Capacity ratio
0.69
Actuated Cycle Length
Is)
100.0
Sum of lost time (s)
12.0
Intersection Capacity Utilization
72.5%
ICU Level of Service
C
Analysis Period (min)
15
c Critical Lane Group
Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
11
APPENDIX C
TA,
m
DELICH ASSOCIATES
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: 970 669.2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 12.6.06 Observer: Linda
Day: Tuesday Jurisdiction: Fort.Collins
R = right turn Intersection: Rock CreekiLady Moon
S = straight
L = left tum
Time
Begins
7:15
7:30
7:45
8:00
8:15
8:30
Northbound: Lady Moon
So bound:
Lady Moon
Total
northlsouth
29
59
32
39
17
15
Eastbound: Rock Creek
Westbound:
Rods Creek
Total
east/west
Total
All .
L
2
4
5
3
2
3
S
7
17
13
20
8
5
R
0
0
1
01
0
0
Total
9
21
19
23
10
8
I.
2
1
1
5
1
1 3
S
13
32
9
10
6
1 3
R
5
5
3
1
0
1
Total
10
38
13
16
7
7
I.
4
22
7
2
1
3
S
3
6
11
1 14
132
1 4
R
3
12
4
3
1
Total
10
40
22
19
16
8
L
0
3
0
0
0
0
S
20
23
14
8
14
11
R
8
11
11
9
3
4
Total
28
37
25
17
17
15
38
67
77
136
47
79
36
33
23
75
50
38
7:15-8:15 14 S7 1
PHF 1.
72
1 0.78
9 1 64-=
87
1 0.57
135 134122
1 91
0.57
1 3 165 139
107
0.72
198 357
4:15
7
9
1
1 17
5
5
2 1
12
29
0
12
2
14
0
8
3
11
25
54
U0
5
6
1
12
4
4
2
10
22
0
9
1
10
.1
8
3
12
22
44
4:45
2
2
0
4
6
13
4
23
27
2
10
7
19
0
7
6
13
32
59
5:00
1
4
2
7
16
11
7
34
41
2
10
5
17
0
6
5
11
28
69
5:15
2
5
0
7
11
11
7
29
36
2
13
10
25
0
8
2
10
35
71
5:30
2
3
1
6
1
9
6
16
22
0
13
5
18
0
1 10
1 2
12
30
52
4:45.5:45
1 7
114
1 3
24
34 144
24
102
126
6
46
27
79
0
131
115
46
125
251
PHF
0.86
1 0.75
0.79
0.88
MATTHEW J. DELICH, P.E.
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: 970 669.2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 3.22.07 Observer: City of Fort Collins
Day: Thursday Jurisdiction: Fort Collins
R = right trim Intersection: Harmony/Lady Moon
S = straight
L = left tum
Time
Begins
Northbound: Lady Moon
Southbound: Lady Moon
Total
north/south
Eastbound: Harmony
Westbound: Harmony
Total
easttwest
Total
All
L
S
R
Total
L
S
R
Total
L
S
R
Total
L
S
R
Total
7:30
6
17
15
38
1
0
1
2
40
46
331
2
379
7
292
72
371
750
790
7.45
9
12
10
31
0
1
1
2
33
54
257
1
312
6
424
80
510
822
855
8:00
6
16
11
33
4
2
1
7
40
68
249
7
324
3
414
56
473
797
837
8:15
4
13
1
18
1
0
2
3
21
32
250
2
284
5
290
47
342
626
647
7:30.810
'.25
58'
1 37
120
6
1 3
1 5
14
134
1 200
1081
1 12
1299
1 21
1420
255
1696
2995
3129
PHF
0.79
0.5
0.86
0.83
4:30.
6
1
10
17
50
7
23
80
97
2
425 1
6
433
11
382
2
395
828
925
4:45
2
0
6
8
34
9
29
72
80
3
457
9
469
13
460
2
475
944
1024
5:00
3
0
5
8
64
11
23
98
106
1
454
8
463
8
444
4
456
919
1025
5:15
7
0
8
15
56
11
65
132
147
2
488
16
506
19
462
0
481
1 987
1 1134
4:30.5:30
:18
14 1
1 29
1 48
204
1 38
140
1 382
430
1 8
1824
39
1871
51
1748
8
1807
3678
4108
PHF
0.71
0.72
0.92
0.94
APPENDIX B
I
oe �' U�,e !a �lati — �U TO tit AJ6
CI Ubv % r2t AL (?A 2 K
VA2IAGLC LudtPLOYG"C-S .— 45-0 PUT0�C;
R*T(;�-
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3.34
%(a -7 '; l 70
�KA eau
0. 4- 0
z 0
001
0.0i
4.
PM o u
0.0 Cl
s
OUZ
0.37
16 .
i p-1? 'bIsiFe19L)TIpAJ
Q.z
.So- I
25�
zo;
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o
NAQaO.Of
P.CK e2Edrx-
a
I
y M
w
E7CISnNC SIGNALIZED
INTERSECTION
PROPOSED FULL TURNOGNAL
INTERSECTION
I _4ti�
FULL SE.CTI GNAL
INTERSECTION
RIGHTQS-IF
INTERSE
.
••.
_ HARMONYC RRIDORSETBACK
d
iHkHNN18
Y U
`ET°RR
c
1 o
w+�PE cI�
tt PRIMARY& SECONDARY USES
c
--
_
S
1 13.39ACRESTOTAL
lrncera I, 5.14 ACRES PRIMARY
.1
v 00
IfN
-
PRIMARY & SECON
>I�o�K��l 8.25ACRESSECONDARY
I ®.__..d.-.....
-�.
USES I
•_ A -� & _. �.._ 035 FAR
EN R
x
m
5
w 0
21.5 ACRES TOTAL
--._-.�+/17s.Doo-s.F GFni
;
'
_
Q =
15.93 ACRES PRIMARY
CL
5.57 ACRES SECONDA
0.35 FAR
„
W
• • •
(+/- 328,000 S.F. GFA)
----
o /
•
Q
(COLLECTOR STREET)
Qf
INTEL
1
I
(EXI-
i
=w
•
rrmr"m>tmnr
- -
32.0 ORES
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ACC
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•
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p p • • • •
• •
•
• •
Q
I
1_
uNet amsit'i�f
•
- -, s •
J
L.1
PROPOSEDFU
INTERSECTION
TURN
•
•`°"
'• • •
¢
•
PRIMARY USES
USES
54.1 ACRES •
PRIMARY
0.35 FAR
11.7ACRES
(+/- 825.000 S.F. GFA) •
• 0.35 FAR
Q <
• C
•
(+/-152,5W S.F. GFA)
•
uJz
PRIMARY USES
•
• •
- - -
...__.. _
w
0.35 FAR
(+/- 607,000 S.F. GFA)
i
IV
•
Cu3TOM
o
SECOND
•
t'• SECONDARY USES
USES
•
(,EpDlAJG
�,. 11 • 13.5ACRES
(NON-
18 DU/AC
�'
p
SI'PC
• (+1- 240 Units)
I
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2.0 AGES
�1��
0.35 FAR
®
•
,
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r,�cTA—
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• ® @ ..® •
1' • • • •
_
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IC__PRO `4
ROCK
CREEK DRIVE
"
�&
SCALE: 1"=3000'
SITE LOCATION Figure 1
L V V V / v � � a• / V V/ • v u l V { � • v:• u .• • • v v �• .. .. .. - v v .. .. .
ChaOter4 — AMWw mnts..
Attachment A
Transportation Impact Study
Base Assumptions
Project Ioformadon
Project Nam= C U S-rOA4 6L!~
D t AJ Q
Project Location 11A MO e- 14
TIS Assumptions
Type of Study
Study Aa Boundaries
Fes
K 4le5- r o P L
Fu1L- /�/p
North P_ Audu Y
u r -
Intermediate: 1A fit( U
South : (oce &'Eme
East:LA oN
West 1A-6YA460(,sr
Study Years
Short Range:. 2, p
Long Range:
future Traffic Growth Rate
Z% ��q 2 CW a 4400J 11
i2Rto
Study Intersections
1. All access drives
15.
2 2 L AWD
6-
3•LaD° rKbl;iSw
7'
4.4
Time Period for Study
:a
Sat Noon: A J O
Trip Generation Rates
Inc, e -r
D
Trip Adjustment Factors ,
Passby: /A
pave &R
Overall Trip Distribution
SEE ATTACHED SKETCH.
Mode Split Assumptions
Ail ti .
Committed Roadway Improvements
A jo r Aw Aety .Q i-- A�1 Y
Other Traffic Studies
•
FieoA.Jr a.ue&r i`LAQG
�. s t
('�co ro.tJ
Areas Requiring Special Study
Dste:, JAIUr,)ARY 4 �2008
Trafixc Engineer.
Local Entity Engi
tali ner rAmnly urear Arai Snaw S — ttapamad and Rmwacwd Oc[~ 1. 2001 Page 4.35
Adopted by Uri~ covey, City or LovV*rA CRy or Part Ca a
Z•d 46oS 699 ats
oossd 40;t6a dLital so 40 uer
I
APPENDIX A
C A&
rmony
Creek
- Denotes Lane
SHORT RANGE (2013) GEOMETRY Figure 9
TABLE 4
Short Range (2013) Total Peak Hour Operation
TY
-A
Harmony/Lady Moon
(signal)
EB LT
F
C
EBT
B
0
EB RT
A
A
EB APPROACH
C
D
WB LT
B
C
WB T
E
D
WB RT
B
A
WB APPROACH
E
D
NB LT
D
D
NB
D
D
NB RT
D
D
NB APPROACH
D
D
SB LT
D
D
SBT
D
D
SB RT
D
D
SB APPROACH
D
D
OVERALL
D
D
Rock Creek/Lady Moon
(all -way stop)
EB LTIT
A
A
EB RT
A
A
EB APPROACH
A
A
WB LT/T/RT
A
A
NB LT/T/RT
A
A
SB LT
A
A
SB T/RT
A
A
SB APPROACH
A
A
OVERALL
A
A
Lady Moon/Precision
(stop sign)
EB LT/RT
B
A
NB LT
A
A
Rock Creek/Technology
(stop sign)
SB LT/RT
A
A
EB LT/T
A
A
N
0
0
2
ca
co N 255/8
L' C4 co a 1790/2036
� �l 33/58
2008 --)� 1 t r Harmony
1293/1898 00
74/46 v LO
20 v
r
c�
ao .-
ci i
'- rnl
1
>. Precision
0 3/12
Lo
U
N \
v O car° o L 42/23
ZNOM 73/35
--w— 105/76 + 3/1
t ,/ Rock Creek
5/1 38/9
101 /91 i 38/52 co Cl) M
25/30 CO
m
--a— AM/PM
SHORT RANGE (2013) TOTAL
PEAK HOUR TRAFFIC
Figure 8
TABLE 3
Short Range (2013) Background Peak Hour Operation
I it .
Harmony/Lady Moon
(signal)
EB LT
F
C
EBT
B
D
EB RT
A
A
EB APPROACH
C
D
WB LT
B
C
WB T
E
D
WB RT
B
A
WB APPROACH
E
DNB
LT
D
D
NB
D
D
NB RT
D
D
NB APPROACH
D
D
SB LT
D
D
SBT
D
D
SB RT
D
D
SB APPROACH
D
D
OVERALL
D
D
Rock Creek/Lady Moon
(all -way stop)
EB LTIT
A
A
EB RT
A
A
EB APPROACH
A
A
WB LT/T/RT
A
A
NB LT/TIRT
A
A
SB LT
A
A
SB T/RT
A
A
SB APPROACH
A
A
OVERALL
A
A
C
O
O A&
N
T00 _ Mn�i 255/8
LO CO tO—1790/2036
J /—29/57
I ,/ Harmony
200/8
1293/1898 o M
04 CO
65/44 vLO
c•> O) Un
m 0 42/23
`I- ^ --o— 73/35
J /—3/1
38/9 Rock Creek
f
38/52 co N M
25/30 co N
--ms- AM/PM
SHORT RANGE (2013) BACKGROUND
PEAK HOUR TRAFFIC
Figure 7
AM/PM
SITE GENERATED
PEAK HOUR TRAFFIC
N
O
0
-mony
Creek
Figure 6
Harmony
25%
-------------
Rock Creek
TRIP DISTRIBUTION
N
45% I 20%
Precision
C
0
c
0
0
a
v
m
J
NOM
-�-.►
Figure 5
TABLE 2
Trip Generation
/`�
` r` �
Q' �yy�
^ A#AtiEY�'E
{11�tf Peak
dour'
PM Pr�ak Hcwr
i
^Y
130
Industrial Park
3.34 170
0.40
20
0.07
4
0.09
5
0.37
18
III IIII 4LOT 1
.92AC.
PRECISION DRIVE
LOT
2.00 AC.
DRAINAGE TRACT
4.55 AC.
ROCK CREEK DRIVE
(ExeT W"
("W ROW VARIES)
A&
N
SCALE: 1 "=200'
w
� m
w
LOT Z
1.93 0 0
AC. O
QP2
Q
J
PRFc �
IS�ON DA„ SCALE: 1"=100'
SITE PLAN Figure 4
TABLE 1
Current Peak Hour Operation
u _j it 1i f d CiN .. , L t't'
yyY�w��.�•
k 7 f:`.r�� :'
J^
11 VY�i!✓ -. ..
n
Harmony/Lady Moon
(signal)
EB LT
E
B
EB T
B
D
EB RT
B
B
EB APPROACH
C
D
WB LT
B
C
WBT
D
C
WB RT
B
A
WB APPROACH
D
C
NB LT
C
C
NB T
C
C
NB RT
C
C
NB APPROACH
C
C
SB LT
C
D
SB T
C
C
SB RT
C
C
SB APPROACH
C
D
OVERALL
D
D
Rock Creek/Lady Moon
(all -way stop)
EB LT/T
A
A
EB RT
A
A
EB APPROACH
A
A
WB LT/T/RT
A
A
NB LTIT/RT
A
A
SB LT
A
A
SB T/RT
A
A
SB APPROACH
A
A
OVERALL
A
A
C
0
o
2
J
N
co N 255/8
Itr co N r' cO �— 1420/1748
26/51
200/8 —J 1 t r Harmony
1087/1824 —.► I
CO � N
58/39 Cl) i0 M
v v a )�— 39/20
— 65/31
J j— 3/0
3518
34/46 —�
22/27
f r
r rn M
v
n
--w— AM/PM
Rock Creek
BALANCED RECENT PEAK HOUR TRAFFIC Figure 3
Cl 1-t
r r°D) N
"' `° co
j
C
0
0 A&
cc
J N
255/8
— 1420/1748
21 /51
f r Harmony
200/8
1087/1824
0 0)12/39 to
iB N i
N ch
39/15
`I- CO °'
�— 65/31
3/0
Rock Creek
35/6
34/46 —�
22/27
.n
�- AM/PM
RECENT PEAK HOUR TRAFFIC Figure 2
Horsetooth
a�
rn
m
N
Harmony Custom o
Blending af
m U
.J
Rock Creek
25
Kechter
m
c
m
a
E
1-
SCALE: 1 "=2D00'
SITE LOCATION Figure 1
Y
Based upon Fort Collins bicycle LOS criteria, there are no
destination areas within 1320 feet of Custom Blending. The bicycle LOS
worksheet is provided in Appendix F.
Currently, this area is not served by Transfort. The nearest
transit route is more than 0.25 miles from this site.
It is concluded that, with full development of Custom Blending,
the future level of service at the key intersections will be
acceptable. The recommended geometry is shown in Figure 9. The level
of service for pedestrian and bicycle modes will be acceptable.
2 shows the trip generation for Custom Blending. Custom Blending is
expected to generate 170 daily trip ends, 24 morning peak hour trip
ends, and 23 afternoon peak hour trip ends.
The trip distribution for this site is shown in Figure 5. The
trip distribution was determined using the existing traffic counts,
knowledge of the existing and planned street system, development
trends, and engineering judgment. Figure 6 shows the site generated
traffic assignment of Custom Blending.
Figure 7 shows the short range (2013) background peak hour
traffic at the key intersections. Background traffic volume forecasts
for the short range (2013) future were obtained by reviewing traffic
studies for other developments in this area and reviewing historic
counts in the area. Table 3 shows the short range (2013) background
peak hour operation at the key intersections. Calculation forms are
provided in Appendix D. The key intersections will operate acceptably
with the existing control and geometry, except for the eastbound left
turns at the Harmony/Lady Moon intersection during the morning peak
hour. The analyses used the peak hour factors that were either
calculated or allowed by the TIS guidelines. These were based upon
the counted traffic. As traffic volumes increase over time,
experience indicates that the peak hour factors will increase
(approach 1.0). An increase in traffic on Harmony Road and an
increase in the peak hour factor will reduce the calculated delay to
the subject eastbound left turns, which are shown to operate at level
of service F in Table 3.
Figure 8 shows the short range (2013) total peak hour traffic at
the key intersections. Table 4 shows the short range (2013) total
peak hour operation at the key intersections. Calculation forms are
provided in Appendix E. The key intersections will operate acceptably
during the peak hours, except for the eastbound left turns at the
Harmony/Lady Moon intersection during the morning peak hour. It
should be noted that the calculated delay for the eastbound left turns
is the same as that with the background traffic. Therefore, the
Custom Blending site -generated traffic has no bearing on the operation
of this movement. Figure 9 shows the short range (2013) geometry at
the key intersections. The geometry at the Rock Creek/Technology and
Lady Moon/Precision intersections is per Stantec design drawings.
The Custom Blending site is in an area within which the City
requires pedestrian and bicycle level of service evaluations.
Appendix F shows a map of the area that is within 1320 feet of Custom
Blending. The Custom Blending site is located within an area termed as
"other," which sets the level of service threshold at LOS C for all
measured categories. There is one destination area within 1320 feet
of the proposed Custom Blending: 1) the residential neighborhood to
the southeast. There will be sidewalks adjacent to the site along the
south side of Precision Drive, along the west side of Lady Moon
between Rock Creek Drive and Precision Drive, and along the north side
of Rock Creek Drive from Lady Moon Drive to Technology Parkway.
Appendix F contains a Pedestrian LOS Worksheet.
DELICH ASSOCIATES Traffic & Transportation Engineering �� L
2272 Glen Haven Drive Loveland, Colorado 80538
Phone: (970) 669-2061 Fax: (970) 669-5034 �7 ", r
MEMORANDUM
TO: Angela Milewski, BHA Design
Dave Lingle, Aller-Lin le Architects
Jason Bird, Stantec
City of Fort Collins 5 `�
FROM: Matt Delich
DATE: January 30, 2008
SUBJECT: Custom Blending Transportation Impact Study
(File: 0801ME01)
This memorandum addresses the transportation impacts of the
proposed Custom Blending building. The Custom Blending building is
proposed to be located east of Ziegler Road and just north of Rock
Creek Drive in Fort Collins. The site location is shown in Figure 1.
Custom Blending is a- food/spice manufacturing operation that is
currently located in the Airport Industrial Park in Larimer County.
The scope of this study was discussed with the Fort Collins Traffic
Operations Engineer. A brief memorandum was requested. The Base
Assumptions form is provided in Appendix A. There are sidewalks along
the east side of Lady Moon Drive and along the south side of Rock
Creek Drive. There are bicycle lanes along Lady Moon Drive and Rock
Creek Drive.
Figure 2 shows recent peak hour counts at the Harmony/Lady Moon
and Rock Creek/Lady Moon intersections. Raw traffic data is provided
in Appendix B. Since the traffic counts were obtained on different
days, they were balanced/adjusted between Harmony Road and Rock Creek
Drive. These are shown in Figure 3. Table 1 shows the current peak
hour operation of the key intersections. 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 key intersections
operate acceptably during the peak hours. The Custom Blending site is
in an area termed "other."
Figure 4 shows the site plan for Custom Blending. Custom
Blending will have up to 50 employees. Access to the site will be via
future Precision Drive and future Technology Parkway. Technology
Parkway will only be built from Precision Drive to Rock Creek Drive as
shown in Figure 4. Trip Generation, 7th Edition, ITE was used as the
reference document in calculating the trip generation. Land use code
130, Industrial Park was used for the Custom Blending building. Table