HomeMy WebLinkAboutTHE OVAL FLATS - PDP - 26-08 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYIT
Pedestrian LOS Worksheet
Project Location Classification: Pedestrian district
A
A
B
A
A
Colorado State
University
Institutional
Minimum
t
Actual
A
A
A
A
A
Proposed
A
A
A
A
A
Neighborhood to the
west
Residential
Minimum
A
A
B
A
A
2
Actual
A
A
A
A
A
Proposed
A
A
A
A
A
Neighborhood to the
north
Residential
Minimum
A
A
B
A
A
3
Actual
A
A
A
A
A
Proposed
A
A
A
A
A
Neighborhood/
Commercial to the east
Residential/4
Commercial
Minimum
A
A
B
A
A
Actual
A
A
A
A
A
Proposed
A
A
A
A
A
Minimum
5
Actual
Proposed
Minimum
6
Actual
Proposed
Minimum
7
Actual
Proposed
Minimum
8
Actual
Proposed
Minimum
9
Actual
Proposed
Minimum
1 o
Actual
Proposed
3Z
F7
N
Mulberry
Street
Myrtle
a�
treet E
E
a
a�
c
o
w
cc
m
Q
a�
o
U
Laurel Street
AE House
edevelopment
00
SCALE: 1 "=500'
PEDESTRIAN INFLUENCE AREA
3t
,
- �
. �
F
30
HCM Unsignalized Intersect._.i Capacity Analysis 1: Laurel & Alley
Short Total PM
k 41
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
r' +
0
Y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
8
849
904
12
11
12
Peak Hour Factor
0.88
0.88
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
9
965
1064
14
13
14
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
318
pX, platoon unblocked
0.88
0.88
0.88
vC, conflicting volume
1078
1571
539
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
949
1511
335
IC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
IF (s)
2.2
3.5
3.3
p0 queue free %
99
87
98
cM capacity (veh/h)
631
96
580
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
SB 1
Volume Total
331
643
709
369
27
Volume Left
9
0
0
0
13
Volume Right
0
0
0
14
14
cSH
631
1700
1700
1700
170
Volume to Capacity
0.01
0.38
0.42
0.22
0.16
Queue Length 95th (ft)
1
0
0
0
14
Control Delay (s)
0.5
0.0
0.0
0.0
30.2
Lane LOS
A
D
Approach Delay (s)
0.2
0.0
30.2
Approach LOS
D
Intersection Summary
Average Delay
0.5
Intersection Capacity Utilization
39.1%
ICU Level of Service A
Analysis Period (min)
15
Joseph
Matthew J. Delich , P. E.
Zq
HCM Unsignalized Intersec', Capacity Analysis 1: Laurel & Alley "
Short Total AM
.t
--*,
~
k
\P.
4/
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4+
}j,
Y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
2
373
268
3
11
8
Peak Hour Factor
0.85
0.85
0.88
0.88
0.85
0.85
Hourly flow rate (vph)
2
439
305
3
13
9
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
328
pX, platoon unblocked
1.00
1.00
1.00
vC, conflicting volume
308
530
154
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
308
530
154
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
97
99
cM capacity (veh/h)
1250
478
865
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
SB 1
Volume Total
149
293
203
105
22
Volume Left
2
0
0
0
13
Volume Right
0
0
0
3
9
cSH
1250
1700
1700
1700
589
Volume to Capacity
0.00
0.17
0.12
0.06
0.04
Queue Length 95th (ft)
0
0
0
0
3
Control Delay (s)
0.1
0.0
0.0
0.0
11.4
Lane LOS
A
B
Approach Delay (s)
0.0
0.0
11.4
Approach LOS
B
Intersection Summary
Average Delay
0.4
Intersection Capacity Utilization
21.7%
ICU Level of Service A
Analysis Period (min)
15
Joseph
Matthew J. Delich , P. E.
HCM Signalized Intersectior, . apacity Analysis 22: Laurel & Howes
Short Total PM
Movement
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR SBL
SBT
SBR
Lane Configurations
ft
+T*
+
4
F
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900 1900
1900
1900 19b0
1900
1900
Lane Width
10
12
12
9
12
12 12
12
12 12
12
11
Total Lost time (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frpb, ped/bikes
1.00
1.00
1.00
0.99
0.99
1.00
0.90
Flpb, ped/bikes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
0.99
1.00
0.99
0.98
1.00
0.85
Fit Protected
0.95
1.00
0.95
1.00
0.97
0.96
1.00
Satd. Flow (prot)
1652
3503
1593
3498
1762
1794
1383
Fit Permitted
0.28
1.00
0.23
1.00
0.97
0.96
1.00
Satd. Flow (perm)
481
3503
385
3498
1762
1794
1383
Volume (vph)
32
796
32
37
714
28 99
44
18 109
32
103
Peak -hour factor, PHF
0.85
0.85
0.85
0.85
0.88
0.85 0.85
0.88
0.85 0.85
0.85
0.92
Adj. Flow (vph)
38
936
38
44
811
33 116
50
21 128
38
112
RTOR Reduction (vph)
0
2
0
0
2
0 0
4
0 0
0
95
Lane Group Flow (vph)
38
972
0
44
842
0 0
183
0 0
166
17
Confl. Peds. (#/hr)
29
39
38
43
Turn Type
Perm
Perm
Split
Split
Perm
Protected Phases
4
4
6
6
2
2
Permitted Phases
4
4
2
Actuated Green, G (s)
70.0
70.0
70.0
70.0
17.3
16.2
16.2
Effective Green, g (s)
72.5
72.5
72.5
72.5
19.8
18.7
18.7
Actuated g/C Ratio
0.60
0.60
0.60
0.60
0.16
0.16
0.16
Clearance Time (s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
291
2116
233
2113
291
280
216
v/s Ratio Prot
c0.28
0.24
c0.10
c0.09
v/s Ratio Perm
0.08
0.11
0.01
v/c Ratio
0.13
0.46
0.19
0.40
0.63
0.59
0.08
Uniform Delay, d1
10.2
13.0
10.6
12.4
46.7
47.1
43.3
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay_ , d2
0.9
0.7
1.8
0.6
4.2
3.3
0.2
Delay (s)
11.1
13.7
12.4
12.9
50.9
50.5
43.5
Level of Service
B
B
B
B
D
D
D
Approach Delay (s)
13.6
12.9
50.9
47.6
Approach LOS
B
B
D
D
Intersection Summary
HCM Average Control Delay
20.3 HCM Level of Service C
HCM Volume to Capacity ratio
0.51
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization
57.9% ICU Level of Service B
Analysis Period (min)
15
c Critical Lane Group
Joseph
Matthew J. Delich , P. E.
Z7
HCM Signalized Intersectio, apacity Analysis
22: Laurel & Howes'
Short Total AM
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL NBT
NBR
SBL
SBT
SBR
Lane Configurations
0
0
*4
4
r
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
Lane Width
10
12
12
9
12
12
12 12
12
12
12
11
Total Lost time (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frpb, ped/bikes
1.00
0.99
1.00
1.00
0.98
1.00
0.97
Flpb, ped/bikes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
0.98
1.00
0.99
0.94
1.00
0.85
Fit Protected
0.95
1.00
0.95
1.00
0.98
0.98
1.00
Satd. Flow (prot)
1652
3435
1593
3470
1682
1827
1479
Fit Permitted
0.57
1.00
0.49
1.00
0.98
0.98
1.00
Satd. Flow (perm)
998
3435
829
3470
1682
1827
1479
Volume (vph)
17
319
48
35
223
24
27 11
29
29
44
21
Peak -hour factor, PHF
0.85
0.88
0.85
0.85
0.86
0.85
0.85 0.85
0.85
0.85
0.85
0.85
Adj. Flow (vph)
20
362
56
41
259
28
32 13
34
34
52
25
RTOR Reduction (vph)
0
6
0
0
4
0
0 29
0
0
0
22
Lane Group Flow (vph)
20
412
0
41
283
0
0 50
0
0
86
3
Confl. Peds. (#/hr)
17
10
22
12
Turn Type
Perm
Perm
Split
Split
Perm
Protected Phases
4
4
6 6
2
2
Permitted Phases
4
4
2
Actuated Green, G (s)
72.3
72.3
72.3
72.3
10.2
11.0
11.0
Effective Green, g (s)
74.8
74.8
74.8
74.8
12.7
13.5
13.5
Actuated g/C Ratio
0.68
0.68
0.68
0.68
0.12
0.12
0.12
Clearance Time (s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
679
2336
564
2360
194
224
182
v/s Ratio Prot
c0.12
0.08
c0.03
c0.05
v/s Ratio Perm
0.02
0.05
0.00
v/c Ratio
0.03
0.18
0.07
0.12
0.26
0.38
0.02
Uniform Delay, d1
5.7
6.4
5.9
6.1
44.3
44.4
42.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.1
0.2
0.3
0.1
0.7
1.1
0.0
Delay (s)
5.8
6.6
6.2
6.2
45.1
45.5
42.5
Level of Service
A
A
A
A
D
D
D
Approach Delay (s)
6.5
6.2
45.1
44.8
Approach LOS
A
A
D
D
Intersection Summary
HCM Average Control Delay
14.1 HCM Level of Service B
HCM Volume to Capacity ratio
0.21
Actuated Cycle Length (s)
110.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization
42.3% ICU Level of Service A
Analysis Period (min)
15
c Critical Lane Group
Joseph
Matthew J. Delich , P. E.
zG
APPENDIX E
z 5-
HCM Unsignalized Intersec
Capacity Analysis
1: Laurel & Alley' "
Short Background PM
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4+
fto
Y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
2
849
904
0
4
9
Peak Hour Factor
0.88
0.88
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
2
965
1064
0
5
11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
318
pX, platoon unblocked
0.88
0.88
0.88
vC, conflicting volume
1064
1550
532
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
935
1489
330
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
95
98
cM capacity (veh/h)
640
101
586
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
SB 1
Volume Total
324
643
709
355
15
Volume Left
2
0
0
0
5
Volume Right
0
0
0
0
11
cSH
640
1700
1700
1700
236
Volume to Capacity
0.00
0.38
0.42
0.21
0.06
Queue Length 95th (ft)
0
0
0
0
5
Control Delay (s)
0.1
0.0
0.0
0.0
21.3
Lane LOS
A
C
Approach Delay (s)
0.0
0.0
21.3
Approach LOS
C
Intersection Summary
Average Delay
0.2
Intersection Capacity Utilization
35.0%
ICU Level of Service A
Analysis Period (min)
15
Joseph
Matthew J. Delich , P. E.
z Q-
HCM Unsignalized Intersec. .i Capacity Analysis 1: Laurel & Alley
Short Background AM
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4+
+T*
Y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
1
373
268
0
0
3
Peak Hour Factor
0.85
0.85
0.88
0.88
0.85
0.85
Hourly flow rate (vph)
1
439
305
0
0
4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
328
pX, platoon unblocked
vC, conflicting volume
305
526
152
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
305
526
152
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
100
100
cM capacity (veh/h)
1253
481
867
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
SB 1
Volume Total
147
293
203
102
4
Volume Left
1
0
0
0
0
Volume Right
0
0
0
0
4
cSH
1253
1700
1700
1700
867
Volume to Capacity
0.00
0.17
0.12
0.06
0.00
Queue Length 95th (ft)
0
0
0
0
0
Control Delay (s)
0.1
0.0
0.0
0.0
9.2
Lane LOS
A
A
Approach Delay (s)
0.0
0.0
9.2
Approach LOS
A
Intersection Summary
Average Delay
0.1
Intersection Capacity Utilization
21.0%
ICU Level
of Service A
Analysis Period (min)
15
Joseph
Matthew J. Delich , P. E.
Z3
HCM Signalized Intersectic 'apacity Analysis
22: Laurel & Howes` `
Short Background PM
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL NBT
NBR
SBL
SBT
SBR
Lane Configurations
►j
+f,
1
0
+
4
r
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
Lane Width
10
12
12
9
12
12
12 12
12
12
12
11
Total Lost time (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frpb, ped/bikes
1.00
1.00
1.00
0.99
0.99
1.00
0.90
Flpb, ped/bikes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
0.99
1.00
0.99
0.98
1.00
0.85
Fit Protected
0.95
1.00
0.95
1.00
0.97
0.96
1.00
Satd. Flow (prot)
1652
3502
1593
3498
1762
1794
1383
Fit Permitted
0.28
1.00
0.23
1.00
0.97
0.96
1.00
Satd. Flow (perm)
485
3502
389
3498
1762
1794
1383
Volume (vph)
32
789
32
37
708
28
99 44
18
109
32
97
Peak -hour factor, PHF
0.85
0.85
0.85
0.85
0.88
0.85
0.85 0.88
0.85
0.85
0.85
0.92
Adj. Flow (vph)
38
928
38
44
805
33
116 50
21
128
38
105
RTOR Reduction (vph)
0
2
0
0
2
0
0 4
0
0
0
89
Lane Group Flow (vph)
38
964
0
44
836
0
0 183
0
0
166
16
Confl. Peds. (#/hr)
29
39
38
43
Turn Type
Perm
Perm
Split
Split
Perm
Protected Phases
4
4
6 6
2
2
Permitted Phases
4
4
2
Actuated Green, G (s)
70.0
70.0
70.0
70.0
17.3
16.2
16.2
Effective Green, g (s)
72.5
72.5
72.5
72.5
19.8
18.7
18.7
Actuated g/C Ratio
0.60
0.60
0.60
0.60
0.16
0.16
0.16
Clearance Time (s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
293
2116
235
2113
291
280
216
v/s Ratio Prot
c0.28
0.24
c0.10
c0.09
v/s Ratio Perm
0.08
0.11
0.01
v/c Ratio
0.13
0.46
0.19
0.40
0.63
0.59
0.08
Uniform Delay, d1
10.2
13.0
10.6
12.4
46.7
47.1
43.3
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.9
0.7
1.8
0.6
4.2
3.3
0.2
Delay (s)
11.1
13.7
12.4
12.9
50.9
50.5
43.4
Level of Service
B
B
B
B
D
D
D
Approach Delay (s)
13.6
12.9
50.9
47.7
Approach LOS
B
B
D
D
Intersection Summary
HCM Average Control Delay
20.2 HCM Level of Service C
HCM Volume to Capacity ratio
0.51
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization
57.7% ICU Level of Service B
Analysis Period (min)
15
c Critical Lane Group
Joseph
Matthew J. Delich , P. E.
Z Z
HCM Signalized Intersection. ,apacity Analysis 22: Laurel & Howes
Short Background AM
Movement
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR SBL
SBT
SBR
Lane Configurations
tij
0
4,
4
It
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900 1900
1900
1900 1900
1900
1900
Lane Width
10
12
12
9
12
12 12
12
12 12
12
11
Total Lost time (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frpb, ped/bikes
1.00
0.99
1.00
1.00
0.98
1.00
0.97
Flpb, ped/bikes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Fri:
1.00
0.98
1.00
0.99
0.94
1.00
0.85
Fit Protected
0.95
1.00
0.95
1.00
0.98
0.98
1.00
Satd. Flow (prot)
1652
3432
1593
3470
1682
1827
1479
Fit Permitted
0.58
1.00
0.50
1.00
0.98
0.98
1.00
Satd. Flow (perm)
1001
3432
841
3470
1682
1827
1479
Volume (vph)
17
308
48
35
221
24 27
11
29 29
44
20
Peak -hour factor, PHF
0.85
0.88
0.85
0.85
0.86
0.85 0.85
0.85
0.85 0.85
0.85
0.85
Adj. Flow (vph)
20
350
56
41
257
28 32
13
34 34
52
24
RTOR Reduction (vph)
0
6
0
0
4
0 0
29
0 0
0
21
Lane Group Flow (vph)
20
400
0
41
281
0 0
50
0 0
86
3
Confl. Peds. (#/hr)
17
10
22
12
Turn Type .,
Perm
Perm
Split
Split
Perm
Protected Phases
4
4
6
6
2
2
Permitted Phases
4
4
2
Actuated Green, G (s)
72.3
72.3
72.3
72.3
10.2
11.0
11.0
Effective Green, g (s)
74.8
74.8
74.8
74.8
12.7
13.5
13.5
Actuated g/C Ratio
0.68
0.68
0.68
0.68
0.12
0.12
0.12
Clearance Time (s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
681
2334
572
2360
194
224
182
v/s Ratio Prot
c0.12
0.08
c0.03
c0.05
v/s Ratio Perm
0.02
0.05
0.00
v/c Ratio
0.03
0.17
0.07
0.12
0.26
0.38
0.02
Uniform Delay, d1
5.7
6.4
5.9
6.1
44.3
44.4
42.4
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.1
0.2
0.2
0.1
0.7
1.1
0.0
Delay (s)
5.8
6.5
6.2
6.2
45.1
45.5
42.4
Level of Service
A
A
A
A
D
D
D
Approach Delay (s)
6.5
6.2
45.1
44.8
Approach LOS
A
A
D
D
Intersection Summa
HCM Average Control Delay
14.1 HCM Level of Service B
HCM Volume to Capacity ratio
0.21
Actuated Cycle Length (s)
110.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization
42.3% ICU Level of Service A
Analysis Period (min)
15
c Critical Lane Group
Joseph
Matthew J. Delich , P. E.
Z(
No Text
Table 4-3
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
�f
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
WA
F**
F
E
(arterial/collector or local —
any approach lep)
Stop sign control
WA
C
C
(collectorfloca"ny
r
approach leg)
mitigating measures required
" considered nominal in an urban environment
UNSLGNALIZED INTERSECTIONS
Level-of-Service
Average Total Delay
Average
A
<10
[i
> 10 and < 15
-
c
> 15 and < 25
D
>25and <35
L
>35and <50
F —
> 50
SIGNALIZED INTERSECTIONS
Level -of -Service
Average Total Delay
sec/veh
---
A
< 10
1;
> 10 and _< 20
C
> 20 and < 35
D
> 35 and _< 55
—
E
— > 55 and < 80
1:
> 80
w
0HCM Unsignalized Intersec. .i Capacity Analysis 1: Laurel & Alley
Recent PM
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
4+
0
►Y►
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
2
807
860
0
4
9
Peak Hour Factor
0.88
0.88
0.85
0.85
0.85
0.85
Hourly flow rate (vph)
2
917
1012
0
5
11
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
318
pX, platoon unblocked
0.89
0.89
0.89
vC, conflicting volume
1012
1475
506
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
886
1408
316
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
96
98
cM capacity (veh/h)
674
115
603
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
SB 1
Volume Total
308
611
675
337
15
Volume Left
2
0
0
0
5
Volume Right
0
0
0
0
11
cSH
674
1700
1700
1700
261
Volume to Capacity
0.00
0.36
0.40
0.20
0.06
Queue Length 95th (ft)
0
0
0
0
5
Control Delay (s)
0.1
0.0
0.0
0.0
19.6
Lane LOS
A
C
Approach Delay (s)
0.0
0.0
19.6
Approach LOS
C
Intersection Summary
Average Delay
0.2
Intersection Capacity Utilization
33.8%
ICU Level of Service A
Analysis Period (min)
15
Joseph
Matthew J. Delich , P. E.
1-?
HCM Unsignalized Intersec I Capacity Analysis 1: Laurel & Alley'
Recent AM
Movement
EBL
EBT
WBT
WBR
SBL
SBR
Lane Configurations
*'+
+T*
Y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
1
355
255
0
0
3
Peak Hour Factor
0.85
0.85
0.88
0.88
0.85
0.85
Hourly flow rate (vph)
1
418
290
0
0
4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
328
pX, platoon unblocked
vC, conflicting volume
290
501
145
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
290
501
145
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
100
100
100
cM capacity (veh/h)
1269
499
876
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
SB 1
Volume Total
140
278
193
97
4
Volume Left
1
0
0
0
0
Volume Right
0
0
0
0
4
cSH
1269
1700
1700
1700
876
Volume to Capacity
0.00
0.16
0.11
0.06
0.00
Queue Length 95th (ft)
0
0
0
0
0
Control Delay (s)
0.1
0.0
0.0
0.0
9A
Lane LOS
A
A
Approach Delay (s)
0.0
0.0
9.1
Approach LOS
A
Intersection Summary
Average Delay
0.1
Intersection Capacity Utilization
20.5%
ICU Level of Service A
Analysis Period (min)
15
Joseph
Matthew J. Delich , P. E.
•HCM Signalized Intersectioi..apacity Analysis 22: Laurel & Howes
Recent PM
--• -'V I k 4\
Movement
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR SBL
SBT
SBR
Lane Configurations
►i
0
►j
0
*T
r
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900 1900
1900
1900 1900
1900
1900
Lane Width
10
12
12
9
12
12 12
12
12 12
12
11
Total Lost time (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frpb, ped/bikes
1.00
1.00
1.00
0.99
0.99
1.00
0.90
Flpb, ped/bikes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
0.99
1.00
0.99
0.98
1.00
0.85
Flt Protected
0.95
1.00
0.95
1.00
0.97
0.96
1.00
Satd. Flow (prot)
1652
3504
1593
3497
1742
1793
1383
Flt Permitted
0.29
1.00
0.25
1.00
0.97
0.96
1.00
Satd. Flow (perm)
513
3504
417
3497
1742
1793
1383
Volume (vph)
30
751
30
35
674
27 94
42
28 104
30
92
Peak -hour factor, PHF
0.85
0.85
0.85
0.85
0.88
0.85 0.85
0.88
0.85 0.85
0.85
0.92
Adj. Flow (vph)
35
884
35
41
766
32 111
48
33 122
35
100
RTOR Reduction (vph)
0
2
0
0
2
0 0
7
0 0
0
85
Lane Group Flow (vph)
35
917
0
41
796,
0 0
185
0 0
157
15
Confl. Peds. (#/hr)
29
39
38
43
Turn Type
Perm
Perm
Split
Split
Perm
Protected Phases
4
4
6
6
2
2
Permitted Phases
4
4
2
Actuated Green, G (s)
70.1
70.1
70.1
70.1
17.6
15.8
15.8
Effective Green, g (s)
72.6
72.6
72.6
72.6
20.1
18.3
18.3
Actuated g/C Ratio
0.60
0.60
0.60
0.60
0.17
0.15
0.15
Clearance Time (s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
310
2120
252
2116
292
273
211
v/s Ratio Prot
c0.26
0.23
c0.11
c0.09
v/s Ratio Perm
0.07
0.10
0.01
v/c Ratio
0.11
0.43
0.16
0.38
0.63
0.58
0.07
Uniform Delay, d1
10.0
12.7
10.4
12.1
46.5
47.2
43.6
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.7
0.6
1.4
0.5
4.5
2.9
0.1
Delay (s)
10.8
13.3
11.8
12.6
51.0
50.2
43.7
Level of Service
B
B
B
B
D
D
D
Approach Delay (s)
13.2
12.6
51.0
47.7
Approach LOS
B
B
D
D
Intersection Summa
HCM Average Control Delay
20.2 HCM Level of Service C
HCM Volume to Capacity ratio
0.49
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization
56.7% ICU Level of Service B
Analysis Period (min)
15
c Critical Lane Group
Joseph
Matthew J. Delich , P. E.
/ 5'
HCM Signalized Intersectio apacity Analysis 22: Laurel & Howes'
Recent AM
Movement
EBL
EBT
EBR
WBL
WBT
WBR NBL
NBT
NBR SBL
SBT
SBR
Lane Configurations
►j
+T*
rj
+T*
41.
4
r
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900 1900
1900
1900 1900
1900
1900
Lane Width
10
12
12
9
12
12 12
12
12 12
12
11
Total Lost time (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
1.00
1.00
Frpb, ped/bikes
1.00
0.99
1.00
1.00
0.98
1.00
0.97
Flpb, ped/bikes
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Frt
1.00
0.98
1.00
0.99
0.96
1.00
0.85
Flt Protected
0.95.
1.00
0.95
1.00
0.98
0.98
1.00
Satd. Flow (prot)
1652
3431
1593
3469
1712
1826
1479
Flt Permitted
0.58
1.00
0.51
1.00
0.98
0.98
1.00
Satd. Flow (perm)
1017
3431
860
3469
1712
1826
1479
Volume (vph)
16
293
46
33
210
23 26
10
17 28
42
19
Peak -hour factor, PHF
0.85
0.88
0.85
0.85
0.86
0.85 0.85
0.85
0.85 0.85
0.85
0.85
Adj. Flow (vph)
19
333
54
39
244
27 31
12
20 33
49
22
RTOR Reduction (vph)
0
7
0
0
4
0 0
18
0 0
0
19
Lane Group Flow (vph)
19
380
0
39
267
0 0
45
0 0
82
3
Confl. Peds. (#/hr)
17
10
22
12
Turn Type
Perm
Perm
Split
Split
Perm
Protected Phases
4
4
6
6
2
2
Permitted Phases
4
4
2
Actuated Green, G (s)
72.5
72.5
72.5
72.5
10.1
10.9
10.9
Effective Green, g (s)
75.0
75.0
75.0
75.0
12.6
13.4
13.4
Actuated g/C Ratio
0.68
0.68
0.68
0.68
0.11
0.12
0.12
Clearance Time (s)
5.5
5.5
5.5
5.5
5.5
5.5
5.5
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
693
2339
586
2365
196
222
180
v/s Ratio Prot
c0.11
0.08
c0.03
c0.04
v/s Ratio Perm
0.02
0.05
0.00
v/c Ratio
0.03
0.16
0.07
0.11
0.23
0.37
0.01
Uniform Delay, d1
5.7
6.3
5.8
6.0
44.3
44.4
42.5
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
0.1
0.1
0.2
0.1
0.6
1.0
0.0
Delay (s)
5.7
6.4
6.1
6.1
44.9
45.5
42.5
Level of Service
A
A
A
A
D
D
D
Approach Delay (s)
6.4
6.1
44.9
44.8
Approach LOS
A
A
D
D
Intersection Summa
HCM Average Control Delay
13.6 HCM Level of Service B
HCM Volume to Capacity ratio
0.20
Actuated Cycle Length (s)
110.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization
41.7% ICU Level of Service A
Analysis Period (min)
15
c Critical Lane Group
Joseph
Matthew J. Delich , P. E.
14
APPENDIX C
13
N
R = right turn
S = straight
I—Ink1—
MATTHEW J. DELICH, P.E.
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: 970 669.2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 6/10/2008 Observer: Carl
Day: Tuesday Jurisdiction: Fort Collins
Intersection: Laurel/Alley
Time
Begins
Northbound:
Southbound: Alley
Total
north/south
Eastbound: Laurel
Westbound: Laurel
Total
eastlwest
Total
All
L
S
I R
Total
L
S
R
Total
L
S
R
Total
L
S
R
Total
7:15
1
1-7-
+Ra+ ,,:
0
1
1
1
0
33
33
46
0
46
79
80
7:30
0
0
1
1
1
0
63
63
73
0
73
136
137
7:45
0
0
2
2
2
0
49
49
72
0
72
121
123
8:00
0
0
0
0
0
1
68
69
79
0
79
148
148
8:15
0
0
0
0
0
0
47
47
67
0
67
114
114
8:30
0
o
1
: 1
1
0
64
64 -
86
0
86
150
151
7:45.8:45 0 1 0 0 , 0 x „ <34r,` 3 3 1 1228 f ; �0 1 229 0 304 ; 0 304 533 44 _ ur``" �%
PHF nla 0.38 1 0.83 I 0.88
4:15
0
2
5
" u` ` '
7
0
104
101
0
101
205t
'
4:30
0
0
2
t
2
0
113
91
0
91
204
206
4:45
0
3
5
8,
8
1
108
t09
119
0
119
228
236
5:00
0
1
2
.., ;.
3
0
v1
111
80
0
6o
191
194
5:15
0
0
0
"or
0
1
132
133
116
0
116
249
249
5:30
(i
1
1
2
2
0
108
106
96
0
96
204
206
4:30-5:30 0 " `' 0 0 4 s Ki, _ , 8 13 13 2 464 i0' 466 0 ' 406 ' 0 406 872 W5
PHF nla 1 0.41 0.88 0.85
NoMVSouth Street: Howes
EastiWest Street: Laurel
Time: PM
ICU Number. 22
City of Fort Collins Traffic Operations
626 Linden Street, PO Box 580
Fort Collins, CO 80522-0580
Turning Movement Study
File Name : Howes & Laurel 5-13-08
Site Code : 00000022
Start Date : 5/152008
Page No. : 2
Howes
Laurel
Howes
Laurel
8outhbound
Westbound
Northbound
Eastbound
Time a"
I Lek I TMu
I wamn I Fads I :.r
Left I.Tft " I Pad,
,ll,.,r
Left
I Trs�
yW
I Peck
..,w
Left
I Thlu I Warn Pads
rcaK MW /vlall/sls
rlvm v zv rm W =: 17
Peak Hour for
Each Approach
Begins
at:
OHl,ll
MNN.
alsM
M?>.4
�
.
+0 miss.
27 12
23
12 74
11 153 5 21
190
24
12 13 10
69
9
170
a 11
198
+15 mins.
20 6
20
13 59
6 191 2 7
206
31 ,
11 .6 10
68
a
220
9 14
251
♦30 mins.
26 7
24
12 69
, 9 164 10 5
178
22
10 4 8
42
4
195
5 12
216
,IT W1
ITr
NortIVSouth Street: Howes
EasVWest Street: Laurel
Time: PM
ICU Number. 22
City of Fort Collins Traffic Operations
626 Linden Street, PO Box 580
Fort Collins, CO 80522-0580
Turning Movement Study
File Name : Howes 8 Laurel 5-13-08
Site Code : 00000022
Start Date : 5115/2008
Page No : 1
05.00 PM
.28
7
24
12
69
9
154
10
5
178
22
10
4
6
42
4
195
5
12
216
505
05:15 FM
31
5
Z5
2
63
9
176
10
5
200
17
9
5
3'
34
9
166
8
6
169
466
G're�dTaal
104
30
92
39
265
35
674
27
38
774
94
42'.
28
29
193
30
751-
30
43
854
2086
APPI %
39.2
11.3
34.7
14.7
4.6
' 87.1
3.5
4.9
4:7
21.8
14.5
15
3.5
37.9
3.6
5
Ti ys
5
1.4
4.4
1.9
127
1:7
32.3
1.3
1.8
37.1
4.5.
2
1.3
1.4
9.3
1.4
36
1.4
2.1
.40.9
out In Total
92 30 104 39
Rl TNu Left Pede -
4� 1.. �►
yv �F Nam
51 OB 04' PM 3 a
5115fmos 05:15 PM
mMhed y
e en� fni
M
4, T r
LAR Thu ' M Pede
® 193 7EB ,
out In TomHaiwas
•
V
l
10
LVVV/ a V W VJ/e+Va VV•JT ne+ +ulu+ A WA"MIA I'JI +nn IV, JIV LLl VLVL +• VVJ
• ♦ __
i
j City of Fort Collins Traffic Operations
026 Linden Street, PO Box 680
Fort Collins. CO 80522-0580
North/South Street: Howes Turning Movement Study File Name : Howes & Laurel 5-13-08
EesWVest Street: Laurel Site Code.: 00000022
Time: AM Start Date : 61162008
ICU Number: 22 Page No :2,
Howes
Laurel
Howes
Laurel.
Southbound
Westbound
Northbound
Eastbound
Stan
Left Thru
mn Pad&
'y.nr
Laft
Thru
Right Pede
M..Tr
Left
-mru
ftrn
Pads
Left
Thru
RisM
Peas
ran
dtT7
Time
Peak Hour Analysis
From 07:30 AM to 08:15 A - Peak 1
of 1
Peak Hour for
Each Approach Ins at
7w
W.WY�
ar.•s♦••
Of.&DYI
.
410 mina.
7 10 3 2
22
8
39
7 4
58
4
1
S
6
16
2
63
. 18
3.
84
+16 mire.
7 17 9 2
35
13
57
3 12
85
8
4
3
5
20
5
83
16
2
105
+30 mina.
5 9 1 0
15
8
53
8 3
72
10
S
5
1
21
5
76
7
3
91
+45 mim,
9 6• 6 8
27.
4
61 ,
5 3
73
4'
'0
4
5
13
4
71
7
4
86
Tatel Vaume
28 42 19 10
99
33
210
23 22
2
26
10
17
17
70
16
293
46
12
367
xA .red
28.3 42.4 10.2 10.1
11.5
72.9
a 7.0
37.1
14.3
24.3
24.3
4.4
79.8
12.6
3.3
' F
I .778 .618 .528 .417
.707
.635
SHOW
.719 .45H
W
.8
00
3
i9
.750
.888
NoMuSouth Street: Howes
East/West Street Laurel
Time: AM .
ICU Number: 22
City of Fort Collins Traffic Operations
626 Linden Street, PO Box 680
Fort Collins, CO 80522-0580
Tuming Movement Study
M-.,- o.:...e.a_ 1r..�r.tH.A
File Name : Howes & laurel 5-13-08
Site Code : 00000022
Start Date : 5/16/2008
Page No : 1
Howes
Southbound
Laurel
Westbound
Howes
Northbound
Laurel
Eastbound
Start Time
LeR
Ttw
Peas
w..r a
Left
TMu
Peas
,
Left
Thu ht peds
r
Left
Thru . � Peda
w.i
p4.'rrM
07:30 AAA
07A5 AM
7
7
10
17
3 2
9 2
22
35
8,
13
39
67
7 4
3 12
58
85
4
8
1 56
4 3 5
18
2
2
5
63 16 3
83 1 2
64
106
130
246
Total
14
27
.12 4
57
21
98
10 16
1431
12
5 8 11
36
7
148 32 5
1901
426
08.00 AM
5
9
1
0
1.5
8
53
8
3
72
10
5
5
1
21
5
76
7
3
91
199
08:15 AM
9
8
8
8
27
4
61
5
3
73
. 4
0
4
5
13
4
71
7.
4
86
199 .
GrandTotel
28
42
19'
10
99
33
210
23
22
288
26
10
17
17
70
16
293
46
12
357
824
Apprch %
28J
42.4
19.2
10.1
11.6
72.9
6
7.0
37:1
14.3
24.3
24.3
4.4
79.8
12.5
3.3
Total %
3A
5.1
2.3
1.2
12
4
25.6
2.8
2.7
35
32
12
2.1
2.1
8.5
1.9
35.9
5.8
1.5
44.5
d s
Out In TOW
® DD1 148
191 42 ?61 10
Y T
n North
ss
20
's
bN5I200907.30
p@
Sq
_
S W15r1oo8,oe:15 AM rr
N
+, T r
Let Twu Nak Ped■
MI 10 I'll 17
121 >b D1
ow a Tom
NO
APPENDIX B
7
Live Search Maps
My Notes
NEW! Try Live Search 411
1
I111 Dial 1-600-CALL-411 for latest info
(p7l cSTP18UT(O.-O
vinuartarma
Y
WQak St..-. �.
n Ave
W olwa St � }
l-
or
W Magnolia St
Fort Colli.-
W My"le St N y
.. E
L
-
W ...'
Laurel St
E
- _ —_- --r--,i �—
Orad0 Plum St ^•- „
: E Plum St _
3t8 GA
'. E L
Ir
Iverslty ! FI
ai -
' Univerefly Avo Unlvm ty Ave
-
e
_Game
- South Or --South Or
I
a • EOwards
ail : @i •
,
W PRIM St K -__. _,_ r _I•;.,,,.,.
PA
!
Virtual EartC
Werry SI
-
m;
I
g
I
a
__
V
N_
W Myrae St
�
i
1
�
i
� rp
•
e
+
,.
f
I
'
1
�
N
a
SOO
I
5
35
:
tTG
I
_W_ laurel St
- _
__ _ _ ____ __
[ .
W Laurel SHill
W _tauf_d St
-
i
i
ad Main Dr i Old Main or. _
..
y.. ..._ ._—
ij!6;
Fort Collins
Plum St__ -.
____ii
I
O.
-pp!
3
.
e2MalfarsWtrq.
-
___+ 1 0MHAYtE
R9
Trip Generation
Code
Use
Sae
AWDTE
AM Peak Hour
PM Peak Hour
Rare
I Trips
Rate
In
Rao,
Out
Rate
In
Rafe
Out
22�
i0R T-MVJ�
((3 FM53
35
3�
0,65&
6,
Q.224
ZS
0.26
24
0.140
1(0
�CDucTri� �Fo
Z5%
ze
q _
l
7
4
l Z
LTL"1=Ni@'tt
��
—
�
lqb
46
3Vr
lZ
l
14
TAIL —Ili
`-Dn
CAT
P
2Kt
oR
&z'
l�
se
1-r tS C�PCGTG=D�fisSUMGD 7-#AT 7I46r99 86F
Po Vewictc- T21Ps 'ro T ��`i'A1c L%sGSr g�Nc� "0
PAr-KING fs ppovli,�D. l3CGow es TfFesr 7krP �•BNvR�Q'treAJ
t
&s�rMAr&r IP PApe—ING WAS PP.6v1*b&D.
qs3
COvr—e U
5 04ap ( 1)
/.959
(C S 1=
140o
CL)
3Co•Z
71
V•S
b8
13.1
L(o
13.!'
z%
473[,OKSF
7S
SebP
31?5•%%
34(0
34.0
3.i
37-n
37
13.1
13
13•S
13
Ct> CaFF6E SAP ��cP Cn�NrS��Rz�aitl 5"rv1��.
�2 � SrAQ svCc�S 1`�1(tA
IliC S'eCr-roN I TG F,4or, r�s'
5
0
0
im ),C�w
.82 36, LOT 2
6 acres �I
la BLOCK 6 .a., C
c I
FFTTTi-�
vi I or• '�%%
I gl
I c
•-
LOT 1
I
a
N
BLOCK96
fl
'
I ®
..
i
o
Sto¢AG�
'
BL(
a
I I
I
3aGGz
Co
�e� 5
P
_
N
(�
617E PLAN
WEST LAUREL STREET
(100' R.O.W.)
1--O
ZV
W C6
Wa3
O�
COWU
G�-
IX
¢U.
Iti Live Search Maps
My Notes
a - NEW! Try Live Search 411
Dial 1-000-CALL-41 I for latest info
berry, St--iiiN
f
Myrtle St
Vzortafia Sl
ro
Fort C*Uins
is
CA
M
w.
AS
micralllor,� L -- I ma"Inez
tuaftrtbz,. Park
Cherry St CherrySt.
I MAple--4
Lapoilte Ave
runtain Ave W Mounts in Ave I
Buckinghem
W Oak St IN Oak Si
E Oak
W 011ive SI
Fort Colliesi^
W Mulberry St
5fe PI
W Laurel St
E Laurel St
w Plum sit Pium tit"'
E Plum St
ISI
F ElIzabot St -
ro Gkftfa St
w Plikai sit L LU
E Pilkin 8t
W Lake St
j Z
W Pros" FW
E ProsWt F
2,13arker St
ly or
W Stuart St
E Stuart St
I Spring- 91 A-- OP074AVTE
3
ra
Park
Olive SCJ""
E
t
Myroe St -somameowaff movam-
dNftft-jjELaurel St
C
rc
11
E Plm St
E Uwd St
F
Garfield St
rh
dwards St c
3
Chapter — Attachments
Attachment A
Transportation Impact Study
Base Assumptions
Project Information
Project Name ":e Af R„
L p.( N T
Project Location
-
TIS Assumptions
Type of Study
Full:
Inte late: 1A [--µ Q
Study Area Boundaries
North:
South:
East:
West:
Study Years
Short Range: 2 ?j
Long Range: &I4
Future Traffic Growth Rate
® ' _ /, p %
A
Study Intersections
1. All access drives A%d ua
5.
2. a6rz &S
6.
3, L
7.
4.
8.
Time Period for Study <
AM: 7:bq o M: 4:00- : Sat Noon: No
TFs b
Trip Generation Rates7E
Trip Adjustment Factors
Passby: /�
/
Captive omg AsPSX&'
Market: A t, t-
Overall Trip Distribution
SEE ATTACHED SKETCH
Mode Split Assumptions
o B TA.V-6Ae- �,�/
�tK C1 S U
Committed Roadway Improvements
Other Traffic Studies
A)Q r 4,g (?� p R
Y7 CCTy V t
Areas Requiring Special Study
Date: J u"c 6 , 2 008
Traffic Engineer:
Local Entity Engi
Page 4-34 Larimer County Urban Area Street Standards — Repealed and Reenacted April 1, 2007
Adopted by Larimer County, City of Loveland, City of Fort Collins
44
Z
APPENDIX A
^Y`
^W`
W
L
``Y^^
vJ
(A
N
3
0
m
-90 - Denotes Lane
SHORT RANGE GEOMETRY
A&
N
Figure 9
TABLE 3
Short Range (2013) Background Peak Hour Operation
Intersection
Movement
Level of Service
AM
PM
Laurel/Howes
(signal)
EB LT
A
B
EB T/RT
A
B
EB APPROACH
A
B
WB LT
A
B
WB T/RT
A
B
WB APPROACH
A
B
NB LT/T/RT
D
D
SB LT/T
D
D
SB RT
D
D
SB APPROACH
D
D
OVERALL
B
C
Laurel/Alley
(stop sign)
EB LT/T
A
A
SB LT/RT
A
C
TABLE 4
Short Range (2013) Total Peak Hour Operation
Intersection
Movement
Level of Service
AM
PM
Laurel/Howes
(signal)
EB LT
A
B
B
EB T/RT
A
EB APPROACH
A
B
WB LT
A
B
WB T/RT
A
B
B
WB APPROACH
A
NB LT/I'/RT
D
D
SB LT/T
D
D
SB RT
D
D
SB APPROACH
D
D
OVERALL
B
C
Laurel/Alley
(stop sign)
EB LT/T
A
A
SB LT/RT
B
D
T
N
Q
N
00
2/8
373/849 —�
3/12
268/904
Laurel Street
AM/PM
SHORT RANGE (2013) TOTAL
PEAK HOUR TRAFFIC
co
O N
� M
N
JI
17/32
O
O
N
319/796 —►
48/32
N
24/28
223/714
35/37
rn v co
rn v
rn
N r- N
Figure 8
m :!�
cn (D
1/2
373/849 —►
11*
0/0
-o268/904
Laurel Street
-aAM/PM
SHORT RANGE (2013) BACKGROUND
PEAK HOUR TRAFFIC
a)
1� N O
O 't m
N 'IT N
1
17/32
308/789 —�
48/32
L
0
N
24/28
221 /708
35/37
0) It ao
0) v
rn
N — N
Figure 7
---aAM/PM
SITE GENERATED
PEAK HOUR TRAFFIC
A&
N
Figure 6
r1
-Z
Mulberry
Street
5%
a�
30%
Myrtle
treet E
E
`�
0
w
aD
c
0
0
0
_
a
m
Q
0
Im
a�
W
30%
Laurel Street
0
U
3� 5%
SAE House
7
Redevelopment
SCALE: 1 "=500'
TRIP DISTRIBUTION Figure 5
a' uwn u w
SITE PLAN
II
I
I
I.
I
I
i
I&
N
SCALE 1 "=40'
Figure 4
TABLE 1
Current Peak Hour Operation
Intersection
Movement
Level of Service
IM
PM
LaurelHowes
(signal))
EB LT
A
B
EB T/RT
A
B
EB APPROACH
A
B
WB LT
A
B
WB T/RT
A
B
WB APPROACH
A
B
NB LTIT/RT
D
D
SB LT/T
D
D
SB RT
D
D
SB APPROACH
D
D
OVERALL
B
C
Laurel/Alley
(stop sign)
EB LTlf
A
A
SB LT/RT
A
C
TABLE 2
Trip Generation
Code
Use
Size
AWDTE
AM Peak Hour
PM Peak Hour
Rate
Tnps-
Rate
in
Rate
Out
Rate
In
Rate
Out
220
Apartments
98 Beds
3.35
1 330
0.05
5
0.22
22
0.26
25
0.14
14
25% Reduction for Altemafive Modes
82
1
5
6
3
Total
248
4
17
19
41
0
Q
m :!�
co O
a 255/860
1/2
355/807 --a--
ADJUSTED RECENT
PEAK HOUR TRAFFIC
Laurel Street
---w— AM/PM
Iq
N O O
a) M
O) N 000
)- l- N
f 1
16/30
2931751 —a--
46/30
U)
0
4-
N
23/27
—�— 210/674
33/35
Figure 3
a
0
Q
M O
f
1/2
228/464 —►
0/0
304/406
Laurel Street
�— AM/PM
N O O
0') N co
)— l- N
f 1
16/30
293/751 —�
46/30
0
En
0
0
23/27
210/674
33/35
W �d
co o co
N r- N
RECENT PEAK HOUR TRAFFIC Figure 2
7N-]
Mulberry
Street
Myrtle
a�
Ptreet E
E
a�
m
w'
v
N
m
a)
c
N
@
j
Q
a�
d
Laurel Street
0
U
SAE House
Redevelopment
SCALE: 1 "=500'
SITE LOCATION Figure 1
Currently, this area is served by Transfort Route 1, 2, 3, 4, 6,
7, 11, and 15. It is expected that transit level of service will be
acceptable.
It is concluded that, with development of the SAE House
Redevelopment, 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, bicycle, and transit modes will
be acceptable.
Figure 4 shows the site plan for the SAE House Redevelopment.
The SAE House Redevelopment will consist of 97-98 apartment beds, a
bagel shop, a coffee shop, and some retail. Access to the on -site
parking will be via the alley perpendicular to Laurel Street, west of
the site. Trip Generation, 7ch Edition, ITE was used as the reference
document in calculating the trip generation. Since, this site is close
to the.Colorado State University campus, a reduction (250) was taken for
the apartment trips that are expected to walk or bike to and from this
site. Since there is no parking provided for the coffee/bagel/retail
shops, a 100 percent discount was taken for these uses. Table 2 shows
the trip generation for the SAE House Redevelopment. This trip
generation was discussed and agreed to in the scoping meeting.
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 the SAE House Redevelopment.
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.
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. Figure 9 shows the short range (2013) geometry
at the key intersections. This is the existing geometry.
The SAE House Redevelopment 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 the SAE
House Redevelopment. The SAE House Redevelopment site is located
within an area termed as "pedestrian district," which sets the level
of service threshold at LOS A for all measured categories except
street crossing, which is B. There are four destination areas within
1320 feet of the proposed SAE House Redevelopment: 1) the Colorado
State University Campus area to the south of the site, 2) the
residential neighborhood to the west of the site, 3) the residential
neighborhood to the north of the site, and 4) the residential
neighborhood/commercial center to the east. Currently there are
sidewalks adjacent to the site along Laurel Street and Howes Street,
Appendix F contains a Pedestrian LOS Worksheet.
Based upon Fort Collins bicycle LOS criteria, the only bicycle
destination is Colorado State University Campus. This site connects
directly to bike lanes on Howes Street, which achieves level of
service B.
DELICH ASSOCIATES Traffic & Transportation Engineering J`Z
2272 Glen Haven Drive Loveland, Colorado 80538
Phone: (970) 669-2061 Fax: (970) 669-5034 "7/,i r
TO: Dale Young, Brinkman Partners
Ian Shuff, Aller-Lingle Architects
City of Fort Collins
FROM: Joe/Matt Delich
DATE: August 8, 2008
SUBJECT: SAE House Redevelopment Transportation Impact Study
(File: 0859ME02)
This memorandum addresses the transportation impacts of the
proposed SAE House Redevelopment. The SAE House Redevelopment is
located in the northwest quadrant of the Laurel/Howes intersection, in
Fort Collins. The site location is shown in Figure 1. The SAE House
is currently vacant. The SAE House Redevelopment will consist of 97-
98 apartment beds, a bagel shop, a coffee shop, and some retail
(possible barber shop). 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 developed parcels of land within 0.25 miles
of the site. There are bicycle lanes along Howes Street and Mason
Street.
Figure 2 shows recent peak hour counts at the Laurel/Howes and
Laurel/Alley intersections. The count data at the Laurel/Howes
intersection was obtained in May 2008, by the City of Fort Collins.
The count data at the Laurel/Alley intersection was obtained in June
2008. Raw traffic data is provided in Appendix B. Since the traffic
count at the Laurel/Alley intersection was obtained when Colorado
State University was not in session, the traffic at the Laurel/Alley
intersection was adjusted. This is shown in Figure 3. Table 1 shows
the current peak hour operation of the Laurel/Howes and Laurel/Alley
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 SAE House Redevelopment site is in an area termed
"mixed use district." In areas termed "mixed use district,"
acceptable overall operation at signalized intersections during the
peak hours is defined as level of service E or better. Any leg or
movement can also operate at level of service E or better. At
unsignalized intersections during the peak hours, acceptable operation
is defined as level of service F, which is considered to be normal in
an urban environment.