HomeMy WebLinkAboutRIVERSIDE & LEMAY COMMERCIAL DEVELOPMENT - PDP - 34-06 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY�
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rTR�FIC VOL GUIDELINES FOR DESIGN RIGHT TURN LANES
LARIMEa COUNTY DESIGN REVISION NO: FIGS
[RAN ARE FIGURE
STREET STANDARDS D T: 0 /7 0 8—&
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APPENDIX D
Right -Turn Lane Warrants
J
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HCM Unsignalized Intersection Capacity Analysis Total Traffic Volumes
6: Riverside Avenue & Access A Year 2025 - PM Peak Hour
--I,. %'�' ~
Movement EBT EBR WBL
Lane Configurations
¢t
r
►j
tt
►j
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
1281
129
48
1514
70
145
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Hourly flow rate (vph)
1348
136
51
1594
74
153
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
336
pX, platoon unblocked
0.67
vC, conflicting volume
1484
2246
674
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
1484
2365
674
tC, single (s)
4.1
6.8
6.9
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
89
0
62
cM capacity (veh/h)
449
18
397
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
NB 2
Volume Total
674
674
136
51
797
797
74
153
Volume Left
0
0
0
51
0
0
74
0
Volume Right
0
0
136
0
0
0
0
153
cSH
1700
1700
1700
449
1700
1700
18
397
Volume to Capacity
0.40
0.40
0.08
0.11
0.47
0.47
4.19
0.38
Queue Length 95th (ft)
0
0
0
9
0
0
Err
44
Control Delay (s)
0.0
0.0
0.0
14.0
0.0
0.0
Err
19.6
Lane LOS
B
F
C
Approach Delay (s)
0.0
0.4
3268.7
Approach LOS
F
Intersection Summary
Average Delay
220.7
Intersection Capacity Utilization
52.4%
ICU Level of Service
A
Analysis Period (min)
15
1/18/2007 Synchro 6 Report
Krager and Associates, Inc. Z:\DSYNCHRO\0698\698-Itp.sy7
' January 2007 Appendix C Page C-10
I
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HCM Signalized Intersection Capacity Analysis Total Traffic Volumes
3: Riverside Avenue & Lemay Avenue Year 2025 - PM Peak Hour
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
ft
if
►j
'PTA
++
r
?T>
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
0.95
1.00
1.00
0.95
Frt
1.00
1.00
0.85
1.00
0.97
1.00
1.00
0.85
1.00
0.99
Fit Protected
0.95
1.00
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Said. Flow (prot)
1770
3539
1583
1770
3432
1770
3539
1583
1770
3503
Fit Permitted
0.09
1.00
1.00
0,32
1.00
0.10
1.00
1.00
0.12
1.00
Satd. Flow (perm)
169
3539
1583
597
3432
187
3539
1583
223
3503
Volume (vph)
297
632
497
145
1102
280
379
881
60
184
1112
81
Peak -hour factor, PHF
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Adj. Flow (vph)
313
665
523
153
1160
295
399
927
63
194
1171
85
RTOR Reduction (vph)
0
0
183
0
19
0
0
0
42
0
4
0
Lane Group Flow (vph)
313
665
340
153
1436
0
399
927
21
194
1252
0
Turn Type
pm+pt
Perm
pm+pt
pm+pt
Perm
pm+pt
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
4
8
2
2
6
Actuated Green, G (s)
56.0
46.0
46.0
46.0
40.0
55.8
39.8
39.8
48.2
36.0
Effective Green, g (s)
56.0
46.0
46.0
46.0
40.0
55.8
39.8
39.8
48.2
36.0
Actuated g/C Ratio
0.47
0.38
0.38
0.38
0.33
0.46
0.33
0.33
0.40
0.30
Clearance Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
40
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
239
1357
607
288
1144
298
1174
525
247
1051
v/s Ratio Prot
c0.13
0.19
0.03
0.42
c0.18
0.26
0.08
0.36
v/s Ratio Perm
c0.48
0.22
0.18
c0.44
0.01
0.24
v/c Ratio
1.31
0.49
0.56
0.53
1.26
1.34
0.79
0.04
0.79
1.19
Uniform Delay, d1
56.2
28.1
29.1
26.3
40.0
54.2
36.3
27.2
27.2
42.0
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
166.1
0.3
1.2
1.9
122.3
173.5
3.6
0.0
15.0
95.6
Delay (s)
222.2
28.4
30.3
28.1
162.3
227.7
39.9
27.2
42.2
137.6
Level of Service
F
C
C
C
F
F
D
C
D
F
Approach Delay (s)
69.5
149.5
93.3
124.8
Approach LOS
E
F
F
F
Intersection Summa
HCM Average Control Delay
110.2 HCM Level of Service F
HCM Volume to Capacity ratio
1.34
Actuated Cycle Length (s)
120.0 Sum of lost time (s) 12.0
Intersection Capacity Utilization
123.5% ICU Level of Service H
Analysis Period (min)
15
c Critical Lane Group
1/18/2007 Synchro 6 Report
Krager and Associates, Inc. Z:\DSYNCHRO\0698\698-Itp.sy7
January 2007 Appendix C Page C-9
1 HCM Unsignalized Intersection Capacity Analysis Total Traffic Volumes
6: Riverside Avenue & Access A Year 2008 - PM Peak Hour
1 --- * -It 41�~-\ /10,
Movement
EBT
EBR
WBL ,_
WBT
max°
Lane Configurations
tt
r
tt
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
730
129
48
750
70
145
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
793
140
52
815
76
158
Pedestrians
1
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
1
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
336
'
pX, platoon unblocked
0.87
vC, conflicting volume
934
1305
397
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
934
1201
397
tC, single (s)
4.1
6.8
6.9
1
tC, 2 stage (s)
tF (s)
2.2
3.5
3.3
p0 queue free %
93
47
74
1
cM capacity (veh/h)
729
143
603
Direction, Lane #
EB 1
EB 2
EB 3
WB 1
WB 2
WB 3
NB 1
NB 2
Volume Total
397
397
140
52
408
408
76
158
1
Volume Left
0
0
0
52
0
0
76
0
Volume Right
0
0
140
0
0
0
0
158
cSH
1700
1700
1700
729
1700
1700
143
603
Volume to Capacity
0.23
0.23
0.08
0.07
0.24
0.24
0.53
0.26
Queue Length 95th (ft)
0
0
0
6
0
0
65
26
Control Delay (s)
0.0
0.0
0.0
10.3
0.0
0.0
55.6
13.1
Lane LOS
B
F
B
1
Approach Delay (s)
0.0
0.6
26.9
Approach LOS
D
Intersection Summary
Average Delay
3.4
Intersection Capacity Utilization
37.4%
ICU Level of Service
A
Analysis Period (min)
15
1
1
1
1 1/18/2007 Synchro 6 Report
Krager and Associates, Inc. Z:0SYNCHR0\0698\698-stp.sy7
1 January 2007 Appendix C Page C-8
1 HCM Signalized Intersection Capacity Analysis Total Traffic Volumes
3: Riverside Avenue & Lemay Avenue Year 2008 - PM Peak Hour
-* ♦ ♦! '- `% t l' `*
Movement EBL EBT 'EBR WBL WBT WBK `NBL NBT -NBIR SBL SBT SBR
Lane Configurations Tt tt r tT+
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
' Lane Util. Factor 1,00 0,95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95
Frt 1.00 1.00 0.85 1.00 0.96 1.00 1.00 0.85 1.00 1.00
Fit Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 3539 1583 1770 3396 1770 3539 1583 1770 3528
Fit Permitted 0.17 1.00 1.00 0.40 1.00 0.08 1.00 1.00 0.30 1.00
Satd. Flow (perm) 312 3539 1583 745 3396 158 3539 1583 557 3528
Volume (vph) 146 362 367 114 395 145 379 881 42 128 1112 24
Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 159 393 399 124 429 158 412 958 46 139 1209 26
RTOR Reduction (vph) 0 0 291 0 31 0 0 0 22 0 1 0
Lane Group Flow (vph) 159 393 108 124 556 0 412 958 24 139 1234 0
Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 4 8 2 2 6
Actuated Green, G (s) 33.0 23.9 23.9 27.0 20.9 72.9 60.6 60.6 51.6 43.3
Effective Green, g (s) 33.0 23.9 23.9 27.0 20.9 72.9 60.6 60.6 51.6 43.3
' Actuated g/C Ratio 0.29 0.21 0.21 0.23 0.18 0.63 0.53 0.53 0.45 0.38
Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 205 736 329 229 618 459 1867 835 338 1330
I v/s Ratio Prot c0.06 0.11 0.03 c0.16 c0.20 0.27 0.03 0.35
v/s Ratio Perm 0.16 0.07 0,10 c0.37 0.02 0.16
v/c Ratio 0.78 0.53 0.33 0.54 0.90 0.90 0.51 0.03 0.41 0.93
' Uniform Delay, d1 33.8 40.5 38.7 36.6 46.0 34.3 17.6 13.0 18.9 34.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 16.6 0.7 0.6 2.6 15.9 19.8 0.2 0.0 0.8 11.2
Delay (s) 50.4 41.3 39.2 39.2 61.9 54.1 17.8 13.0 19.7 45.5
Level of Service D D D D E D B B B D
Approach Delay (s) 42.0 57.9 28.2 42.9
Approach LOS D E C D
' Intersection Summary
HCM Average Control Delay 40.4 HCM Level of Service D
HCM Volume to Capacity ratio 0.91
I Actuated Cycle Length (s) 114.9 Sum of lost time (s) 16.0
Intersection Capacity Utilization 89.5% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
1/18/2007 Synchro 6 Report
Krager and Associates, Inc. Z:\DSYNCHR0\0698\698-stp.sy7
' January 2007 Appendix C Page C-7
■ HCM Unsignalized Intersection Capacity Analysis Background Traffic Volumes
6: Riverside Avenue & Access X Year 2025 - PM Peak Hour
-i �v �- -� /110
IYl�V�4tt01 R
"iEBT
EOgypR
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WBC ('l�i�1
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Lane Configurations
tt
r
tt
y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
1281
87
0
1514
42
114
Peak Hour Factor
0.95
0.95
0.95
0.95
0.95
0.95
Hourly flow rate (vph)
1348
92
0
1594
44
120
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
'
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
335
pX, platoon unblocked
0.67
vC, conflicting volume
1440
2145
674
vC1, stage 1 conf vol
'
vC2, stage 2 conf vol
vCu, unblocked vol
1440
2216
674
tC, single (s)
tC, 2 stage (s)
4.1
6.8
6.9
tF (s)
2.2
3.5
3.3
p0 queue free %
100
0
70
cM capacity (veh/h)
467
25
397
Direction, lane #
EB 1
EB 2
EB 3 `
WB 1
WB 2
NB 1
Volume Total
674
674
92
797
797
164
Volume Left
0
0
0
0
0
44
Volume Right
0
0
92
0
0
120
cSH
1700
1700
1700
1700
1700
79
Volume to Capacity
0.40
0.40
0.05
0.47
0.47
2.07
Queue Length 95th (ft)
0
0
0
0
0
369
Control Delay (s)
0.0
0.0
0.0
0.0
0.0
606.2
'
Lane LOS
Approach Delay (s)
0.0
0.0
F
606.2
Approach LOS
F
'
Intersection summary
Average Delay
31.1
Intersection Capacity Utilization
57.9%
ICU Level of Service B
Analysis Period (min)
15
I
1/19/2007 Synchro 6 Report
Krager and Associates, Inc. Z:\DSYNCHRO\0698\698-Ibp.sy7
January 2007 Appendix C Page C-6
HCM Signalized Intersection Capacity
Analysis
Background Traffic Volumes
3: Riverside Avenue & Lemay Avenue
Year
2025 - PM Peak Hour
--.
---t
'
'-
k-
t
�►
1
-4/
/00�
Movement
EBL
EBT
EBR
WBL
WBT
WBIR
NBL
NBT
NBR
SQL'
'SBT
SBR
Lane Configurations
►j
tt
r
►j
tT
tt
r
tT+
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
'
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
0.95
1.00
1.00
0.95
Frt
1.00
1.00
0.85
1.00
0.97
1.00
1.00
0.85
1.00
0.99
Fit Protected
0.95
1.00
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3431
1770
3539
1583
1770
3508
Flt Permitted
0,09
1.00
1.00
0.29
1.00
0.10
1,00
1.00
0.11
1.00
Satd. Flow (perm)
172
3539
1583
545
3431
192
3539
1583
207
3508
Volume (vph)
290
625
480
145
1091
280
353
881
60
184
1112
70
'
Peak -hour factor, PHF
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
0.95
Adj. Flow (vph)
305
658
505
153
1148
295
372
927
63
194
1171
74
RTOR Reduction (vph)
0
0
195
0
19
0
0
0
43
0
4
0
Lane Group Flow (vph)
305
658
310
153
1424
0
372
927
20
194
1242
0
Turn Type
pm+pt
Perm
pm+pt
pm+pt
Perm
pm+pt
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
4
8
2
2
6
1
Actuated Green, G (s)
56.4
43.4
43.4
49.6
40.0
53.8
38.8
38.8
48.2
36.0
Effective Green, g (s)
56.4
43A
43.4
49.6
40.0
53.8
38.8
38.8
48.2
36.0
Actuated g/C Ratio
0.47
0.36
0.36
0.41
0.33
0.45
0.32
0.32
0.40
0.30
Clearance Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
254
1280
573
323
1144
283
1144
512
242
1052
'
v/s Ratio Prot
c0.13
0.19
0.04
0.41
c0.16
0.26
0.08
0.35
v/s Ratio Perm
c0.44
0.20
0.16
c0.42
0.01
0.24
v/c Ratio
1.20
0.51
0.54
0.47
1.24
1.31
0.81
0.04
0.80
1.18
Uniform Delay, d1
55.7
30.0
30.4
23.2
40.0
54.7
37.2
27.8
27.5
42.0
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
121.8
0.4
1.0
1.1
117.5
164.4
4.4
0.0
17.1
91.0
Delay (s)
177.5
30.4
31.4
24.3
157.5
219.1
41.7
27.9
44.7
133.0
Level of Service
F
C
C
C
F
F
D
C
D
F
Approach Delay (s)
61.3
144.7
89.5
121.1
Approach LOS
E
F
F
F
Intersection Summary
HCM Average Control Delay
105.2
HCM Level of Service
F
'
HCM Volume to Capacity ratio
Actuated Cycle Length (s)
1.32
120.0
Sum of lost time (s)
160
Intersection Capacity Utilization
121.0%
ICU Level of Service
H
Analysis Period (min)
15
'
c Critical Lane Group
I
u
1/18/2007 Synchro 6 Report
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i
January 2007
Appendix C
Page C-5
HCM Unsignalized Intersection Capacity Analysis Background Traffic Volumes
6: Riverside Avenue & Access X Year 2008 - PM Peak Hour
-.'�v 41�*-4% /1111
Lane Configurations
r
tt
y
Sign Control
Free
Free
Stop
Grade
Volume (veh/h)
0%
730
87
0
0%
750
0%
42
114
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
793
95
0
815
46
124
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
I
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
335
pX, platoon unblocked
0.87
vC, conflicting volume
888
1201
397
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
888
1078
397
'
tC, single (s)
tC, 2 stage (s)
4.1
6.8
6.9
IF (s)
2.2
3.5
3.3
p0 queue free %
100
75
79
cM capacity (veh/h)
758
185
603
Direction, Lane #
EB 1
EB 2
EB 3
WS 1
WB 2
NB 1
Volume Total
397
397
95
408
408
170
I
Volume Left
0
0
0
0
0
46
Volume Right
0
0
95
0
0
124
cSH
1700
1700
1700
1700
1700
375
Volume to Capacity
0.23
0.23
0.06
0.24
0.24
0.45
Queue Length 95th (ft)
0
0
0
0
0
57
Control Delay (s)
0.0
0.0
&0
0.0
0.0
22.3
Lane LOS
Approach Delay (s)
0.0
0.0
C
22.3
Approach LOS
C
Intersection Summary
Average Delay
2.0
Intersection Capacity Utilization
36.7%
ICU Level of Service �.
Analysis Period (min)
15
'
1
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' January 2007 Appendix C Page C-4
I
1
1
HCM Signalized Intersection Capacity Analysis Background Traffic Volumes
3: Riverside Avenue & Lemay Avenue Year 2008 - PM Peak Hour
Movement
EBL
EBT
E13R"'` tL
WBT
WBf
"NOL
..,_MT
'NBR
SBL
SBT
SBR
Lane Configurations
Vii
Tt
r
tT+
tt
r
Vi
0
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
0.95
1.00
1,00
0.95
Frt
1.00
1.00
0.85
1.00
0.96
1.00
1.00
0.85
1,00
1.00
Flt Protected
0.95
1.00
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3393
1770
3539
1583
1770
3533
Flt Permitted
0.16
1.00
1.00
0.44
1.00
0.09
1.00
1.00
0.29
1.00
Satd.Flow (perm)
307
3539
1583
815
3393
159
3539
1583
540
3533
Volume (vph)
139
355
350
114
384
145
353
881
42
128
1112
13
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
151
386
380
124
417
158
384
958
46
139
1209
14
RTOR Reduction (vph)
0
0
278
0
33
0
0
0
22
0
1
0
Lane Group Flow (vph)
151
386
102
124
542
0
384
958
24
139
1222
0
Turn Type
pm+pt
Perm
pm+pt
pm+pt
Perm
pm+pt
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
4
8
2
2
6
Actuated Green, G (s)
33.2
24.3
24.3
25.6
20.5
70.7
58.4
58.4
51.1
42.8
Effective Green, g (s)
33.2
24.3
24.3
25.6
20.5
70.7
58.4
58.4
51.1
42.8
Actuated g/C Ratio
0.30
0.22
0.22
0.23
0.18
0.63
0.52
0.52
0.46
0.38
Clearance Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Vehicle Extension (s)
3.0
3.0
&0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
207
767
343
230
620
444
1844
825
337
1349
v/s Ratio Prot
c0.06
0.11
0.02
c0.16
c0.18
0.27
0.03
0.35
v/s Ratio Perm
0.16
0.06
0.10
c0.36
0.02
0.16
v/c Ratio
0.73
0.50
0.30
0.54
0.87
0.86
0.52
0.03
0.41
0.91
Uniform Delay, dl
32A
38.6
36.8
36.7
44.6
32.7
17.6
13.1
18.0
32.8
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
12.1
0.5
0.5
2.4
13.0
16.0
0.2
0.0
0.8
8.9
Delay (s)
44.2
39.1
37.2
39.1
57.6
48.6
17.9
13.1
18.8
41.7
Level of Service
D
D
D
D
E
D
B
B
B
D
Approach Delay (s)
39.2
54.3
26.2
39A
Approach LOS
D
D
C
D
Intersection Summa
HCM Average Control Delay
37.5 HCM Level of Service D
HCM Volume to Capacity ratio
0.88
Actuated Cycle Length (s)
112.1 Sum of lost time (s) 16.0
Intersection Capacity Utilization
87.0% ICU Level of Service E
Analysis Period (min)
15
c Critical Lane Group
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' January 2007 Appendix C Page C-3
i
1
J
I
u
1
1
a]
II
II
HCM Unsignalized Intersection Capacity Analysis Existing Traffic Volumes
6: Riverside Avenue & Access X PM Peak Hour
--♦ � 4 14\ !+
Lane Configurations
ti
??
Y
Sign Control
Free
Free
Stop
Grade
0%
0%
0%
Volume (veh/h)
590
87
0
625
42
114
Peak Hour Factor
0.92
0.92
0.92
0.92
0.92
0.92
Hourly flow rate (vph)
641
95
0
679
46
124
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
None
Median storage veh)
Upstream signal (ft)
335
pX, platoon unblocked
0.91
vC, conflicting volume
736
1028
368
vC 1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol
736
926
368
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
81
80
cM capacity (veh/h)
865
242
629
Direction, Lane #
EB 1
EB 2
WB 1
WB 2
NB 1�
Volume Total
428
308
340
340
170
Volume Left
0
0
0
0
46
Volume Right
0
95
0
0
124
cSH
1700
1700
1700
1700
440
Volume to Capacity
0.25
0.18
0.20
0.20
0.39
Queue Length 95th (ft)
0
0
0
0
45
Control Delay (s)
0.0
0.0
0.0
0.0
18.2
Lane LOS
C
Approach Delay (s)
0.0
0.0
18.2
Approach LOS
C
'IM&Seotion'Summary
Average Delay
2.0
Intersection Capacity Utilization
35.1 %
ICU Level of Service A
Analysis Period (min)
15
1/19/2007 Synchro 6 Report
Krager and Associates, Inc. Z:\DSYNCHRO\0698\698-ep.sy7
January 2007 Appendix C Page C-2
HCM Signalized Intersection Capacity Analysis Existing Traffic Volumes
3: Riverside Avenue & Lemay Avenue PM Peak Hour
__,► -,�r t "� t r' ti 1 d
Movement EBL EBT EBIR WBL - WBT WBR
NBT NBR SBL SBT SBR
Lane Configurations
tT
F
►'j
tT+
tt
r
tT+
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900 1900
1900
1900
1900
1900
1900
Total Lost time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lane Util. Factor
1.00
0.95
1.00
1.00
0.95
1.00
0.95
1.00
1.00
0.95
Frt
1.00
1.00
0.85
1.00
0.96
1.00
1.00
0.85
1.00
1.00
Fit Protected
0.95
1.00
1.00
0.95
1.00
0.95
1.00
1,00
0.95
1.00
Satd. Flow (prot)
1770
3539
1583
1770
3393
1770
3539
1583
1770
3533
Fit Permitted
0.20
1.00
1.00
0.54
1.00
0.10
1.00
1.00
0.35
1.00
Satd. Flow (perm)
371
3539
1583
997
3393
193
3539
1583
652
3533
Volume (vph)
116
296
292
95
320
121 294
734
35
107
927
11
Peak -hour factor, PHF
0.92
0.92
0.92
0.92
0.92
0.92 0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
126
322
317
103
348
132 320
798
38
116
1008
12
RTOR Reduction (vph)
0
0
250
0
33
0 0
0
18
0
1
0
Lane Group Flow (vph)
126
322
67
103
447
0 320
798
20
116
1019
0
Turn Type
pm+pt
Perm
pm+pt
pm+pt
Perm
pm+pt
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
4
4
8
2
2
6
Actuated Green, G (s)
27.5
20.1
20.1
21.3
17.0
58.4
50.1
50.1
38.9
34.6
Effective Green, g (s)
27.5
20.1
20.1
21.3
17.0
58.4
50.1
50.1
38.9
34.6
Actuated g/C Ratio
0.29
0.21
0.21
0.22
0.18
0.62
0.53
0.53
0.41
0.36
Clearance Time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Lane Grp Cap (vph)
217
750
336
259
608
448
1870
837
318
1289
v/s Ratio Prot
c0.05
0.09
0.02
c0.13
c0.15
0.23
0.02
c0.29
v/s Ratio Perm
0.12
0.04
0.07
0.29
0.01
0.13
v/c Ratio
0.58
0.43
0.20
0.40
0.74
0.71
0.43
0.02
0.36
0.79
Uniform Delay, d1
26.6
32.4
30.7
30.3
36.8
22.2
13.6
10.7
17.6
26.9
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
3.9
0.4
0.3
1.0
4.6
5.3
0.2
0.0
0.7
3.4
Delay (s)
30.5
32.8
31.0
31.3
41.4
27.6
13.8
10.7
18.4
30.3
Level of Service
C
C
C
C
D
C
B
B
B
C
Approach Delay (s)
31.7
39.6
17.5
29.0
Approach LOS
C
D
B
C
Intersection Summary
HCM Average Control Delay
27.6
HCM Level of Service
C
HCM Volume to Capacity ratio
0.78
Actuated Cycle Length (s)
94.8
Sum of lost time (s)
20.0
Intersection Capacity Utilization
74.7%
ICU Level of Service
D
Analysis Period (min)
15
c Critical Lane Group
1/18/2007 Synchro 6 Report
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1 January 2007 Appendix C Page C-1
u
1
APPENDIX C
Capacity Worksheets
F
1
1]
The following information can be found in the Highway Capacity Manual, Transportation
Research Board, 2000: Chapter 10 — Urban Streets Concepts Signalized Intersections and
Chapter 17 — Unsignalized Intersections.
Level Of Service (LOS) for Signalized Intersections
Levels of service are defined to represent reasonable ranges in control delay.
LOS A
Describes operations with low control delay, up to 10 s/veh. This LOS occurs when
progression is extremely favorable and most vehicles arrive during the green phase. Many
vehicles do not stop at all. Short cycle lengths may tend to contribute to low delay values.
LOS B
Describes operations with control delay greater then 10 and up to 20 s/veh. This level
generally occurs with good progressions, short cycle lengths, or both. More vehicles stop than
with LOS A, causing higher levels of delay.
I
I
I
LOS C
Describes operations with control delay greater than 20 and up to 35 s/veh. These higher
delays may result from only fair progression, longer cycle lengths, or both. Individual cycle
failures may begin to appear at the level. Cycle failure occurs when a given green phase does
not serve queued vehicles, and overflows occur. The number of vehicles stopping is significant
at this level, though many still pass through the intersection without stopping.
LOS D
Describes operations with control delay greater than 35 and up to 55 s/veh. At LOS D, the
influence of congestion becomes more noticeable. Longer delays may result from some
combination of unfavorable progression, long cycle lengths, and high v/c ratios. Individual cycle
failures are frequent.
LOS E
Describes operations with control delay greater than 55 and up to 80 s/veh. These high
delay values generally indicate poor progression, long cycle lengths, and high v/c ratios.
Individual cycle failures are frequent.
LOS F
Describes operations with control delay in excess of 80 s/veh. This level, considered
unacceptable to most drivers, often occurs with over saturation, that is, when arrival flow rates
exceed the capacity of lane groups. It may also occur at high v/c ratios with many individual
cycle failures. Poor progression and long cycle lengths may also contribute significantly to high
delay levels.
Level of Service (LOS) for Unsignalized TWSC Intersections
Level of Service
Average Control Delay (s/veh)
A
0-10
B
> 10 -15
C
>15-25
D
>25-35
E
> 35 - 50
F
> 50
I
1
APPENDIX B
Level of Service Definitions
I
1
1
1
1
1
i
1
1
1
1
I
1
1
1
1
1
C. VIIVC UKIVt
LINCOLN AVENUE
,a t_ 349
COI I� 1138
Ji l �19
9-1 1 t r
1027 -
425
�kp/
Q
�9L�
F
n
a L 258
216
48
70 —
220 —
97 —1
jLINCOLN EAST PUDi
O n
rn
L 285
� 307
100
t--5
— 681
2
f- 675
42
r—
� 692
j—
85 —}
t r
589 —►
386—
I
27,0BUFFALO
7575
208
NN
RUN
F--
w
w
SITE
w
0
N
z
w
=
QN
F-
Q
w
MAGNOLIA STREET
J-
- --
a20m
�135
L101
�M—
i J
1173
466
N
�- 1546
9
4
j—
.J
i—
274
'� t r MULBERRY STREET165
1039
165
1249 —
27
o�
.J l L*
�-
280
S145
f 1091
290 �
625
480 —1
1t r
�°m
LwJ�
Not to Scale
w
z
Q
J
Y
z_
J
23
.J + L 369
205
106
359 — 1 t r
150
^moo
�— 0
22
9,`�t r
�n co t-75
1048
19
241 11 t r
1024 —► N o
1 Y1 N N
Figure 9
2020 TOTAL TRAFFIC
Adjacent Intersections
PM Peak Hour
MULBERRY AND LEMAY CROSSINGS
FORT COLLINS, COLORADO
TRAFFIC IMPACT STUDY
Revised October, 1999
Prepared for:
CLC Associates, Inc.
8480 East Orchard Road, Suite 2000
Englewood, Colorado, 80111
Prepared by:
Krager and Associates, Inc.
1390 Stuart Street Carriage House
Denver, Colorado 80204
(303) 446-2626
561comb. wps
' 899 Logan Street Suite 210
Denver, Colorado 80203-3154
Tel: (303)446-2626
FAX (303) 446-0270
DATE:
COUNT BOARD #:
COUNTER'S NAME
WEATHER:
CHARGE TIME:
' SITE #:
Ac-cf-s5 / IetVtR51bc
INTERSECTION SKETCH KRAGERAND ASSOCIATES,/NC.
Ann rni stir ORA rni Itir.
5• HVDn16
5. HvbbL-6
SuAi0J
CIOUD
3 ha y5 f�j
3 h2 �5 A1.,ti1
0 6 Q 8 0 o i
0 1 0 7—
Job # Count # AM PK
02 PM PKM
03 Other
Job # Count # 01 AM PK
PK
Other
Stop Sign: ❑
No Control: ❑
Left Turn Sianal.
Green Arrow: ❑
Green Ball: ❑
i
Street Name: Rive, 1251 t>e A v e.r u f-
Speed Limit. 35 mph
4,0❑
m
❑
'
co
rn `
Q
'
Cn 0 1,
n U
n z _j
.y
Q
MiL
.:.�❑
❑
O
c
g
«� 2
�
<
p0
CZ0 z
c�
Street Name: Rt veRsib v c N v #�.
Speed Limit. 35 mph
Acts a5
c, r:1
Stop Sign:
No Control: ❑
Left Turn Sianal:
Green Arrow: ❑
Green Ball: 0
1
1
1
I
1
I
f
1
1
Krager and Associates, Inc.
899 Logan St. Ste. 210 Denver, CO 80203
Counter: "X" TURNING MOVEMENT
Counted By: S. Huddle TRAFFIC COUNT DATA
Weather: Cloudy
Other: Riverside / Access - PM Peak Hour
File Name : 06980102X
Site Code : 06980102
Start Date : 07/19/2006
Page No : 1
Southbound
Riverside Avenue (35 mph)
Westbound
Access
Northbound
Riverside Avenue (35 mph)
Eastbound
start Time
Left
Thru
Ri h
9 t
Pad
s
��
Left
Thti
Pog
�s
App.
Total
Left
Thru
Riph
t
Pad
s
App.
Total
Left
Thru
Righ
t
Pod
s
P.
Tote.
Int
Total
Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
04:30 PM
04:45 PM
0
0
0
0
0
0
0
0
0
0
0
0
0 0 0
0 0 0
0
0
16
8
0
0
24
32
0
0
40
40
0
0
0 12 0
0 17 0
12
17
52
57
Total
0
0
0
0
0
0
0 0 0
0
24
0
56
0
80
0
0 29 0
29
109
05:00 PM
0
0
0
0
0
0
0
0
0
0
10
0
26
0
36
0
0
26
0
26 62
05:15 PM
0
0
0
0
0
0
0
0
0
0
8
0
32
0
40
0
0
32
0
32
72
Grand Total
0
0
0
0
0
0
0
0
0
0
42
0
114
0
156
0
0
87
0
87
243
Apprch %
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
26.9
0.0
73.1
0.0
0.0
0.0
100.
0.0
Total %
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
17.3
0.0
46.9
0.0
64.2
0.0
0.0
35.8
0.0
35.8
aoo
ao F c � Nor 4-2 �c� m
m o m
�m r..
m _ 0 /192008 4:30:00 PM
¢' 11192006 5:15:00 PM o o m
m � m
Unshlfte, a w
2 O4-1
Leht Left Right Peds
67 ,s6 zn3
Out In Total
Access
North/South Street: Lemay
East/West Street: Riverside
Time: PM
ICU Number: 71
City of Fort Collins Traffic Operations
626 Linden Street, PO Box 580
Fort Collins, CO 80522-0580
Turning Movement Study
r"m, inc DAi +. i_ 1 _ I Inc6iNn.1
File Name : LEOE6D-1
Site Code : 00000071
Start Date : 2/24/2005
Page No : 1
Lemay
Southbound
Riverside
Westbound
Lemay
Northbound
Riverside
Eastbound
Start
Time
Rig
ht
Thr
u
Left
Ped
s
App.
Total
Rig
ht
Thr
u
Left
Ped
s
App.
Total
Rig
ht
Thr
u
Left
Ped
s
App.
Total
Rig
ht
Thr
u
Left
Ped
s
App.
Total
Int.
Total
Factor
1.0
1.0
1.0
101
1.01
.01
1.0
1 1.0
1
1.0
1 .1.0
1 1.01
1.0
1
1.01
1.0
1.0
1.0
04:30 PM
04:45 PM
1
4
202
191
29 1
34 0
233
229
30
28
58 14 6
75 29 2
108
134
7
10
177
165
67 2
73 2
253
250
54
72
55 25 0
84 33 2
134
191
728
804
Total
5
393
63 1
462
58
133 43 8
242
17
342
140 4
503
126
139 58 2
325
1532
05:00 PM
4
275
22
0
301
05:15 PM
2
259
22
1
284
Grand
11
927
107
2
1047
Total
Apprch %
1.1
88.
10.
0.2
5
2
Total %
0.3
27.
3.2
0.1
31.0
31
90
25
4
150
32
97
27
1
157
121
320
95
13
549
22.
58.
17.
2.4
0
3
3
3.6
9.5
2.8
0.4
16.3
11
209
92
3
315
7
183
62
1
253
35
734
294
8
1071
3.3
68.
27.
0.7
5
5
1.0
21.
8.7
0.2
31.7
70
68
29
1
168
96
89
29
0
214
292
296
116
3
707
41.
41.
16.
0.4
3
9
4
8.7
8.8
3.4
0.1
21.0
Lemay
Out In Total
971 1047 2018
111 9271 1071 2
Right Thru Left Peds
o
North
°
m _
N ..
24/2005 4:30:00 PM
> m
n t
24/2005 6:15:00 PM
m
r�N
m
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o
�a
1 - Unshifted
�
�o
a
m�
W
and
V -
4- T r-r
Left Thru Right Pads
294 734 351 8
1314 1071 2385
out In Total
LAnnay
IV,
934
908
3374
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APPENDIX A
Traffic Counts
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4 — Attachments
Attachment B
Transportation Impact Study
Pedestrian Analysis Worksheet
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II
II
DESTINATION
Rec.
Res. i0
Inst.
OfcBus.
Com.
Ind.
Other
(Specify)
Recreation
3
Residential
c
=°
Institution
(school, church, civic)
aOffice/Business
c
o
Commercial
NIA
YE-S
NIA
fV A
Ye
44
EI shoo ]
Industrial
Other (specify)
INSTRUCTIONS:
Identify the pedestrian destinations within 1320' (1.5 miles for schools) of the project boundary in the
spaces above. The pedestrian Level of Service for the facility/corridor linking these destinations to
' the project site will be based on the directness, continuity, types of street crossings, walkway surface
condition, visual interesUamenity, and security of the selected route(s).
v 12 Dwelling units or more.
II
d
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Page 4-36 Larimer County Urban Area Street Standards — Repealed and Reenacted October 1, 2002
Adopted by Larimer County, City of Loveland, City of Fort Collins
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ATTACHMENT B
Transportation Impact Study
Pedestrian Analysis Worksheet
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ier and Associates, Inc. Date:
Logan Street, Suite 210
I er, CO 80203-3154 Project: RiVC-12-5SAE C001KrAtkCA'Al
I A4A - 44� 6-2626 0 Meeting L3 ProjectNotes Other
L3 Phone U Calculations L) C-0 rn YA t t-J+S
I--- q
--- ---- --- - ---
.
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oef®r
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Chapter 4 — Attachments
Attachment A
Transportation Impact Study
Base Assumptions
Project Information
Project Name RIve2s i DE Commejecm I beve (o r LrN I
Project Location 5o u>LA s i nE of RI vFp Dc AvE W6sf eT LuMAt AvEN vc
TIS Assumptions ' ` " `'`
Type of Study
Full:
Intermediate:
Study Area Boundaries
North:
South:
East:
West:
Study Years
Short Range: Zoo$
Long Range: 2920 Zo25
Future Traffic Growth Rate
FAc4r2 1. L
LemAy
CRossrN
Study Intersections
1. All access drives
5.
2• LcmAy QivEQjlDE
6.
3.
7.
4.
Time Period for Study
AM: 7:00-9:00
PM: 4:00-6:00
Sat Noon:
Trip Generation Rates (r?f)
(932) 5if-DwN %ZE$'Ilovjz4jv4 (941)Qvrc% Lubc
Trip Adjustment Factors
Passby:
Captive
Overall Trip Distribution
SEE ATTACHED SKETCH
Mode Split Assumptions
Committed Roadway Improvements
CIoSvRE Afbc,efsov'S Acccss
Other Traffic Studies
Lem,ay C,eossr. 1
Areas Requiring Special Study
NoA1e-
Date: 7- l 8 - 06
Traffic Engineer: ERIC &Ae-kc
Local Entity Engineer:
Larimer County Urban Area Street Standards — Repealed and Reenacted October 1, 2002 Page 4-35
Adopted by Larimer County, City of Loveland, City of Fort Collins
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ATTACHMENT A
Transportation Impact Study
Base Assumptions
1
IKrager and Associates, Inc. January 2007
VII. Conclusion
This traffic impact study addresses the capacity, geometric, and control require-
ments associated with the proposed Riverside Commercial Development located
on the south side of Riverside Avenue just west of Lemay Avenue in Fort Collins,
Colorado. The proposed development will consist of sit-down restaurant(s),
specialty retail, and a quick lube vehicle shop.
Access to the site is proposed via one full -movement access to Riverside Avenue.
A cross -connection will be provided through the site for the existing Albertson's
'
Grocery Store to the south.
It was assumed that the Albertson's traffic would still exist after shifting the
Albertson's access west with the build -out of the proposed development; there-
fore, the improvement for Year 2008 consists of a southeast -bound right -turn
deceleration lane to be added to Riverside Avenue at Access X. The existing
vehicular volume warrant chart from the Larimer County Urban Area Street
Standards (LUCASS), Figure 8-4, is provided in Appendix D.
Traffic operations were analyzed for Years 2008 and 2025, PM Peak Hour traffic,
with and without site -generated traffic. Analyzed intersections included Riverside
Avenue at Lemay Avenue and Riverside Avenue at Access A.
The addition of site -generated traffic will have no significant impact on traffic
operations for the existing surrounding street system. Analysis results for Years
'
2008 and 2025 total traffic conditions indicate that all existing intersections will
operate with levels of service comparable to background conditions during the PM
Peak Hour.
11
Riverside Commercial Development
Traffic Impact Study Page 25
IKrager and Associates, Inc. January 2007
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TABLE 4
INTERSECTION CAPACITY ANALYSIS SUMMARY
TOTAL TRAFFIC
INTERSECTION
LEVEL OF SERVICE
PM PEAK HOUR
LANE GROUPS
Year 2008
Lemay Avenue / Riverside Avenue (Signalized)
D (40.4)
Eastbound Left
D (50.4)
Eastbound Through
D (41.3)
Eastbound Right
D (39.2)
Westbound Left
D (39.2)
Westbound Through and Right
E (61.9)
Northbound Left
D (54.1)
Northbound Through
B (17.8)
Northbound Right
B (13.0)
Southbound Left
B (19.7)
Southbound Through and Right
D (45.5)
Riverside Avenue / Access A (Stop -Controlled)
Westbound Left
B
Northbound Left
F
Northbound Right
B
Year 2025
Lemay Avenue / Riverside Avenue (Signalized)
F (110.2)
Eastbound Left
F (222.2)
Eastbound Through
C (28.4)
Eastbound Right
C (30.3)
Westbound Left
C (28.1)
Westbound Through and Right
F (162.3)
Northbound Left
F (227.7)
Northbound Through
D (39.9)
Northbound Right
C (27.2)
Southbound Left
D (42.2)
Southbound Through and Right
F (137.6)
Riverside Avenue / Access A (Stop -Controlled)
Westbound Left
B
Northbound Left
F
Northbound Right
C
Key: Signalized Intersections: Level of Service (Control Delay in sec/veh)
Stop -Controlled Intersections: Level of Service
I Riverside Commercial Development
Traffic Impact Study Page 24
IKrager and Associates, Inc. January 2007
VI. Project Impacts
' Peak Hour Intersection Level of Service
The Signalized and Unsignalized Intersection Analysis techniques, as published in
the Highway Capacity Manual (HCM) by the Transportation Research Board in
2000 and as incorporated into the SYNCHRO 6.0 computer program, were used
'
to analyze the study intersections for the total traffic conditions. These techniques
allow for the determination of the intersection Level of Service (LOS) based on the
congestion and delay of each traffic movement.
'
Traffic analyses were completed for total traffic (with the project) for the Years
2008 and 2025. The results of these analyses are provided in Table 4. Defini-
tions of levels of service are given in Appendix B. The capacity worksheets are
provided in Appendix C.
Discussion of the Year 2008 Total Traffic Analysis Results
The signalized intersection of Riverside Avenue and Lemay Avenue will continue
to operate with acceptable Levels of Service (LOS).
The stop -controlled intersection of Riverside Avenue and Access A will experience
long PM Peak Hour delays for the northbound left -turn traffic entering Riverside
Avenue. Again, it is not uncommon for a stop -controlled intersection to operate
with noticeable delays during hours.
peak
' Discussion of the Year 2025 Total Traffic Analysis Results
' As with background traffic, the intersection of Riverside Avenue and Lemay
Avenue will continue to experience a Level of Service F during the PM Peak
Hours. The intersection of Riverside Avenue and Access A will also continue to
operate with a long PM Peak Hour delay for the northbound left -turn movement
entering Riverside Avenue.
.1
Riverside Commercial Development
Traffic Impact Study Page 23
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Krager and Associates, Inc.
Riverside Commercial Development
Traffic Impact Study
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T
J
00
•� 1 4
k+-280297—+
632—►
497�
z h tt
Not to Scale
Figure 9
TOTAL TRAFFIC - YEAR 2025
Volumes & Intersection Geometry
PM Peak Hour
January 2007
Page 22
11
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Krager and Associates, Inc.
Riverside Commercial Development
Traffic Impact Study
January 2007
Q
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Not to Scale
L145
F395
r114
146'
362--O�
367—+
Figure 8
TOTAL TRAFFIC - YEAR 2008
Volumes & Intersection Geometry
PM Peak Hour
Page 21
' Krager and Associates, Inc. January 2007
V. Future Traffic Conditions with the Proposed Development
Site -generated traffic was combined with the background traffic to develop total
traffic projections for Year 2008 and Year 2025. Background traffic using the
existing Albertson's store access to Riverside Avenue (Access X) was added to
'
the site -generated traffic at the proposed Access A. For purposes of this traffic
impact study, it was assumed that full build -out of the development would occur by
Year 2008.
'
The projections for total traffic volumes for Year 2008 and Year 2025 are shown in
Figure 8 and Figure 9, respectively.
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Riverside Commercial Development
Traffic Impact Study Page 20
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Riverside Commercial Development
Traffic Impact Study
January 2007
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Not to Scale
Figure 7
SITE - GENERATED TRAFFIC
PM Peak Hour
Page 19
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Riverside Commercial Development
Traffic Impact Study
9
+-10%
(25%)-
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Not to Scale
Figure 6
TRIP DISTRIBUTION
(10%): Outbound
10%: Inbound
iJanuary 2007
=4
IKrager and Associates, Inc. January 2007
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Adjustments to Trip Generation Rates
Although a development with a variety of uses is likely to attract trips from within
the site as well as pass -by trips from the arterial street system, no trip reductions
were taken in the traffic study. This assumption will provide a conservative
analysis.
Trip Distribution
The overall directional distribution of the site -generated traffic was determined
based on the location of the site within the City of Fort Collins, the proposed use,
and the surrounding land uses. The overall trip distribution used in the analysis
of this report is shown on Figure 6.
Project Trip Assignment
Traffic assignment is how the generated and distributed trips are expected to be
loaded on the roadway network. The site -generated trip assignments are shown
on Figure 7.
Riverside Commercial Development
Traffic Impact Study Page 17
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Krager and Associates, Inc. January 2007
IV. Proposed Project Traffic
Trip Generation
Standard traffic generation characteristics compiled by the Institute of Trans-
portation Engineers in their report entitled Trip Generation. 7th Edition, revised
2003, were applied to the proposed land uses in order to estimate the average
daily traffic (ADT) and PM Peak Hour vehicle trips for the site. A vehicle trip is
defined as a one-way vehicle movement from a point of origin to a point of
destination.
Final land uses may include some Specialty Retail, in addition to Sit -Down
Restaurant uses; however, all Sit -Down Restaurant uses were assumed, as this
land use generates more traffic and provides a more conservative analysis.
Table 3 illustrates the projected average daily traffic (ADT) and PM Peak Hour
traffic volumes generated by the proposed project.
TABLE 3
TRIP GENERATION SUMMARY
TRIP GENERATION RATES
24
PM PEAK HOUR
ITE
CODE
LAND USE
UNIT
HOUR
ENTER EXIT TOTAL
932
Sit -Down
Restaurant
KSF
127.15
6.6612 4.2588 10.92
941
Quick Lube
BAY
40.00
2.8545 2.3355 5.19
TOTAL TRIPS GENERATED
24
PM PEAK HOUR
ITE
CODE
LAND USE
SIZE
HOUR
ENTER EXIT TOTAL
932
Sit -Down
Restaurant
15 KSF
1,907
100 64 164
941
Quick Lube
2 BAY
80
6 5 11
Subtotal:
1,987
1 106 69 175
Key: BAY = Servicing Positions
KSF = Thousand Square Feet Gross Floor Area
Riverside Commercial Development 1, Traffic Impact Study Page 16
IKrager and Associates, Inc. January 2007
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TABLE 2
INTERSECTION CAPACITY ANALYSIS SUMMARY
BACKGROUND TRAFFIC
INTERSECTION
LEVEL OF SERVICE
LANE GROUPS
PM PEAK HOUR
Year 2008
Lemay Avenue / Riverside Avenue (Signalized)
D (37.5)
Eastbound Left
D (44.2)
Eastbound Through
D (39.1)
Eastbound Right
D (37.2)
Westbound Left
D (39.1)
Westbound Through and Right
E (57.6)
Northbound Left
D (48.6)
Northbound Through
B (17.9)
Northbound Right
B (13.1)
Southbound Left
B (18.8)
Southbound Through and Right
D (41.7)
Riverside Avenue / Access X (Stop -Controlled)
Northbound Left and Right
C
Year 2025
Lemay Avenue / Riverside Avenue (Signalized)
F (105.2)
Eastbound Left
F (177.5)
Eastbound Through
C (30.4)
Eastbound Right
C (31.4)
Westbound Left
C (24.3)
Westbound Through and Right
F (157,5)
Northbound Left
F (219.1)
Northbound Through
D (41.7)
Northbound Right
C (27.9)
Southbound Left
D (44.7)
Southbound Through and Right
F (133.0)
Riverside Avenue / Access X (Stop -Controlled)
Northbound Left and Right
F
Key: Signalized Intersections: Level of Service (Control Delay in sec/veh)
Stop -Controlled Intersections: Level of Service
L Riverside Commercial Development
Traffic Impact Study Page 15
Krager and Associates, Inc. January 2007
�i The Signalized and Unsignalized Intersection Analysis techniques, as published in
the Highway Capacity Manual (HCM) by the Transportation Research Board in
2000 and as incorporated into the SYNCHRO 6.0 computer program, were used
to analyze the study intersections for the background traffic conditions. These
techniques allow for the determination of an intersection's Level of Service (LOS)
based on the congestion and delay of each traffic movement.
Traffic analyses were completed for background traffic (without the project) for the
Years 2008 and 2025. The results of these analyses are provided in Table 2.
Definitions of levels of service are given in Appendix B. The capacity worksheets
are provided in Appendix C.
Discussion of the Year 2008 and 2025 Background Traffic Analysis Results
For the Year 2008, all intersections and movements will continue to operate with
acceptable levels of service.
LBy Year 2025, background traffic analysis shows the signalized intersection of
Riverside Avenue and Lemay Avenue will operate at level of service "F" during the
PM Peak Hours. The intersection of Riverside Avenue and existing Access X
operates with long PM Peak Hour delays for the single -lane, shared northbound
left -turn and right -turn movements entering Riverside Avenue.
11
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Traffic Impact Study Page 14
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Riverside Commercial Development
Traffic Impact Study
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Not to Scale
N
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o19
d
J
rt �
4114
z2eo
4-1091
290�
r145 _
625-1�
480--+
41 t Il,
Coco
Figure 5
BACKGROUND TRAFFIC - YEAR 2025
Volumes & Intersection Geometry
PM Peak Hour
a January 2007 Page 13
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r
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Krager and Associates, Inc.
Riverside Commercial Development
r Traffic Impact Study
F750
730--►
87--+
X a
Q
4
N
Not to Scale
d
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f7�N
4 4
4--384
f--114 _
139�
355-1�
350-i
41 t F*
Rwv
00
Figure 4
BACKGROUND TRAFFIC - YEAR 2008
Volumes & Intersection Geometry
PM Peak Hour
' January 2007
Page 12
tKrager and Associates, Inc. January 2007
III. Future Traffic Conditions without the Proposed Development
Background traffic projections for the Year 2008 were based on recent traffic
counts at the intersections of Riverside Avenue and Lemay Avenue and the
existing Albertson's access on Riverside Avenue, Access X.
To account for projected increases in background traffic for the Year 2008, a
growth factor of 1.2 was applied to the existing traffic volumes. This growth factor
represents moderate growth consistent with the developing nature of the area.
Background traffic projections for the Year 2025 were derived from the Mulberry
and Lemay Crossings Traffic Impact Study'. These long-term traffic projections
were based on information provided by the City of Fort Collins Staff. Projected
long term traffic volumes for a couple of movements were lower than the counts
that were recently taken. The Year 2025 projected volumes were adjusted in
these cases to reflect the recent traffic counts. References from the Mulberry and
Lemay Crossing Development are provided in Appendix A.
The projected Year 2008 background traffic volumes are shown in Figure 4 and
the Year 2025 projected background traffic volumes are shown in Figure 5.
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"Traffic Impact Study, Mulberry and Lemay Crossings, Fort Collins, Colorado ", Revised October
1999, Krager and Associates, Inc.
Riverside Commercial Development
Traffic Impact Study Page 11
Krager and Associates, Inc. January 2007
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TABLE 1
INTERSECTION CAPACITY ANALYSIS SUMMARY
EXISTING TRAFFIC
INTERSECTION
LEVEL OF SERVICE
PM PEAK HOUR
LANE GROUPS
Lemay Avenue / Riverside Avenue (Signalized)
C (27.6)
Eastbound Left
C (30.5)
Eastbound Through
C (32.8)
Eastbound Right
C (31.0)
Westbound Left
C (31.3)
Westbound Through and Right
D (41.4)
Northbound Left
C (27.6)
Northbound Through
B (13.8)
Northbound Right
B (10.7)
Southbound Left
B (18.4)
Southbound Through and Right
C (30.3)
Riverside Avenue / Access X (Stop -Controlled)
Northbound Left and Right
C
Key: Signalized Intersections: Level of Service (Control Delay in sec/veh)
Stop -Controlled Intersections: Level of Service
Riverside Commercial Development
Traffic Impact Study Page 10
IKrager and Associates, Inc. January 2007
1 Existing Intersection Levels of Service
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The Signalized and Unsignalized Intersection Analysis techniques, as published in
the Highway Capacity Manual (HCM) by the Transportation Research Board in
2000 and as incorporated into the SYNCHRO 6.0 computer program, were used
to analyze study intersections for existing traffic conditions. These techniques
allow for the determination of intersection Level of Service (LOS) based on the
congestion and delay of each traffic movement.
The results of these analyses are provided in Table 1. Definitions of levels of
service are given in Appendix B. The capacity worksheets are provided in
Appendix C.
The assumed improvement for Year 2008 consists of a southeast -bound right -turn
deceleration lane to be added to Riverside Avenue at Access X. The existing
vehicular volume warrant chart from the Larimer County Urban Area Street
Standards (LUCASS), Figure 8-4, is provided in Appendix D. The auxiliary lane is
warranted, based on the assumption that Albertson's traffic will use Access X.
Capacity improvements to accommodate background traffic should be pursued by
the governing jurisdiction.
As shown in the table, all existing intersections are operating with acceptable
levels of service.
Riverside Commercial Development
Traffic Impact Study Page 9
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Riverside Commercial Development
Traffic Impact Study
January 2007
F625
590-►
87-i
41 I,
x
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Not to Scale
FmF
si
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41
4-320
r95 _
t,ss
296--►
292--+
41 T
AAA
Figure 3
EXISTING TRAFFIC
Volumes & Intersection Geometry
PM Peak Hour
IKrager and Associates, Inc. January 2007
II. Existing Traffic Conditions
■ PM Peak Hour traffic counts were taken at Access X and Riverside Avenue.
Counts were obtained from the City of Fort Collins Traffic Operations for the
intersection of Riverside Avenue and Lemay Avenue. Traffic count data is
included in Appendix A. Existing traffic volumes are graphically depicted on
Figure 3.
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Riverside Commercial Development
Traffic Impact Study Page 7
Krager and Associates, Inc. January 2007
Existing and Committed Surface Transportation Network
Within the study area, two primary roadways will accommodate traffic to and from
the proposed project: Riverside Avenue and Lemay Avenue. A brief description
of these roadways is provided below:
Riverside Avenue is an east -west arterial street, with two through lanes in each
direction and a center left -turn lane. There is an exclusive eastbound right -turn
L lane at Lemay Avenue. The posted speed limit in the vicinity of the site is 35
MPH.
1 Lemay Avenue is a north -south arterial street, with two through lanes in each
direction and center left -turn lane. There is an exclusive northbound right -turn
lane at the intersection with Riverside Avenue.
mail Existing Pedestrian Transportation Network
Within the study area, pedestrian traffic will come from the surrounding Eastside
Residential neighborhood; located just south of the Albertson's Center, and the
Laurel Elementary School. A brief description of this neighborhood is provided
below:
Eastside Residential Neighborhood is located directly south of the Albertson's
Center. This neighborhood has good pedestrian continuity, with sidewalks
available on both sides of the streets. The street system in this neighborhood is a
traditional grid pattern.
Laurel Elementary School serves and is located within the Eastside Residential
Neighborhood. As stated above, this neighborhood has good continuity with
sidewalks available on both sides of the streets.
Albertson's Center is located on the west side of Lemay Avenue and south of
Riverside Avenue. This center is very pedestrian -friendly, with both internal and
external sidewalk connections.
An "Attachment B — Transportation Impact Study — Pedestrian Analysis Work -
sheet" is provided in Attachment B.
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Riverside Commercial Development
Traffic Impact Study Page 6
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Riverside Commercial Development
Traffic Impact Study
N
Not to Scale
Figure 2
SITE PLAN
January 2007
Page 5
>_i r ryA gk
1 v:L.•
Of
.i S sK ava .t.
a i 7)ri ~4' r.
v. in;r40'34433 N 10.'03'3.
Krager and Associates, Inc. January 2007
I. Introduction
Project Overview
This traffic impact study addresses the capacity, geometric, and control require-
ments associated with the proposed Riverside Commercial Development located
on the south side of Riverside Avenue just west of Lemay Avenue in Fort Collins,
Colorado. This study has been prepared in accordance with the "Larimer County
Urban Area Street Standards" for traffic impact studies, October 1, 2002.
Description of the Site
The land for this development is currently vacant. Land uses in the proposed
development will consist of sit-down restaurant, specialty retail, and quick lube
vehicle shop.
Access to the site is proposed via one full -movement access, Access A, to
Riverside Avenue and a cross -connection road to the existing Albertson's Grocery
Store south of the site. The Albertson's store is currently served by a three-
quarter movement driveway immediately adjacent to the east property line of the
Riverside Commercial site. This existing access (Access X) may be closed in the
future, with access to the Albertson's store provided via a connector road from
Access A through the Riverside Commercial site. Therefore, traffic at the existing
access was counted and analyzed for existing and background conditions, and
was added to the site -generated traffic for analysis of Access A under total traffic
conditions.
The location of the site is shown in Figure 1 and the site plan is shown in Figure 2.
Analysis Scope
For this intermediate traffic study, to represent the traffic conditions one year after
the completion of the proposed development, the short-term and long-term plan-
ning horizon for site -analysis was identified as Years 2008 and 2025, respectively.
The analysis contained in this report examines Existing, Year 2008, and Year
2025 traffic conditions.
Pursuant to scoping discussions with City of Fort Collins Staff, the intersections
included in this study are Riverside Avenue and Lemay Avenue and the access to
the site from Riverside Avenue.
Worksheet
The Attachment A — Transportation Impact Study — Base Assumptions
is provided in Attachment A.
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Riverside Commercial Development
Traffic Impact Study Page 3
Krager and Associates, Inc. January 2007
IExecutive Summary
This traffic impact study addresses the capacity, geometric, and control require-
ments associated with the proposed Riverside Commercial Development located
on the south side of Riverside Avenue, just west of Lemay Avenue, in Fort Collins,
Colorado. The proposed development will consist of sit-down restaurants,
specialty retail stores, and a quick lube vehicle shop.
Access to the site is proposed via one full -movement access to Riverside Avenue,
and will provide a cross -connection to the existing Albertson's Grocery Store south
of the site.
` It was assumed that the Albertson's traffic would still exist after shifting the
Albertson's access west with the build -out of the proposed development;
therefore, the improvement for Year 2008 consists of a southeast -bound right -turn
deceleration lane to be added to Riverside Avenue at Access X. The existing
vehicular volume warrant chart from the Larimer County Urban Area Street
Standards (LUCASS), Figure 8-4, is provided in Appendix D.
Traffic operations were analyzed for Year 2008 and Year 2025, PM Peak Hour
traffic, with and without site -generated traffic. Analyzed intersections included
Riverside Avenue at Lemay Avenue and the site access.
The addition of site -generated traffic will have no significant impact on traffic
operations for the existing surrounding street system. Analysis results for Years
2008 and 2025 total traffic conditions indicate that all existing intersections will
operate with levels of service comparable to background conditions during the PM
1
Peak Hour.
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Riverside Commercial Development
Traffic Impact Study Page 2
Riverside Commercial Development
Fort Collins, Colorado
Traffic Impact Study
November 2006
Revised: January 2007
Prepared for:
George Smith Architect
1721 Monaco Parkway
Denver, Colorado 80220
Prepared by:
Krager and Associates, Inc.
899 Logan Street, Suite 210
Denver, Colorado 80203
(303) 446-2626
698 riverside.doc
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1 Riverside Commercial Development
1 Fort Collins, Colorado
Traffic Impact Study
1
January 2007
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Associates, Inc.