HomeMy WebLinkAboutRIVERSIDE JUNCTION PUD PRELIMINARY AND FINAL - 13 92 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYFAMILY CARE CENTER
SITE ACCESS STUDY
FORT COLLINS, COLORADO
MARCH 1992
Prepared for:
Poudre Valley Hospital
1024 Lemay Avenue
Fort Collins, CO 80524
Prepared by:.
MATTHEW J. DELICH, P.E
3413 Banyan Avenue
Loveland, CO 80538
Phone: 303-669-2061
Table 1
Current Operation at Key Intersections
Level of Service
(delay or reserve
capacity)
Intersection
Noon
PM
Lemay/Riverside (signal)
C
(15.8 sec/veh)
C (22.3 sec/veh)
Lemay/Elizabeth (signal)
B
(13.7 sec/veh)
C (16.6 sec/veh)
Lemay/Pennock (stop sign)
EB LT
F
(-44)
F (-27)
EB RT
A
(402)
B (314)
NB LT
E
(44)
F (-6)
Riverside/Access
NB LT
E
(8)
F (-25)
NB RT
B
(386)
B (385)
Table 2
Trip Generation
Daily Noon
Peak
P.M.
Peak
Land Use Trips Trips
Trips
Trips
Trips
in
out
in
out
Family Care Center - 1200 58
51
34
93
35 KSF
1 service. Acceptable level of service is defined as level of
service D or better.
' The Lemay/Pennock intersection operates in the unacceptable
category for left -turn exits from Pennock and left -turn entrances
' to Pennock. During the traffic counting, it was noted that the
delays to left -turning exits from Pennock were significant. Some
delays were greater than 60 seconds at the noon and afternoon peak
hours. The low number of counted left turns (50 in the noon peak
' hour and 23 in the afternoon peak hour) probably reflects the
length of this delay. It is likely that most persons, who are
familiar with the shopping center and who desire to travel north
' on Lemay or east/west o'n Riverside, do not exit at Pennock. The
northbound left turns on Lemay to Pennock also experience
unacceptable operation. It was noted that the left -turn queue
' often extends to 5-7 car lengths waiting for an acceptable gap in
the southbound traffic. This length of queue is substantial for
a major street left turn.
At the Riverside/access intersection, right -turn exits operate
acceptably, while left -turn exits do not. This access is
restricted to right-in/right-out/left-out. Left -turn ingress is
not allowed due to a lack of a left -turn storage lane on Riverside
Avenue. There are two separate exit lanes at this access, so that
delays experienced by the left -turning vehicles are confined to
' those vehicles desiring to turn left. While the left -turn exits
are in the level of service E/F categories, the delays were not
that significant as noted during traffic counting. This was likely
due to the gaps created by the Lemay/Riverside and Mulberry/
' Riverside signals. Based upon recent research, the theoretical
delay for these left -turn exits would be 22-38 seconds per approach'
vehicle. The observed delay for the left -turn exits is less than
this theoretical delay. It is concluded that the unacceptable
level of service shown in Table 1 is an overstatement and that the
amount of delay that occurs at this location should be considered
' to be acceptable.
III. PROPOSED FAMILY CARE CENTER
The Family Care Center is a medical office/clinic use proposed
to be located in the existing Riverside Junction Center. Some of
the Riverside Junction Center is occupied by commercial/retail
uses. These tenants would remain as long as leases are in effect.
Future occupancy of these tenants is not known at this time. No
' action has been taken with regards to the previous proposal
reflected in the "Expansion of the Riverside/Lemay Shopping Center
Site Access Study." The fast food restaurant previously proposed
within the Riverside Junction Center will not occur under the
' Family Care Center proposal. Therefore, traffic generated by the
Family Care Center was added to the existing traffic plus a
background traffic increase for analysis purposes.
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ITrip Generation
Trip generation
is important in considering
the impact of a
development such as
this upon the existing and
proposed street
system. A compilation of trip generation information was prepared
by the Institute of
Transportation Engineers and
is presented in
Trip Generation, 4th
Edition. This document was
used to project
trips that would be
generated by the proposed uses
at this site.
The use selected from Trip Generation was medical
office building.
Table 2 shows the expected trip generation on a daily and peak hour
basis for the newly proposed use. The noon and afternoon peak
hours were selected as the critical analysis periods. These
periods best represent the peaks of the proposed uses and the peak
i' hours of the adjacent streets.
1 Trip Distribution
Directional distributions were determined for the Family Care
Center. This distribution used residential use (dwelling units)
as the attraction variable in the gravity model. Future year (1995
and 2010) data was obtained from data supplied by the Fort Collins
Planning Department. The trip distribution is shown in Figure 5.
Street System
'
Two street
systems
were analyzed in.this study. The first
system was the
existing
system which included the intersections
shown in Figure
6. This
scenario required all access to the site
to be from either Lemay
Avenue or Riverside Avenue.
A proposal in the "Eastside Neighborhood Plan" suggests that
a street connection between Pennock Place and Laurel Street be made
along the rear of the Riverside/Lemay Shopping Center. While
alignment and availability of right-of-way are uncertain, it would
,. likely approximate the location shown in Figure 7. With this
scenario, access would still occur via Lemay Avenue and Riverside
Avenue, but also via this suggested Pennock/Laurel connection.
This connection would primarily be used by residents of the
Eastside Neighborhood who would find it easier to access the
Riverside/Lemay Shopping Center via this route.
In order to estimate the number of vehicles that would use
this connection, some assumptions were made regarding the travel
behavior of the neighborhood residents. These assumptions are
similar to those used to estimate the same traffic volume in the
"Laurel Elementary School Site Access Study," February 1992, but
are adjusted based upon discussions with Fort Collins
Transportation Division staff. The following assumptions were used
in this analysis:
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TRIP DISTRIBUTION Figure 5
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E
1
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EXISTING STREET SYSTEM -
ANALYZED INTERSECTIONS
Q
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Figure 6
Y
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�ew,1 •e
'�\DisP (sal
ULBERRY ET.'
��
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REEL
s
PROPOSED
STREET
,CONNECTION
ED
CUSt gT LAUREL a
ET ELEMENTARY
SCHOOL -'boo
,mELjzj& ij %Tj EtrA In a a
Scale: 1" : 400'.
LAUREL STREET / PENNOCK PLACE
STREET CONNECTION
Figure 7
1. Fifteen percent of the non-passby generated trips from/to the
Riverside/Lemay Shopping Center are from the neighborhood to
the west and would use this link.
2. Ten percent of the generated trips from/to the proposed Family
Care Center are from the neighborhood to the west and would
use this link.
3. Fifty percent of the dwelling units in the traffic zone west
of the Riverside/Lemay Shopping Center would use this new link
as their route to destinations along Lemay Avenue,
particularly to the south. The dwelling unit projection in
this traffic zone is 324. This assumption results in a net
fifteen percent of the travel from/to this traffic zone on
this link.
Using these assumptions, the following traffic volumes would
occur on this new link as background and Family Care Center
generated traffic:
Daily volume - 1850
Noon peak hour volume 170
- Afternoon peak hour volume - 180
Trip Assignment
Trip assignment is how the generated and distributed trips are
expected to be loaded on the street system. The assigned trips are
the resultant of the trip distribution process. Figure 8 shows the
noon and afternoon peak hour assignments of the Family Care Center
generated traffic in the short range future (1995) with the
existing street system scenario. Background traffic for 1995 was
determined by factoring the 1990 traffic by 1-2 percent per year,
based upon increases shown in historic count data. Figure 9 shows
the noon and afternoon peak hour assignments of the Family Care
Center generated traffic in the long range future (2010) with the
existing street system scenario. Background traffic for the year
2010 was determined following conversations with the Fort Collins
Transportation Department staff. Recent traffic assignments done
by the City indicated year 2010 traffic volumes on Lemay Avenue
near Riverside at 30,400 vehicles per day. This assignment assumed
completion of the Timberline Road crossing of the Cache LaPoudre
River by the year 2010. These daily volumes were used as guides
to determine the long range future peak hour volumes.
' Trip assignments were also performed using the street system
with the Pennock/Laurel connection. The short range and long range
assignments are shown in Figures 10 and 11, respectively. These
assignments show that volumes at other key intersections change due
■ to this connection.
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.ELIZABETH
NOON / PM
a-
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332/3 6��\�2�
582
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ba�5b—�
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Ir
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104/95 --�r
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SHORT RANGE PEAK HOUR TRAFFIC -
EXISTING STREET SYSTEM
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Figure 8
/ /
PENNOCK
65/ 56
Z43/Z46
ELIZABETH
119 /91
90/17
9 5/100
NOON / PM
LONG RANGE PEAK HOUR TRAFFIC -
EXISTING STREET SYSTEM
in
113/Ito
105/ 82
165/ 195
c- cA o
-9
0
0
Figure „9
PENNOCK i r
/ 58 _�
2I I�Z27 I t
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d'
�Ljo
\ ri
R— 99/9 b
-9b/75
ELIZABETH 1 �-- 144/170
bl/54
5Z./?0 —►
So/71 —� to r 1n
\10
to �cr
NOON / PM o
00
SHORT RANGE PEAK HOUR TRAFFIC -
WITH PENNOCK / LAUREL CONNECTION Figure 10
11
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EXECUTIVE SUMMARY
Poudre Valley Hospital is proposing to locate the Family Care
Center at the Riverside Junction Center near the Lemay/Pennock
intersection. This site access study involved the steps of trip
generation, trip distribution, trip assignment, capacity analysis,
and traffic signal warrant analysis.
This study assessed the impacts of the Family Care Center on
the short range (1995) and long range (2010) street system in the
vicinity of the proposed development. Based upon these analyses
and comparisons with a previous traffic study in this area, the
following is concluded:
- The proposed Family Care Center at the Riverside Junction
Center is feasible from a traffic engineering perspective. This
proposed use will generate approximately 1200 trips ends per day.
This is down significantly from that of a previous development
proposal at this site.
- Based upon current traffic volumes and existing geometrics,
the Lemay/Riverside signalized intersection operates acceptably.
The stop sign controlled Lemay/Pennock intersection operates
unacceptably for left -turn entrances and exits. Left -turns from
the Riverside access to westbound Riverside operate at levels of
service E and F based upon the HCM Software calculation technique.
However, with gaps introduced by upstream and downstream signals,
the delays are considered to be acceptable.
- By 1995, given development of the Family Care Center and
an increase in background traffic, the Lemay/Riverside signalized
intersection will operate acceptably with the existing laneaae
configuration. The Lemay/Pennock intersection will operate
unacceptably with stop sign control. Operation at all
intersections is not significantly different than the current
operation. Provision of the Pennock/Laurel connection minimally
changes the operation at some of the key intersections.
- Based upon short or long range traffic projections, a
signal is not warranted at the Lemay/Pennock intersection.
Conditions at this intersection should be monitored regularly to
evaluate signal warrants.
- By 2010 with the projected traffic volumes, the signalized
intersections will operate acceptably. Operation of left turns at
' the stop sign controlled intersections is at level of service F.
This operation is not significantly different than the short range
operation. Provision of the Pennock/Laurel connection minimally
changes the operation at some of the key intersections.
' - The Pennock/Laurel connection has little effect on the
operation at the key intersections. Provision of the
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ELIZABETH
NOON / PM
mo
a
�p9
W
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Nin
J
38/2
6 2
s�os%4�
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PENNOCK i I
b/ 58 I I 2f /Z27 I
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82/folo
9 0/77
92/84
LONG RANGE PEAK HOUR TRAFFIC -
WITH PENNOCK / LAUREL CONNECTION
Q
N
`�-- 113/ 110
r 105/ SZ
I fo5/ 115
Figure 11
Traffic assignments from the "Expansion of the Riverside/Lemay
Shopping Center Site Access Study" are provided in Appendix D.
Comparing Appendix D with the assignments in Figures 8, 9, 10, and
11 indicate that the previous development proposal in this area
generated significantly higher traffic volumes than the proposed
Family Care Center.
IV. TRAFFIC IMPACTS AND ANALYSIS
Signal Warrants
As a matter of policy, traffic signals are not installed at
any location unless warrants are met according to the Manual on
Uniform Traffic Control Devices. However, it is possible to
determine whether traffic signal warrants are likely to be met
based upon projected traffic and utilizing the chart shown in
Appendix E. Using the peak hour traffic volumes shown in Figures
8, 9, 10, or 11, it is not likely that a new traffic signal will
be warranted at the Lemay/Pennock intersection. Using the traffic
volumes shown in Appendix D, a signal was shown to be warranted at
this intersection.
As was shown earlier in this memorandum, operation for the
left -turn exit is unacceptable with stop sign control. However,
unacceptable operation does not create a warrant for signalization.
There may come a time in the future when a signal is warranted at
this location due to delay, accidents, etc., but it is difficult
' to predict these warrants. Preliminary signal progression studies
from the "Expansion of the Riverside/Lemay Shopping Center Site
Access Study" indicate that a signal can be placed at the
' Lemay/Pennock intersection with little impact to the Lemay Avenue
progression if the progressed speed is low and the amount of
through green time for Lemay Avenue is greater than or equal to 65
percent of the cycle length. If a signal is placed at the Lemay/
Pennock intersection, it will likely "attract" trips. Therefore,
there will be increasing demand to provide more greentime for the
Pennock Place traffic. This will in turn reduce the through
bandwidth on Lemay Avenue and cause deterioration of the Lemay
Avenue progression.
The above conclusion is based upon the available traffic
projections for this area of Fort Collins. If conditions change,
then this conclusion should be re-evaluated.
Operation Analysis
1 Capacity analyses were performed on the key intersections in
this area for both the short range (1995) and long range (2010)
traffic conditions.
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' Using the traffic volumes shown in Figure 8, the key
intersections operate in the short range future as indicated in
Table 3. Calculation forms are provided in Appendix F. This
assumes the existing street system. Operation at the key
intersections is not significantly different than that shown in
Table 1, Current Operation.
Using the traffic volumes shown in Figure 9, the key
intersections operate in the long range future as indicated in
Table 4. Calculation forms are provided in Appendix G. This
assumes the existing street system. While the operation at the key
intersections deteriorates, the operation is not significantly
different than that shown in Table 3. The deterioration is
primarily due to the increase in background traffic on Lemay Avenue
and Riverside Avenue.
' Using the traffic volumes shown in Figure 10, the key
intersections operate in the short range future as indicated in
Table 5. Calculation forms are provided in Appendix H. This
' assumes a street system with the Pennock/Laurel connection.
Comparing Table 5 to Table 3 indicates that the operation does not
change significantly. Operation at the Lemay/Elizabeth signalized
' intersection, and the Lemay/Pennock and Riverside/Access stop sign
controlled intersections improves slightly with the Pennock/Laurel
connection. However, this improvement in operation is minimal.
With the Pennock/Laurel connection, traffic will increase
significantly on Laurel Street east of Stover Street. While the
increase is significant, the volumes are such that acceptable
operation (level of service A) occurs at key intersections along
' Laurel Street.
Using the traffic volumes shown in Figure 11, the key
intersections operate in the long range future as indicated in
Table 6. Calculation forms are provided in Appendix I. This
assumes a street system with the Pennock/Laurel connection.
1 Comparing Table 6 to Table 4 indicates that the operation does not
change significantly. As in the short range analysis, operation
at some intersections improves slightly with the Pennock/Laurel
connection.
Appendix J contains tables showing the short and long range
operation from the "Expansion of the Riverside/Lemay Shopping
Center Site Access Study." Operation at the key intersections is
not as good with the higher intense use evaluated in this earlier
study.
V. CONCLUSIONS
Based upon these analyses and comparisons with a previous
traffic study for this area, the following is concluded:
1
Table 3
Short Range Operation with Family Care Center
and No Pennock/Laurel Connection
Intersection
Lemay/Riverside (signal)
Lemay/Elizabeth (signal)
Lemay/Pennock (stop sign)
EB LT
EB RT
NB LT
Riverside/Access
NB LT
NB RT
Level of Service
(delay or reserve capacity)
Noon PM
C (16.1 sec/veh) C (23.7 sec/veh)
B (13.9 sec/veh) C (17.7 sec/veh)
F (-83) F (-68)
B (349) C (228)
F (-51) F (-63)
F (-62) F (-96)
B (364) B (373)
Table 4
Long Range Operation with Family Care Center
and No Pennock/Laurel Connection
Intersection
Lemay/Riverside (signal)
Lemay/Elizabeth (signal)
Lemay/Pennock (stop.sign)
EB LT
EB RT
NB LT
Riverside/Access
NB LT
NB RT
Level of Service
(delay or reserve capacity)
Noon PM
C (17.4 sec/veh) D (25.5 sec/veh)
C (15.7 sec/veh) C (22.1 sec/veh)
F (-83) F (-68)
C (250) D (143)
F (-157) F (-154)
F (-88) F (-96)
C (295) C (299)
Table 5
Short Range Operation with Family Care Center
With Pennock/Laurel Connection
Intersection
Lemay/Riverside (signal)
Lemay/Elizabeth (signal)
Lemay/Pennock (stop sign)
EB LT
EB RT
NB LT
Riverside/Access
NB LT
NB RT
Level of Service
(delay or reserve capacity)
Noon PM
C (16.1 sec/veh) C (23.7 sec/veh)
B (13.7 sec/veh) C (17.3 sec/veh)
F (-84)
B (387)
F (-13)
F (-14)
B (380)
F (-71)
C (250)
F (-79)
F (-52)
B (386)
Table 6
Long Range Operation with Family Care Center
With Pennock/Laurel Connection
Intersection
Lemay/Riverside (signal)
Lemay/Elizabeth (signal)
Lemay/Pennock (stop sign)
EB LT
EB RT
NB LT
Riverside/Access
NB LT
NB RT
Level of Service
(delay or reserve capacity)
Noon PM
C (17.4 sec/veh) D (25.6 sec/veh)
C (15.3 sec/veh) C (21.3 sec/veh)
F (-84) F (-71)
C (289) D (165)
F (-120) F (-150)
F (-42) F (-52)
B (311) B (312)
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- The proposed Family Care Center at the Riverside Junction
Center is feasible from a traffic engineering perspective. This
proposed use will generate approximately 1200 trips ends per day.
This is down significantly from that of a previous development
proposal at this site.
- Based upon current traffic volumes and existing geometrics,
the Lemay/Riverside signalized intersection operates acceptably.
The stop sign controlled Lemay/Pennock intersection operates
unacceptably for left -turn entrances and exits. Left -turns from
the Riverside access to westbound Riverside operate at levels of
service E and F based upon the HCM Software calculation technique.
However, with gaps introduced by upstream and downstream signals,
the delays are considered to be acceptable.
By 1995, given development of the Family Care Center and
an increase in background traffic, the Lemay/Riverside signalized
intersection will operate acceptably with the existing laneage
configuration. The Lemay/Pennock intersection will operate
unacceptably with stop sign control. Operation at all
intersections is not significantly different than the current
operation. Provision of the Pennock/Laurel connection minimally
changes the.operation at some of the key intersections.
- Based upon short or long range traffic projections, a
signal is not warranted at the Lemay/Pennock intersection.
Conditions at this intersection should be monitored regularly to
evaluate signal warrants.
- By 2010 with the projected traffic volumes, the signalized
intersections will operate acceptably. Operation of left turns at
the stop sign controlled intersections is at level of service F.
This operation is not significantly different than the short range
operation. Provision of the Pennock/Laurel connection minimally
changes the operation at some of the key intersections.
- The Pennock/Laurel connection has little effect on the
operation at the key intersections. Provision of the
Pennock/Laurel connection has little effect on development of the
Family Care Center and, conversely, the development of the Family
Care Center has little effect on the Pennock/Laurel connection.
The Pennock/Laurel connection is considered to be a convenience
' street for the Eastside Neighborhood.
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APPENDIX A
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m m m m m
LEMAY AVE NORTH OF
ELIZABETH
NORTHBOUND
HOUR. ---- QUARTER HOUR ---- HOUR EACH * REPRESENTS 36 VEHICLES
OF DAY 1st 2nd 3rd 4th TOTAL A DASH MEANS HOUR. VOLUME < 18
------ ----- ----- ----- ----- ------ _----_--__---___-----__--__—_—_
12 AM 20 16 19 9 64 **
1 AM 10 7 _ 4 24
2 AM 11 5 11 3 30
S AM 4 9 3 7 2S
4 AM 12 8 7 B 35
5 AM 12 12 14 71 **
6 AM 50 41 56 BO 227 ******
7 AM 142 141 � 171 232 686
8 AM 269 200D �166 172 807 *wxxxxxxxxxxxxxxx**xxx
9 AM 212 152 158 I5B 680 *******************
10 AM !83 161 166 170 700 xxxxxxxxx*x**xxxxxx
11 AM 194 17B 22!232 825 ___.*xxxxxxxx+xxxxxxxxx+*
12 PM 247. 243 2-6 201 923 .. ..xxxxxxxxxxxxxxxxxxxxxxxx
1 PM 265 213 224 22B 930 xxxxxxxxxxwxxxxxxxxxxxxxxx
2 PM 170 203 220 197 790 xxxxxxxx****xxx*!!xxx**
L. PM 239 228 216 245 928 xxxxxxxxxxxxxxrtxxxxxxxxxxx
4 PM 2_59 257 237 [238 967 - x.xxxxxxxxxxxxxxxxxxxxxxxxx
5 PM 237 293 247] 226 984 *.xxxxxxxxxxxxxxxxxxxxxxxxx
6 PM 215 187 209 161
7 PM 165 133 120 106 524 xxxxxxxxxxxxxxx
8 PM 97 62 70 75 324 xxxxx****
9 PM 61 72 63 58 274 ***xx*xx
10 PM 65 49 42 33 189 ***x*
11 PM 23 31 29 24 107 x**
TOTAL VOLUME IS 11,909 VEHICLES.
PEAK HOURS:
MORNING PEAT! HOUR VOLUME OF S72 BEGINS AT 7:30 AM ( 7 %)
EVENING PEAK HOUR VOLUME OF 1,001 BEGINS AT 4:45 PM ( 8 %)
LEMA'Y AVE NORTH OF
ELIZABETH
SOUTHBOUND
HOUR ---- QUARTER HOUR ---- HOUR EACH * REPRESENTS 51 VEHICLES
OF DAY 1st 2nd 3rd 4th TOTAL A DASH MEANS HOUR VOLUME < 26
------ ----- ----- ----- ----- ------ __-----_______---__---___---___
12 AM 26 14 17 18 75 x
1 AM 9 14 it 10 44 x
2 AM Sit 10 10 4 54
3 AM 6 .. 9 8 28
4 AM 10 10 S 12 35
5 AM 19 1126 25 81 xx
6 AM 59 50 _ 72 Be 269
AM l7i 92a1SO [171 524
8 AM 29 1711 185] 167 752 xxxxx**xxxxxxxx
9 AM 199 166 191 171 727 xcxxxxwxxxxxxx
11" AM 206 119E 200 208 812 *xxxxxxxxxxxx+*x
11 AM 241 256 255 984 xxxxxwxxxxxxxxxxxxx
12 PM S02 320 S18 269 1209 xxxxxxxxxxxxxxxxxxxxxxxx
1 FM _71 297 269 263 1100 xxxxxxxxxxxxxxxxxxxxxx
_ FM 241 256 252 269 1019 xxxxxxxxxxxxx+*xxxxx
PM 275 232 255 285 1097 xxxxxxxxxxxxxxxxxxxxxw
4 PM 289 312 279 [S!3 1195 x+xxxxxxxxxxxxxxxxxxxxx
5 PM '39 377 396 290 1402 *xxxxx**xxxxxxxxxxxxxxx!txxx
6 FM 261 246 21B 194 919 x**xxxxx+*****x+t**
7 PM 187 159 145 106 593 xxxxxxx****
6 PM 97 92 65 92 346 xxx****
9 PM 99 106 129 70 404 xxxxx*xx
10 PM 72 77 57 46 252 *****
it PM 40 32 SO 20 1-- xx
TOTAL VOLUME IS 14,040 VEHICLES.
PEAL; HOURS:
MORNING PEAT: HOUR VOLUME OF 984 BEGINS AT 11:00 AM ( 7 %)
EVENING PEAK HOUR VOLUME OF 1,425 BEGINS AT 4:45 PM ( 10 %)
DATA COLLECTION BEGAN AT 12 AM ON THURSDAY, JANUARY 2-, 1992. DATA COLLECTION BEGAN AT 12 AM ON THURSDAY, JANUARY 23, 1992.
LEMAY AVE NORTH OF
ROBERTSON
NORTHBOUND
HOUR ---- QUARTER HOUR ---- HOUR EACH * REPRESENTS 34 VEHICLES
OF DAY 1st and 3rd 4th TOTAL A DASH MEANS HOUR VOLUME < 17
______ _____ _____ _____ _____ ______-___-_-________-____-_____--_-_
12 AM 5 10 8 - 30
1 AM 0 5 4 E 17 ..
2 AM lip 18 7 14 49
3 AM 3 13 1- 14 42
4 AM 10 8 11 15 44
5 AM 11 SS 34 74 137
6 AM 32 67 99 219 407 xxxxxxxxxxxx
7 AM 17.7 169 [28- 361 950 ccx*xxx:-..-xxxxx. .._.xx-x*xx .xx
9 AM 128 1331 -24 257 742 xx***xxx.+xx*xxxx..xxx*
9 AM 1U6 184 160 251 701 xxxx*x*xxxxxxx*xxxxx*
10 AM 76 251 161 244 =2***xxx+x+xx*xx*x*xxxxx
11 AM 120 266 204 326 9/6 xx*xxx*x*xxxxxxxxx**xxxxxxw
2 PM 102 119 316 7.23 860 xxx*-.�xxxxxxwxx<xxxxxxxxx
fI PM 105 150 312 262 829 xx*xxxxxxxxxx*xxxxxxx*xw
2 PM 134 161 295 219 799 xx:*xx*xxxxxxxx*xxxxxxxx
3 PM 120 154 727 231 832 xxxxxxxxx*xxx*xxx*xxxxxx
4 PM 135 175 E279 2-09 798 ,. *xxxxxxx*xxxxxxxxxxxxxx
5 PM 102 126D 261 202 691 xxxxxxxxxxxxxxxxxxxx
6 PM 150 Be 191 193 622 ******************
? PM 110 41 138 98 387 **xxxxx*xxx
8 PM 53 73 64 97 287 *xxx*x**
9 PM 43 65 51 123 282 x*******
10 PM 23 48 38 57 166 xx*xx
11 PM 10 32 26 19 87 xwx
TOTAL VOLUME IS 11,407 VEHICLES.
PEAK HOURS:
MORNING PEAK HOUR VOLUME OF 950 BEGINS AT 7:00 AM ( S %)
EVENING PEAK HOUR. VOLUME OF 894 BEGINS AT 12:30 PM f 6 %)
DATA COLLECTION BEGAN AT 12 AM ON THURSDAY, JANUARY 23, 1992.
LEMAY AVE NORTH OF
ROBERTSON
SOUTHBOUND
HOOF: ---- QUARTER HOUR ---- HOUR EACH * REPRESENTS 59 VEHICLES
OF DAY 1st -nd 3rd 4th TOTAL A DASH MEANS HOUR VOLUME < 30
------ ____ ____ ----- --_`_
I° AM 1. 21 12 1- 65
I AM 13 15 8 32 68
2 AM 10 12 10 8 40
AM 6 13 5 10 34
4 AM 11 6 7 24 48
5 AM 1- 27, 2= 50 108 x*
6 AM 59 73 90 118 340
7 AM S3 121 16B 172 544 *•�******
S AM 160 170 170 176 676 x****•*****
9 AM 165 195 17• 1-719 77-•
10 AM 227 228 225 907
it AM 249 243 -Be 307 1087 *+xx** ***xwx*****
12 PM 339 290 264 295 1178 **xxxxxx****xxx*****
PM 285 289 265 256 1095 ..*****xx**xxx******
2 PM 265 248 277 289 1079 ******xxx***xx*xxc
3 PM 290 290 330 310 1220
4 PM 337 339 [764 407 1447 x*********x**************
5 PM 432 436D 7.19 _ 1460 *******xxx*******xxxxx***
6 PM '-81 219 194 202 B96
7 PM 167 171 110 99 547 *********
6.PM 117 81 99 112 409 *******
9 PM 130 142 101 87 460 ********
10 PM 89 55 57 40 241 ****
11 PM 33 50 37 42 162 ***
TOTAL VOLUME IS 14,883 VEHICLES.
PEAK HOURS:
MORNING PEAK HOUR VOLUME OF 1,087 BEGINS AT 11:00 AM ( 7 %)
EVENING PEAL: HOUR. VOLUME OF 1,639 BEGINS AT 4:30 PM ( 11 %)
DATA COLLECTION BEGAN AT 12 AM ON THURSDAY, JANUARY 23, 1992.
i = = M = s = i = = = i M = r = = M =
x*x Weekly Summary
for week of January 26,
1992 x** Page 1
xxxxxx*rtx**rt*xxx*xxxxxxxxxxxxx**xxxxx*xxxxxxx*x**artxxxxxrtxxxxxxxxxxxw**xxx**x*
Data File
: MO 19202B. FRN
Station
: 205662
Lane(s) :
1
Identification
: 2056
Direction :
Northbound
City/Town
: FORT COLLINS
County :
LAP.IMER
Location
: LEMAY AVE
NORTH
OF RIVERSIDE
xx****xx**rtxxx*rtxxrtxx***xxxxxx*xxtxrtxxx*xxxxx*xxx*x*xxxxx*xxrtxxxx+ix*a*x*YxYx4?':
26 27
28
29 30 31
Wkday
Dai 1'y
Time
Sun Mon
Tue
_____
Wed Thu Fri
_____ _____ _____ _____
Sat Avg.
_____
Avg.
_____
_____ _____
i, 1: 00
_____
25
24
25
11
02:00
13
17
15
11
03:00
12
7
1O
7
04:00
14
15
15
1::
05:00
20
30
25
1C
Ot: OO
94
101
98
7::
07:00
228
267
24e
177
OBe OO
510
572
.. 541
Sec
n9: 00
634
678
656
469
10:00
550
615
583
41c
11:00
565
565
404
12-:00
625
625
446
1:00
712
712
501�'
14:00
6el
640
661
472
15:00
679
635
657
469
16:00
728
744
736
526
17:00
780
960
820
596.
10:00
827
876
B52
60E
19:00
426
485
456
,.2..
20:00
249
232
241
172
21:00
160
179
170
121
22:00
134
133
134
95
23:00
70
90
SO
57
24:00
47
58
_____
_____ _____ _____ _____
53
_____
38
-----
_____ _____
Totals
_____
4781
8934
2326
8972
640E
xxxrtxxxxxxxxxxxxxxrtrtxx*xxrtxxxxxxrtrtxxxrtxxxxxxxxxx*xxxrtxxx**xxxxrtrtxrtrxxxxxx*xx*xx
Avg Wkday
53.3
99.6
25.9
Avg Day
74.6
13.9.4
36.3
AM Peak Hr
09:00
09: 00
AM Count
634
678
PM Peal: Hr
18:00
1S. 00
PM Count
827
876
***x*xxxrtxxxxxx****xxxxxxxxxxx*xxxxxxxxxxxxxxrtxxxx*xxxx*xxrtxrtxrtxx*x*w*xxxx*xxxx
xxx Weekly Summary
for week of January 26,
1992 xxx Page -
**wxxxxx.sxxxxxxxxxxx+*xxxxxx+•+rxxx+xxxtxaxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxsxs*x-
Data File
: M0192028.PRN
Station
. 205662
Lane(s)
2
Identification
: 2(.)56
Direction :
Seuthbound
City/Town
: FORT COLLINS
County :
LARIMER
Location
: LEMAY AVE
NORTH
OF RIVERSIDE
xxxxxxx*x*xx*xxx**xx**x*x**x.*�Fxxax.axxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxx%x4�!-
26 27
28
29 30 31
Wkday
Dail.,
Time
Sun Mon
Tue
_____
Wed Thu Fri
_____ _____ _____ _____
Sat _ Avg.
_____
Avo.
_____
_____ _____
01:00
_____
28
29
29
_o
02: 00
14
25
20
1?
,.3:00
:•8
18
__•
16
04:00
16
9
13
f)5:�)I)
26
25
26
1'-
06: 00
71
87
79
5t
07: 00
240
267
254
8
OB:00
540
547
544
,:FS
09: 00
483
4B6
485
374E
10:00
37B
438
408
291
11:00
478
478
341
12: 00
544
544
3e9
13:00
71e
718
51_
14:00
656
602
629
449
15: 00
602
607
605
432
16:00
710
758
77.4
524
17: 00
799
803
601
572
18: 00.
702
686
694
496
19:00
447
462
455
3_
20:00
291
293
292
201:,
21:00
241
249
245
175
22.00
178
186
182
130
23:00
86
91
89
6
24:00
54
53
_____
_____ _____ _____ _____
54
_____
3E
-----
_____ _____
Totals
_____
4766
8354
1931
8396
5997
xxxxxxxxxxx*xxxxxxrtxxxxxxxxxxxxxxxxx*xxxx*xxxxrtxxrtxxxxxxxx*rtrtxxrtxxx*xxxrtxxxxxxx
% Avg Wkday
56.8
99.5
23.0
Avg Day
79.5
139.3
32.2
AM Peak Hr
12:00
08:00
AM Count
544
547
PM Peal: Hr
17:00
17:00
PM Count
799
003
xxxxx*xxx**xrt*xxx**xxxxxx*rt**x*xxxxx*wxxx*xxxxxxxxxrtx*x*xxxxxxxx*xx*xxx*x*x*rt**
L
' Pennock/Laurel connection has little effect on development of the
Family Care Center and, conversely, the development of the Family
' Care Center has little effect on the Pennock/Laurel connection.
The Pennock/Laurel connection is considered to be a convenience
street for the Eastside Neighborhood.
1
I
r-.
J
I
I
11
M M = = M
xxx Weekly Summary for week
of January 19,
1992 **x Page 1
*x.x.xx.***rt*rtxx**xrt*rt**rt**xxx****xxrtx*x*****x+**x*rt***x+**xxxrt*xrtxrt***xwx*xrtrt*
Data File
: M0192017.PRN
Station
: 205548 -
Lane(s) :
1
ldentification
: 2055
Direction :
Eastbound
City/Town
: FORT COLLINS
County :
LARIMER
Location
: RIVERSIDE. f-AQWT OF LEMAY
AVE
.*rt*xrtrtx**xxxx*rtrt**rt***rt**ix#�Fxxrt.**w***rt**xxrt.x******w*xxrt**x*rt***xxrt*xrtrtxxxx.
19 20 21 22
__ 24
25 Wkday
Daily
Time
Sun Mon Tue Wed
Thu Fri
Sat Avg.
_____
Avg.
_____
_____ _____
01. 00
_____ _____ _____
_____ _____ _____
47 61
54
39
02:00
39 45
42
30
03: 00
26 36
31
22
04. 00
29 34
32
23
05:00
45 57
51
36
06: 00
74 196
135
96
07: 00
407 449
426
306
08: 00
582 694
658
456
09: 00
482
482
344
10: 00
491
491
351
11: 00
421
421
301
12:00
480
480
343
13: 00
627
627
446
14: 00
1134
689
914
653
15: 00
925
462
704
503
16: 00
926
519
723
516
17: 00
929
788
889
635
Is: 00
1119
5BO
850
607
19: 00
654
377
516
368
20: 00
- 432
251
342
244
21: 00
3.21
201
261
186
_:00
254
194
224
160
23: 00
164
95
130
93
24:00
89
41
65
46
-----
_____ _____
Totals
_____ _____ _____
7012
_____ _____ _____
7967 1572
_____
9526
6e04
.x.+x+-xx++xxxx+xx.x+x+xxx+xx.}xxxxx.x*xxxxxx*.xxx+xxx*xxxxfxxx..*xx..*xiix.I.x+
. Avg WI%day
73.6
B3.6 16.5
.0 Avg Day
IQ7.1
117.1 Z--1
AM Peak Hr
ve:00 OB. 00
AM Count
582 694
PM Peak Hr
14:00
17: 00
FM Count
1139
79B
.+. Weekly Summary for week of January 19, 1992 *** Pace
Data File
: M0192017.PRN
Station
. 205548
Lane(s)
. 2
Identification
2055
Direction
: Westbound
Citw Town
FORT COLLINS
County
: LARIMER
Location
RIVERSIDE OF LEMAY
AVE
.
x.x+*x*xxxxx*xx.xrtx*x*xx*x��iY�**xx*xxxrt*+***xxxxxx+x.rt**xxxrtxxx*rt*xxxxx.*wxxxx
19 20 21
23 24
25 Wkday
Daily
Time
Sun Mon Tue Wed
Thu Fri
_____
Sat Avg.
_____ _____
Avo.
_____
_____ _____
01:00
_____ _____ _____
_____
55 55
55
715
02:00
20 31
26
16
03: 00
24 31
28
20
04: OU
22 19
21
15
05: 00
20
22
15
06: 00
36 51
44
31
07:00
144 149
147
105
08:00
406 374
39U
_ 279
09: 00
378
378
270
10:00
345
345
246
11:00
405
405
2B9
12: 00 _
50G
503,
_59
17,: 00
498
498
356
14.00
495
450
473
33e
15: 00
454
424
439
314
16: 00
575
542
559
399
17:UU
562
604
583
416
19: 00
540
515
�4
377
19: 00
402
435
419
299
20.00
231
219
225
161
21:00
179
149
164
117
22: 00
126
12e
128
91
23:00
72
90
81
58
24: 00
72
58
_____ _____
65
_____ _____
46
_____ _____
Totals
_____ _____ _____
3710
6470 733
6521
465E
**x.xx..x...*.**xx*wxxxwx**rt***xx*..xxxxxx*w*x***rtxrtwx****x*xxxxx*x*.x*.xxxxxxx
Avo Wkday
56.9
99.2 11.2
Avg Day
79.7
138.9 15.7
AM Peak Hr
12: 00 OB: 00
AM Count
503 374
PM Peal: Hr
16:00
17:00
PM Count
575
604
...................
*...xxxxxx.xxxxxxx....xxxxx.+.xx.*.x..xxxxxx.+xx+
+-
I
1
1
1
i
1
ICI
i
1
1 APPENDIX B
1
1
i
1
i
1
i
1
1
L-
II
L
�J
1
1
LEVEL -OF -SERVICE CIiITERIA
SIGNALIZED INTERSECTIONS
Level -of -service for signalized intersections is defined in terms of delay.
Delay is a measure of driver discomfort, frustration, fuel consumption, and lost
travel time. Specifically, level-of-eervice orlteria are stated In terms of the
average stopped delay per vehicle for a 15-minu1:e analysis period.
Level -of -service A describes operations with very low delay, i.e., lees then 5.0
seconds per vehicle.
level-of-ser"vice B describes operations with delay in the range of 5.1 to 15.0
seconds per vehicle.
Level -of -service C describes operations with delay in the range of 15.1 to 25.0
seconds per vehicle.
Level -of -service D describes operations with delay in the range of 25.1 to 40.0
seconds per vehicle.
Level -of -service E describes operations with delay in the range of 40.1 to 60.0
seconds per vehicle. This is considered to be the limit of acceptable delay.
Level -of -service F describes operations with delay in excess of 60.0 seconds per
vehicle. This is considered to be unacceptable to most drivers.
RESERVE CAPACITY
UNSIGNALIZED INTERSECTIONS
LEVEL OF
5ERV ICE
EXPECTED DELAY TO
MINOR SIREET TRAFFIC
400 A Little or no delay
30U-399 B Short traffic delays
200-299 C Average traffic delays
10U-199 D Long truffio delays
0- 99 E Very lung traffic delays
* F
*When demand volume exceeds the capacity of the lane, extreme delays will be
encountered with queuing which may cause severe congestion offont.ing other
traffic movements in the intersection. This oondition usually warrants
improvement to the intersection.
I
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
APPENDIX C
11
m= m w w m= w w== m= w
Z �=
Qa5 HCM. I(4NAL I=ED iN ERSECTi ONq
!MMA, F h GP_
-f:XYYYX.YYY YYYYYYYY.cFy'YYYtYY Y2Y AY.AYXKYYAXFY.Y:CYMY XYFYYYYt YY CY;x YY'Y.TYY K%M.YY.
iP' =_:i i01=..Five; side{'-emav
AREA, TYPE. ....OTHEie L V �'Cf N V
U �T�------------ 12/12/"-0
T i !^.E ....... _ .. LU )ZT
VOLUMES G�OM'TR•.
EB W5 NE SB - E°. w8 N8 =E
LT 151 101 247 L 52.0 _ 12.0 L 1-1-0i
TH 296 284 =80 514 T 12.0 T 2.0 T 1%.0 T 12.0
RT 304 9? is T 12.0 iP. 12.0 TR 1`.0 iR 1%.0 q
RR 0 0 0 0 R ^ 12.0 i 2_0
12.0 12.0 -G 1�.0
12.0 1Z.0 1%.0 i2.0
---------------- _---------- _______________________________________________
ADJUSTMENT FACTORS
GRADE HV ADJ pKe 6Uc,�S PKp F•FCS; PED. BUT. d-1R. TYPE
(%) (%) YIN Nm Nb Y'N min T
ES 0.00 2.00 N 0 C. 0.95 2 Y 20.5
Wb 0.00 1-1.00 N 0 0 C.77 Y %0.5 _
NB 0.00 _.00 N 0 0 0.91 C Y 20.5 _
SB 0.00 2.00 N n 0 0-88 _ 20.5 _
-------------------------------- __________________________________________
SIGNAL SETTINGS CYCLE LENCTH = 90.0
pH-1 pH-" PH-: PH-4 PF�-1 PH-2 PH PH-4
LT X X NE LT X X
T F; X TH.
RT X RT X
PD X Y,
W,-, LT X X. S5 IT X x
TH X TH X.
P,T X RT X
GREEN 7.0 ._ '.0 TEEN - 0 %0.0 O.C. "..0
YELU:14' S.0 _.0 U.;. 6.0 YPLLOW S.i� €.. U.:. U.0
. !LEVEL O SEF'VI i__
L i�n�E GRp- V/C G/C iFLAy LCIS AP- C!ELAY UJS
EE: L 0.044 U.444. 10.c E. 1E.: C
0. 295 _._11 C
WS L C.044 n 444 10.5 8. C
TR Ci.4�.
tj�
VTR 0._,, C. Sa. 'c_, C
SF; _ 0-O4c 0.489 -.1 b 16.2 _
i c: U
__ __ ___-_ __-_______ __________ _ _ ___ __ __ _______ _
ZF
i 9:i= HCM: _TGN!A.L i_EC INTER==C1iOr"
5UMMAR
.tYY, Y Y-.. f.Y r "Y.Ait Yi aV'.YY.fttYYl.tYYYYY:YYY"aA XY YYYY YYYY.tt AIY"FYYY:
AREA. TYE.....OTHER
ANAL Yf:T.......m ie -71 PM L9NV
COMMENT .......
� LT
__________________l________________________________ -_________________
VOLUME. GEOMETRP
Et; Wb NB SB - WB NE 5E
16? � .L 1L...ULT 1112Z2...0
-
TH -31 '? T 12.0 .0
R7 -,A., 15`19 1%.0 TR 2C!
RR 0 0 0 R 1i120
0 12.0 L .0 12-0
__________________________________________________-_______________________
ADJUSTMENT FACTORS
GRADE Hv At;J DKC_- a•US-S PHF PEnq FED. EUT. ARR. TYPE
(%) Imo') YIN Nm Nb Y,;N m5n T
Eb 0.00 2 E. N 0 0 0.82 1 Y
WB 2.00 2.00 N 0 0 0.9i i Y 20.5 _
NE 0.00 2.OG N 0 0 0.92 0 20.`
0.00 2.00 N 0 0 0.8e
__________________________________________________________________________
SIGNAL SETTINGS CYCLE LENCTH = 110.0
off-i oy-_; PH_ ph-4 PH_1 uH_% PH-S PH-4
EB LT X NB LT X X
TH X TH X
RT X R.T X
PD X PD X
WE LT X X LT X
TH X TH X,
RT X RT X
P D "C' X
6-REEN 12.0 _ 0-0 0.0 CREEN 1 -.0 3?.0 0.0 0.C.
YELL DN 5.0 6.0 "ELLOW '.0
----------------- --------------------------------------------------
LEVEL 0.= SERVICE
LANE CRP_ V/C /C r)^' AY A=':• DELR.Y APP. i_OS
E
P i.59F ..400 -- C
M= I= == a= s M= M M M M e
z�
1995 HCM: UNS1CNI--IZED IN TEkEECTi ONS Paee-i
In—. I.=.. 1NFORMAT ION
AVERAC'E RUNT"INC4 SPEED. MAJOR STREET.. JS
PEAK. HOUR FACTOR ..................... .23
ARE:+ POPULATION ...................... 80000
NAME OF THE EAST"WEST STREET......... Pennock
NAME OF THE NORTH/SOUTH STREET....... iemay
NAME OF THE ANALYST .................. mid
DATE_ OF TH`_ ANALYSIS (mn./dd/yy) ..... . 12/12/90
TIME PERIOD ANALYZED ................
noon Pm 1990
OTHER INFORMATION ....
LM Y Pti N -(o
INTERSECTION TYPE AMC)
---------------------------------------------------------------------
CONTROL
INTERSECTION TYPE: T-INTEP.SECTiON
MAJOR STREET DIRECTION:
NORTH/SOUTH
CONTROL TYPE E-ASTBOUND:
STOP SIGN
TRAFFIC VOL UME4
---------------------------------------------------------------------
_...
---- ----
LEFT E0
---- ----
THRU --
„J7 7A
RIGHT ___ --
0 2=
tJUMBER OF LANES
----------------------------------------------------------------------
N;
------- ------- -- ---- ------
20
---------------------------------------------------------------------
POTEN-
ACTUAL
PLOi•)-
TIA-
MOVEMEN-i
-TE
.....':i Y
CAPAC7
CAPAC7 TV
CAPACITY
MOVEMENT
v:._.-:)
_-
r-R
-------
--------
---------------------
sH
------------ ---
MINO[<=TREE1
ES -EFT
53
9s
Ic
1^.
-Cc .-
i<iC-HT
%55
M;.JOR STREET
NE LEFT
353
398
395
59P.
4c E
IDENTIFYINCz !tFORM.-ION
NAME OF THE T/SdcgT T.r r-rT. .... Pennock
NAME OF THE NORTH/SOUTH STREET..-. iemay
DATE AND TIME OF THE ANALYST ------ 1-2/12/9@ O Pnl loon
OTHER INFORMATION..
m m m r "m M m m M m m m m m m s m= M
zJ
'95 HCM: L!NSiGN AL iZED INTERSECTIONS -=e_
.f♦Itif:l-f:f"}V:4\.4V 4f �}t 4}4V,.}Y.44f },}�.}}al\.\.♦.11tY.l iYt44}a}}4�ff} .Y..V. ). V.fY
IDENTIFYING INFORMATION
AVERAEE RUNNIN9 SPEED. MAJOR STREET..
PEAK HOUR FACTOR --------------------- 'Y
AREA POPULATION ...................... C000r,
NAME OF THE EAST/WEST STREET-.--.--.. aennock:
NAME OF THE NORTH/SOUTH ST=-E7....... iemav
NAME OF THE ANALYST .................. .Jd
DATE OF THE ANALYSIS (mrn/dd/vy)...... 1_1'12/90
TIME PERI00 ANALY2EO----------------- ncon am 1990
i!THEF,' INFORMATION---- LMy P(i 1'Jpq
INTERSECTION TYPE AND CONTROL V
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EA.STBCUND: STOP SIGN
TRAFFIC VOL UME6
---------------------------------------------------------------------
E6 W. NE
---- ---- ---- ----
LEFT -- 24C: 0
THRL' 0 __ ,:y 11040
RIGHT 2�ID
NUMBER OF LANES
--------------------- -------- -------------- -- ----------------
------- ------- ------- -------
C?PACTTY AND LEVEL -OF -SERVICE
---------------------------------------
PnTEN- :,C iU A_
F_0w- 71'.1 MOVE ME N'T
RATE CAPACITY CAPACITY
MOVEMENT v(Pcch) (ccah) - (awn)
a M
— ----- -- --------------
zY
Paae-3
----------------------------
SH Ait-Eu RESERVE
CAPACIT'f CAPACITY
(perh) c = - . LOS
H R _H
--------------------- ---
MINCIR STREET
EE LEFT 27 95 0 0 F
MAJOR STREET
Ng LE-T 278 272 272 2?' -5 F
IDENTIFYING INFORMATION
_______________________________________________________________
NAME OF THE EAST/WEST STREET-..... uennock..
NAME OF THE NORTH/SOUTH STREET---. lemav m\J
DATE AND TIME OF THE ANALYSIS..... 12/12/90 : nocn V 1990
OTHER INFORMATION....
m M m m= M M M w m fm r M" m m m m m
Z GG
1995 HCM: UNSIGNALIZED INTER=:ECT'ON_: ✓aee
IOENTI- Y'TN3 TN PORM.ATION
---------------------------------------------------------------------
AVERAGE RUNNING SPEED. MAJOR °.TREET..
PEAK
HOUR FACTOR .....................
.Q�
AREA.
POPULATION .......................
80000
NAME
Or THE EAST !'WEST STREET..._.....
riverside
NAME
OF THE NORTH/SOUTH S.TREET.......
access
NAME
OF THE ANALYST ..................
mjd
DATE
OF THE ANALYSIS (mm/dd/yy)......
12/12/90
TIME PERIOD ANALYZED ................. noon om 1990
OTHEk INFORMATION.... fzVSAClj40
INTERSECTION TYPE AND CONTROL
_____________________________________________________________________
iNTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
E6 W3 N:. Sc.
THRU 540
RIGr:T 205 0 24Z' --
NUMBED OF LANES
_______________________________________________________________
Ee
LAP__. _ _ _
CAPA.CTTY AN(,'_EVEL-OF-SERVICE Pane
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- I A!_ MOVEMENT 5'rn ARIII" F:E_ERVE
f•:ATE CA.*'::CITY CAPAC T TY CAP A.CI CAPA.0 I TY
MOVEMENT yr c_Ph) (Pcpr,) _ ^
lc_cn) (ccch) _ - - v LC'_'.
M SH k 5H
MINOR: STREET
NB '_EFT !4.2 'S1 150 150 8
RIGHT 285 675 675 67:. 386 B
IDEN7!FYIN'G INFOPMATi Of�
---------------------------------------------------------------
NAME OF THE EAST/W'E5T STREET...... river-ide
NAME OF THE NORTH/SOUTH STREET.... access
DATE AND TIME OF THE ANALYSIS..... 12/12/40 nocn am 1990
OTHER INFORMATION....
M M m M M M" r M M" M =' M Ar i i s w
2-�
'9°5 HCM: UNSi14NA.L IZED 1WTERSEC Ti!)NE rage-?
a-.rx.«x.crxx>rxx.x.xx axxsx x.rv.cn.xrrv..xxn:xvv:mrrrxr«.cx.xasxr x:.x r. x: x.a rrx.r.«.�_a x:a
iOENTIFYING INFORMATION
AVERAGE
RUNNING SPEED. MAJOR STREET..
J�
PEAK
HOUR
FACTOR .....................
AREA
POPULATION ......................
80000
NAME
OF
THE EAST/WEST STREET ........
riverside
NAME
OF
THE NORTH/SOUTH STREET.......
access.
NAME
OF
THE ANALYST ..................
mid
DATE
OF
THE ANALYSIS (mm/dd/yy)......
12/12/90
TIME PERIOD ANALYZED ................. neon 5
1990
OTHER INFORMATION.... V S A C P 4 d
INTERSECTION TYPE AND CONTROL 1`
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES,
_____________________________________________________________________.
EB WB NE S:
---- --- ---- ---
LEFT 0 0 1221 --
THRU ES, 060 0
kiGHT ?94 Cl 22S --
NUMBER OF LANES
_____________________________________________________________________
WB N E'.
______ __--__.
z �-
CAPACITY AND L`VEL-OF-SERVICE
_____________________________________________________________________
Paoc -:i
POTEN-
ACTUAL
FLOW-11 A.',-
MCIVEMCiJ'
SHARED
R
RE_-�E VE
RATE CAPACITY
'.APACITY
CA.?AC 1T7'
"APACITY
MOVEMENT V(D-Dn) _ (pzph)
_ (D.Dh)
_ (DcDh)
a
________
I.
_________ ____________
SH
R SH
____________ ___
MINOP STREET
NE LEFT 140 115 115 115 -25 r
Pi rHT 256 641 641 641 SBS
IDENTIFYING INFORMATION
______________________________________________________
NAME OF THE EAST/WEST STREET...... rive -side
NAME OF THE NORTH/SOUTH STREET._._ access
DATE AND TIME OF THE ANALYE:IS..... 12/12/90 : noon Dn. 1990
OTHER INFORMATION....
w M w we Iw M M we .w as M In= w. M w M M
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
1NTERSECTIOtJ..elizabe.h/iemay '
AREA TYPE..... OTHER
ANALYST ....... mjd
DATE ---------- 2/19/92
TIME noo• Pm no conn
COMMENT ....... conn
--------------------------------------------------------------------------
VOLUMES GEOMETRY
EB WB NB SB EB WB NB S8
LT 93 136 72 66 L 12.0 L 12.0 L 12.0 L 12.0
TH 76 91 740 830 T 12-0 T 12-0 T 12.0 T 12.0
RT 61 91 65 76 R 12-0 R 12.0 TR 12.0 TR 12.0
RR 0 0 0 0 12.0 12.0 12.0 12.0
12.0 12.0 12-0 12.0
12-0 12.0 12-0 12.0
__________________________________________________________________________
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED- BUT. ARR. TYPE
(%) (%) Y/N Nm Nb Y/N min T
EB 0.00 2.00 N 0 0 0.95 5 Y 20-5 3
WB 0-00 2.00 N 0 0 0-77 5 Y 20.5 3
NS 0-00 2.00 N 0 0 0-91 5 Y 20-5 3
SB 0.00 2-00 N 0 0 0-88 5 Y 20.5 3
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NS LT X X
TH X TH X
RT X RT X
PD X PD x
WE LT X SB LT X X
TH X TH X
RT X RT X
F•D X PC, X
GREEN 20-0 0.0 0.0 0-0 GREEN 10.0 4°..0 0.0 0.0
YELLOW 6-0 0.0 0.0 0.0 YELLOW 5.0 6.0 0.0 0.0
-------- ----------------------------------------------------------
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APR. LOS
EB L 0-401 0.256 21.7 C 20.6 C
T 0.180 0.256 19.9 C
R 0.221 0.256 20.1 C
W8 L 0.593 0.256 94.6 C 22.3 C
T 0.260 0.256 20.4 C
R 0.306 0.256 20-7 C
NB L 0.035 0.678 3.6 A 10-7 B
TR 0-516 0-511 11._'• B
SE'. L 0.035 0.678 .c A 11.7 6;
TR 0-601 0.511 12.2 B
-------------------------------------- ----------------
.NTERSECTION: Delay = 1-1-7 (sec/veh) V/C = 0.4-
-8 LOS 8
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
MXMMM%xYT#Y%%MYYYMM#AY%#M:YY%YMY#%M:KMMM%Y%%YMYM#Y#%%YY#YYYMYY%M%%YY%YYMY%>.M
I NTERSECTION..elizabeth/iemay
AREA TYPE ..... OTHER
ANALYST....... mjd
DATE.......... 2/19/92 *
TIME.......... noon om no Conn e*kc-\
COMMENT....... conn
------------------------------------------- _______________________________
VOLUMES GEOMETRY
EB WE NB SB EB WE NB SB
LT 78 161 98 53 L 12-0 L 12.0 L 12-0 L 12.0
TH 66 71 887 1099 T 19.0 T 12.0 T 12.0 T 12.0
RT 82 89 50 '87 R 12.0 R 12.0 TR 12.0 TR 12.'
RR 0 0 0 0 12.0 12.0 12-0 12-1
12.0 12.0 12.0 12.0
12-0 12.0 12.0 12.0
__________________________________________________________________________
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS RED. BUT. ARR. TYPE
(%) (%) Y/N Nm Nb Y/N min T
EB 0-00 2.00 N 0 0 0.82 5 Y 20.5 3
WB 0.00 2.00 N 0 0 0-91 5 Y 20.5 3
NB 0.00 2.00 N 0 0 0.92 5 20.5 3
S8 0-00 2.00 N 0 0 0-88 5 Y 20.5 3
---------------------------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 110.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NB LT X X
TH X TH X
RT X RT X
PD X PD X
WE LT X SB LT X X
TH x TH X
RT X RT X
c0 X PD X
GREEN 25.0 0-0 0-0 0.0 GREEN 12.0 56.0 0.0 0.0
YELLOW 6.0 0.0 0.0 0-0 YELLOW 5.0 6.0 0.0 0.0
--------- ------------- ---------------- ------------------ ---------
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APR. DELAY APR. LOS
EB L 0.345 0.255 25.8 D 25.1 D
T 0. 177 0.255 24.3 C
R 0.260 0.255 25.0 C
WE L 0.651 0.255 31.6 D 28.1 0
T 0.17_' 0.255 24.3 C
R 0.254 0.255 24.9 C
NB L 0.157 0.691 4.5 A 12.4 B
TR 0.564 0.536 13.2 B
SB L 0-D38 0.691 4.1 A 15.1 C
TR 0-749 0-56 16.2 C
________________________________________
G_
INTERSECTION e]av = 16.6 (sec/veh) V/C = 0.626 LOS C
I
I. INTRODUCTION
' Poudre Valley Hospital is proposing to locate the Family Care
Center at the Riverside Junction Center near the Lemay/ Pennock
intersection. The Riverside Junction Center is a commercial center
' which is partially occupied with commercial (retail) uses. The
existing Family Care Center is located near the Lemay/Prospect
intersection. The Family Care Center operates as a medical
office/clinic. There are currently 12 doctors. This will increase
to 16 doctors in the short range future and possibly to 24 doctors
in the long range future.
In January 1991, a traffic study was submitted related to the
expansion of the Riverside/Lemay Shopping Center. This shopping
center is located at the Lemay/Riverside intersection (north of
' Pennock Street). It includes Albertson's grocery store, Long's
Drugs, and other commercial/retail uses. The expansion proposal
included a fast food restaurant located in the Riverside Junction
Center, and a sit-down restaurant, convenience store, gas store,
and car wash located north of Albertson's. At the time of the
expansion proposal, the intended uses were considered "use by
right."
' In the traffic engineering analysis for the proposed Family
Care Center, reference will made to this previous study. Pertinent
' figures from the "Expansion of the Riverside/Lemay Shopping Center
Site Access Study," January 1991, will be included in an appendix
to this report for easy reference.
' II. EXISTING CONDITIONS
' The location of the Family Care Center is shown in Figure 1.
Since the impact in the short range, as well as, the long range is
of concern, it is important that a thorough understanding of the
existing conditions be presented.
Land Use
The adjacent land uses near the Family Care Center are as
follows: 1) to the west is the residential area known as the
' Eastside Neighborhood; 2) to the north across Riverside Avenue are
the Burlington Northern Railroad tracks and the Cache LaPoudre
River greenway; 3) to the east is the B & M Roofing Building,
various auto related commercial uses, and the Lemay Animal
Hospital; and 4) to the south are commercial and office uses along
Lemay Avenue. The topography in the area is essentially flat in
the immediate area.
I
1
I
I
I
[1
1
1 APPENDIX D
i
I
1
1
1
1
1
Ci
I Q
1
v
1
1
1
1
1
C
1
1
1
1
L
1
i
SHORT RANGE PEAK HOUR TRAFFIC Figure 7
0 /S/348 � R 888/,0
86
/63
NOON/PM
PENNOCK
Ilo4/ 89
319/Z�oO
Q
N
LONG RANGE PEAK HOUR TRAFFIC Figure 8
I
I
I
I
L
I
I
I
I
1
1
1
1
1
I
Ll
1
APPENDIX E
1
4C-103 Warrant 11. Peak Hour Volume
The peak hour volume warrant is also intended for application when
traffic conditions are such that for one hour of the day minor siren traffic
suffers undue traffic delay in entering or crossing the major street.
The peak hour volume warrant is satisfied when the plotted point
representing the vehicles per hour on the major stren (total of both
approaches) and the corresponding vehicle per hour of the higher volume
minor street approach (one direction only) for one hour (any four
consecutive 15-minute periods) of an average day falls above the curve in
Figure 4-5 for the existing combination of approach lanes.
When the 85th percentile speed of major street traffic exceeds 40 mph or
when the intersection lies within a built-up area of an isolated community
having a population less than 10,000, the peak hour volume requirements
is satisfied when the plotted point referred to above falls above the curve
in Figure 4-6 for the existing combination of approach lanes.
FIGURE 4.5. PEAK HOUR VOLUME WARRANT
x
a
>
600
500
wQ
w
a 400
�a
¢o Ui 300
z
5 200
> 100
x
c�
= 400 600 800 1000 12DO 1400 1600 18M
MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH
*NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET
APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER
THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
MEWHt 4-6. YtAK HUUH VULUMt WAHHANI
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET)
ss
■��'
a e" a
■
e e
�,"�•
a
MORE
LANES
& 1
LANE
■■
MEN
NOM.�
JUU 4UU 5UU 6UU 700 800 900 1000 1100 1200 1300
MAJOR STREET — TOTAL OF BOTH APPROACHES — VPH
'NOTE: 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET
APPROACH WITH TWO OR MORE LANES AND 75 VPH APPLIES AS THE LOWER
THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE.
I
1
1
1
1
1
1
1 APPENDIX F
1
1
1
1
1
1
1
1
I'
i
1^-35 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
XFF:KX.X##XXFX Y..ZFXX>:R XXXF#XXXFXFXFF##FXXXXFXXXFXX.X XFXX#ZFFXY:f.#'KXX:W 1'1.#XXF X`I:.f :l:
I N TEP.SECT ION.. riverside/l emay
AREA TYPE... --OTHER
ANALYST....... mid
DATE..........
2/Z0/92
=ha
nTIME.-n om lone
Cowitri ccnnCOMMENT.
__________________________________________________________________________
VOLUMES GEOMETRY
EB W6 NE SB EB WE NB SB
LT 165 121 270 110 L 12.0 L i2.0 L 12.0 L 12-0
TH 333 320 412 555 T 12.0 T 12.0 T 12.0 T 12.0
RT 332 107 44 9 T 12.0 TR 12-0 TR 12.0 TR 12-0
RR, 0 0 0 0 R 12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
12-0 12.0 12.0 12.0
------------------------------------------------------------------- -
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEOS FED. BUT. ARR. TYPE
(%) (%) 1'/N Nm Nb YIN min T
ES 0.00 2-00 N 0 0 0.95 2 Y 20.5 3
WB 0.00 2-00 N 0 0 0.77 2 Y 20-5 3
NB 0.00 2-00 N 0 0 0.91 4 Y 20.5 3
SB 0.00 2.00 N 0 0 0.88 3 Y 20.5 3
--------------------------------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X X NB LT X X
TH X TH X
RT X RT k
PD X PD X
WS LT X X SB LT X X
TH X TH X
RT X RT x
PD X PO X
GREEN 7.0 25.0 0.0 0.0 GREEN 7.0 29.0 0.0 0.0
YELLOW 5.0 6.0 0.0 0.0 YELLOW 5.0 6.0 0.0 0.0
------------------------------------------------ - ------------------
LEVEL OF SERVICE
LANE GRF'. V/C G/C DELAY LOS APP. DELAY APP. LOS.
EB L C.044 0.444 10.8 E� 16-0 C
1 0.332 0.311 18.2
R 0.552 0.411 16-3 C
WE. L 0.044 0.444 10-8 F 15.0 C
TR 0.546 0.311 20.0 C
NB L 0.119 0-489 9-5 E 14.2 B
TR 0.421 0.356 16.8 C
SE L 0.044 0.489 9-1 B 165 C
TR 0.532 0.356 17.9 C
------------------------------ ____________________________________________
INTERSECTION: Delay = 16.1 (sec/veh) V/C = 0.474 L05 = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
#isY-:KFF<RF%#.f:##FFF#FFZtYYZZ.F#ZFFFYZ'K#*ZFXZF Y'FFFFFZ#F#F*#F )1'X ZFF#FZFYX#FFF ZFF
INTERSECTION.- riverside/lemay
AREA TYPE ..... OTHER
ANALYST ....... mid
DATE ... ....... '/20/92 _
TIME.......... noon cm short ion9
COMMENT.....- n Conn witn Conn
------------ ___________--- ________________________________________________
VOLUMES GEOMETRY
EB WB NE SB EB WB NB SB
LT 183 152 303 134 L 12.0 L 12-0 L 12.0 L 12-0
TH 816 382 531 739 T 12-0 T 12.0 T 12-0 1 12-0
RT 379 169 40 12 T 12-0 TR 12.0 TR 12.0 TR 12-0
RR 0 0 0 0 R 12.0 12.0 12.0 12
12-0 12.0 12.0 12.
12.0 12.0 12.0 12.0
--------------------------------------------------------------------------
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF REDS PED. BUT. ARR. TYPE
(%) (%) Y/N Nm Nb YIN min T
EB 0.00 2.00 N 0 0 0.82 1 Y 20.5 3
WB 0.00 11.00 N 0 0 0.91 1 Y 20.5
NB 0.00 2.00 N 0 0 0-92 0 Y 23.5 3
SB 0.00 2.00 N 0 0 0.86 5 Y 23.5 3
--------- ------ --------------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 110.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X X NB LT X X
TH X TH X
RT X RT X
PD X PD X
WB LT X X SE _7 X X
TH X TH X
RT X RT X
PD X PD X
GREEN 8.0 33.0 0.0 0.0 GREEN 1.1.0 36.0 0.0 0.0
YELLOW 5.0 6.0 0.0 0-0 YELLOW 5.0 6.0 0-0 0.0
- - ---- - -- - -- - - ------- ----- --- -- -- - -- - ---- - - -- -- -- ------ --- ----- - -
LEVEL OF SERVICE
LANE GRP-
V/C G'ic
DELAY
LOS
APP. DELAY
APP. LO:.
EB L
0.050 0.445
13.1
6
27-4
D
T
0.896 0.327
3-_4
D
R
0.685 0-445
20-5
C
WtI, L
0.173 0.445
14.0
E,
21.6
C
TR
0.571 0.E'27
23.8
C
NB L
0.551 0.500
.J.4
19.s
C
TR
C.521 0.355
21-7
C
SB L
0.041 0.500
10 J
B
22.6
C
TP
0-711 O.-55
24.6
C
__________________________________________________________________________
INTERSECTION:
Delay = 23.7
(sec/veh)
V/C
= 0.696 LOS
= C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
YX##FXXFXF#XFX##F.:KIK#F'##XFX#FFX#>.#FX.\X:F#X.t=:F#XF#t.KY#FY####FFFFX#XX:X##F#X.#A'
INTERSECTION..elizabetE,/lemay
AREA. TYPE..... OTHER
ANALYST ....... mjd
DATE..--.....9/20/02
TIME......... niuo:: om shor t long
COMMENT...... no Bonn with corm
---- - -- ------ - ---- ----- --- --- - --- -- - -- --- ---- -- - ----- -- ----------- -
VOLUMES GEOMETRY
EB WB NE SB Ee. WE, NB SB
LT 104 144 76 73 L 12.0 L 12.0 L 12.0 L 12.0
TH 62 96 802 895 T 12.0 T 12.0 1 12.0 T 12.0
RT 86 99 69 85 R 12.0 R 12.0 TR 12.0 TR 12.0
RR 0 0 0 0 12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
--------------------------------------------------------------------------
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
(%) (%) Y/N Nm Nb Y/N min T
EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
WB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
NB 0.00 2.00 N 0 0 0.91 5 Y 20.5 3
SB 0.00 2.00 N 0 0 0.88 5 Y 20.5 s
-------------------------------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT .X NB LT x X
TH X TH x
RT x RT X
PD x PO x
W5 LT x SB LT x x
TH x TH x
RT x RT x
PD x PD x
GREEN 20.0 0.0 0.0 0.0 GREEN 10.0 43.0 0.0 0.0
YELLOW 6.0 0.0 0.0 0.0 YELLOW 5.0 6.0 0.0 0.0
--------------------- --------------------------------------------------
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP_ DELAY APP. LOS
EB L 0.446 0.256 22.2 C 20.9 C
T 0.200 0.256 20.0 C
R 0.248 0.256 20.3 C
WB L 0.566 0.256 24.1 C 22.0 C
T 0.234 0.256 20.2 C
R 0.285 0.256 20.6 C
NB L 0.035 0.678 s.6 A 11.1 B
TR 0.55E 0.511 11.7 B
SB L 0.035 0.678 3.6 A 12.2 B
TR 0 . 651 0. 51 1 1 Z. 9 E,
-------------------------------------------------------------------------"
INTERSECTION: U<_
_lay = 1-1.9 (sec!veh) V/C = 0.51& LOS = B
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION..elizabeth/lemay
AREA TYPE..... OTHER
ANALYST....... mjd
DATE.......... 2j20/92
TIME..........noon Gi shot tong
COMMENT......(_ nnz, coon�nn witn Conn
------------------------------------
------------ ~1--------------
VOLUMES - GEOMETRY
EB WE, NB SB EB WB NB SB
LT 85 170 104 60 L 12.0 L 12.0 L 12.0 L 12.0
TH 70 75 951 1195 T 12.0 T 12.0 T 12.0 T 12.0
RT 87 96 53 101 R 12.0 R 12.0 TR 12.0 TR 12.'
RR 0 0 0 0 12.0 12.0 12.0 12.
12.0 12.0 12.0 12.E
12.0 12.0 12.0 12.0
--------------------------------------------------------------------------
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
(%) (%) Y/N Nm Nb Y/N min T
EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
WB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
NB 0.00 2.00 N 0 0 0.92 5 Y 20.5 3
SB 0.00 2.00 N 0 0 0.88 5 Y 20.5 3
SIGNAL SETTINGS CYCLE LENGTH = 110.0
PH-1 P11-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NB LT X X
TH X TH x
RT x RT x
PO x PD X
WE LT x BE LT x x
TH x TH x
R.T Y, RT x
PD x PD x
GREEN 15.0 0.0 0.0 0.0 GREEN 12.0 56.0 0.0 0.0
YELLOW 6.0 0'.0 0.0 0.0 YELLOW 5.0 6.0 0.0 0.0
-------------------------------------------------------------------------
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.357 0.255 25.9 0 25.1 D
T 0.171 0.255 24.3 C
P, 0.251 0.255 24.9 C
WE; L 0.633 0.255 32.7 D 28.7 0
T 0.184 0.255 24.4 C
R 0.277 0.255 25.1 D
NB L 0.182 0.691 4.6 A. 12.9 B
TR 0.604 0.536 13.7 B
SB L 0.038 0.691 4.1 A 17.5 C
TR. 0.819 0.536 1B.1 C
--------------------------------------------------------------------------
INTERSECTION: Delay = i7 .' (sec/Veh) V/C = 0.67E LOS. = C
1985 HCM: UNSIGNALIZEO INTERSECTIONS F'age-1
:KXT.'M:I.:K XXIXX<TX.RXSXXZZZ Z'X XFZF f.CZY:XXY.Y.X.M:ZRA.I:XXYZY:K):ZXZZXZ X.FWiX'L XX.RZCtii)
IDENTIFYING INFORMATION
------------------------ --------------------------------------------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK
HOUR FACTOR .....................
.9
AREA
POPULATION ......................
100000
NAME
OF THE EAST/WEST STREET.........
Pennock
NAME
OF THE NORTH/SOUTH STREET.......
.emay
NAME
OF THE ANALYST ..................
mid
DATE
OF THE ANALYSIS (mm/dd/yy)......
2/20/92
TIME
PERIOD ANALYZED..... ..............
noon pm short long
OTHER INFORMATION.... (no Conn with
Conn
INTERSECTION TYPE AND CONTROL
-----------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SE
--- ---- ---- ----
LEFT 68 -- 331 0
THRU 0 -- 674 811
RIGHT 243 -- 0 44
NUMBER OF LANES
----------------------------------------------------------------
ES WE, NB SE•
------- ------- ------- -------
LANES --
CAPACITY AND LEVEL -OF -SERVICE Page-3
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
P M SH R SH
------ --------------- --------- ----------- ---
MINOR STREET
EB LEFT 83 75 0 0 -83
RIGHT 297 646 646 646 349
MAJOR STREET
NB LEFT 405 354 354 354 -51 F
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Pennock
NAME OF THE NORTH/SOUTH STREET.... lemay
DATE AND TIME OF THE ANALYSIS..... 2/20/92 noon pm short long
OTHER INFORMATION.... no coon with conn
1985 HCM: UNSIGNALIZEU INTERSECTIONS Page-1
R YYZx Y.Y.iM:)KXXX�:xW.x'4kx)KxKtY:ttX:KtM:KYY.'KtYIYH:X XtMkKk R'RKM:K I: ]F 1.M Xt M'.<v'X t.k X. >.YRtW.
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK
HOUR FACTOR .....................
.9
AREA
POPULATION ......................
100000
NAME
OF THE EAST/WEST STREET.........
Pennock
NAME
OF THE NORTH/SOUTH STREET.......
lemay
NAME
OF THE ANALYST ..................
mid
DATE
OF THE ANALYSIS (mm/dd/yy).......
2/20/92
TIME PERIOD ANALYZED ................. noon om ort long sh
OTHER INFORMATION.... no con- with cone
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EB WB NB SB
---- ---- ---- ----
LEFT 56 -- 255 0
THRU 0 -- 877 1110
RIGHT 246 -- 0 42
NUMBER OF LANES
---------------------------------------------------------------
WE, NE. SE.
------- ------- ------- -------
LANES 2 --
CAPACITY AND LEVEL -OF -SERVICE F'age-i'�
-- -------------------------------------- ---------------- --- -
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c p M SH R SH (pcph) c (PcPh) c (pcph) c = c - v LOS
------- -------- -- ---- — ------------ ---------- — ---
MINOR STREET
EB LEFT 68 75 0 0 -68
RIGHT 301 529 529 529 228
MAJOR STREET
NB LEFT 312 229 229 -29 -83 F
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... Pennock
NAME OF THE NORTH/SOUTH STREET.... lemay
DATE AND TIME OF THE ANALYSIS..... 2/20/92 ; noon ashort long
OTHER INFORMATION.._. no conn with Conn
I
[1
I
I
1 " : 4000'
1 SITE LOCATION Figure 1
1985 HCM: UNSIGN.ALIZED INTERSECTIONS
xx:xx xxxxxx.xxxxxxxxxxxxxxxxxxxxxx:x xxxxxxxxxxxxxxxx
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED. MAJOR STREET.. 30
PEAK
HOUR FACTOR .....................
.9
AREA
POPULATION ......................
100000
NAME
OF THE EAST/WEST STREET.........
riverside
NAME
OF THE NORTH/SOUTH STREET.......
access
NAME
OF THE ANALYST... ...... ........
mid
DATE
OF THE ANALYSIS (mm/dd/yy)..._..
TIME
PERIOD ANALYZED .................
�22/20/92
Vn oonpm (_-nort long
OTHER INFORMATION.... no cony with conn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EB WE, NB SB
---- ---- ---- ----
LEFT 0 0 13S --
THRU 581 599 0 --
RIGHT 218 0 249 --
NUMBER OF LANES
---------------------------------------------------------------------
EB WB NB SB
------- ------- ------_
LANES 2 --
CAPACITY AND LEVEL -OF -SERVICE Page-,
-- -- --------- ---- - -------------- ------------------ ------ --
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHAPED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) C = c - v LOS
p M SH R SH
------- -------- --------------------- ------------ ---
MINOR STREET
NB LEFT 163 100 100 100 -62
RIGHT 304 668 668 668 364
MAJOR, STREET
WB LEFT 0 363 383 383 383 6
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... riverside
NAME OF THE NORTH/SOUTH STREET.... access
DATE AND TIME OF THE ANAL 5 S..... 1/20/92 noon pm shor long
OTHER INFORMATION.... no con- with conn
= a = = M = = M
1985 HCM: UNSIGNALI2ED INTERSECTIONS Page-i
MMM<MYXMMX#'##MMM#MM#MMMM M'KY.##MMM:KMMKMMMM##MMMMMMMMMX#M#####M#XMMMMMMM
IDENTIFYING INFORMATION
AVERAGE
RUNNING SPEED, MAJOR STREET._
30
PEAK
HOUR
FACTOR .....................
.9
AREA
POPULATION ......................
100000
NAME
OF
THE EAST/WEST STREET ---------
riverside
NAME
OF
THE NORTH/SOUTH STREET -------
access
NAME
OF
THE ANALYST ..................
mid
DATE
OF
THE ANALYSIS (mm/dd/yy)......
2/20/92
TIME PERIOD ANALYZED ................. noon rm short long
OTHER INFORMATION.... no cone with conn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE_ T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EB WB NE SE,
---- ---- ---- ----
LEFT 0 0 140 -- - -
THRU 655 697 0 --
RIGHT 201 0 229 --
NUMBER OF LANES
---------------------------------------------------------------------
EB WB NE SE,
------- -------------- -------
LANE=
ADJUSTMENT FACTORS Page-2
---------------------------------------------------------------------
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
- GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
------- ---------- ---------------- -----------------
EASTBOUND 0.00 90 20 N
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND ----- --- --- -
VEHICLE COMPOSITION
-------------------------------------------------------------------
% SU TRUCKS % COMBINATION
AND RV'S VEHICLES % MOTORCYCLES
--- ------------- -------------
EASTBOUND 0 0 0
WESTBOUND 0 0 0
NORTHBOUND 0 0 0
SOUTHBOUND --- --- ---
CRITICAL GAPS
---------------------------------------------------------------------
TABULAR VALUES ADJUSTED SIGHT DIST_ FINAL
(Table 10-2) VALUE ADJUSTMENT CRITICAL GAP
-------------- -------- ----------- ------------
MINOR RIGHTS
NB 5.50 5.50 0.00 5.50
MAJOR LEFTS
WB 5.50 5.50 0.00 5.50
MINOR LEFTS
NB 7.00 7.00 0.00 7.00
IDENTIFYING INFORMATION
------------------------------------- --------------------
NA.ME OF THE EAST/WEST STREET...... riverside
NAME OF THE NORTH/SOUTH STREET.... access
DATE AND TIME OF THE ANALYSIS..... 2/20/92 ; noon pro shor long
OTHER INFORMATION.... IiZconn with conn
CAPACITY AND LEVEL -OF -SERVICE Page-3
POTEN_ ACTUAL
FLOW-- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c_. (pcpl-I) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
NB LEFT 171
75 75 75
RIGHT 273
645 645 645
MAJOR STREET
WB LEFT 0
353 353 353
IDENTIFYING INFORMATION
-'a 6 F
373 B
353 B
NAME
OF THE EAST/WEST
STREET ......
riverside
NAME
DATE
OF THE NORTH/SOUTH
AND TIME OF` THE
STREET......
ANALYSIS_ _ ...
access
2/20/92 ;
rr ..<.:Iior :. long
noon (DE)
OTHER
INFORMATION.....
no cone Uiith
cone
i
L
1
1
1
1
1
1
n
1 APPENDIX G
1
1
i
1
1
1
1
1
w=== s W = = = = s = W= M M M
1995 HCM: SIGNALIZED INTERSECTIONS
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
SUMMARY REPORT
#ZXZZYXZ##ZY#Z#YXZZXXXZY#X##Y##ZYtYY####Xii#tY##YYXXZ####X%ZZXYYZ#Y##X###Z
fiZ#1:Z ZYY#Z#X%XZYZ#ZZZZYZYZYZ#XYZYX##%"YZZZZZ##Z##ZXZZXZZZXtZ#YYX#Y#ZZZZYYZZ
INTERSECTION.. riverside/lemay
INTERSECTION.. riverside/lemav
AREA TYPE..... OTHER
AREA TYPE ..... OTHER
ANALYST....... mi r''
-
ANALYST....... mid
DATE.......... 2/?0/92
TIME ......... noon om
short lone
DATE.......... 2/20/92
TIME .......... noon nn
short ten
COMMENT...... nc ccnn
with Conn
COMMENT...... no ccr:n
with Conn
__________________________________________________________________________
VOLUMES
GEOMETRY
VOLUMES
a GEOMETRY
Eft WB NB
SE. EB WB
NB
SB
EB WS NB
SB EB WB
NB
SB
LT 201 145 329
132 L 12.0 L 12.0
L
12.0 L
12.0
LT 223 182 369
160 L 12.0 L 12.0
L
12.0 L
12_.0
TH 396 368 510
599 T 12.0 T 17.0
T
12.0 T
12.0
TH 376 439 658
931 T 12.0 T 12.0
T
12.0 T
12.0
RT 405 128 52
11 T 12-0 TR 12.0
TR
12.0 TR
12.0
RT 462 202 48
15 T 12.0 TR 12.0
TR
12.0 TR
12.0
RR 0 0 0
0 R 12.0 12.0
12.0
12.0
RR 0 0 0
0 R 12.0 12.0
12.0
12.
12.0 12.0
12.0
12.0
= 12.0 12.0
12.0
12.
12.0 12.0
12.0
12.0
----------------------------
12.0 12.0
--------------------------------------------
12.0
12.0
- -------------------------------------------------------------------------
ADJUSTMENT FACTORS
ADJUSTMENT FACTORS
GRADE HV ADJ
PKG BUSES PHF PEDS
PED.
BUT. ARR.
TYPE
GRADE HV ADJ
PKG BUSES PHF PEDS
PED.
BUT. ARR.
TYPE
(%) (%) Y/N Nm Nb
Y/N
min T
(%) (%) Y/N
Nm Nb
Y/N
min T
EB 0.00 2.00
N 0 0 0.97 2
Y
20.5
3
EB 0.00 2.00
N 0 0 0.85 1
Y
20.5
3
WB 0.00 2.00
N 0 0 0.83 2
Y
20.5
3
WB 0.00 2.00
N 0 0 0.94 1
Y
20.5
3
NB 0.00 2.00
N 0 0 0.94 4
Y
23.5
3
NB 0.00 2.00
N 0 0 0.95 0
Y
23.5
3
SB 0.00 2.00
N 0 0 0.91 3
Y
25.5
3
SB 0.00 2.00
----------------------------------------------------------------------
N 0 0 0.91 5
Y
23.5
3
- -------------------------------------------------------------------------
SIGNAL SETTINGS
CYCLE
LENGTH =
90.0
SIGNAL SETTINGS
CYCLE
LENGTH =
110.0
PH-1 PH-2
PH-3 PH-4 PH-1
PH-2 PH-3
PH-4
PH-1 PH-2
PH-3 PH-4 PH-1
PH-2 PH-3
PH-4
EB LT X X
NS LT
X
X
EB LT X x
NB LT
X
X
TH X
TH
X
TH X
TH
X
RT X
RT
X
RT X
RT
X
PD X
PO
X
PD X
PO
X
WB LT X X
SB LT
x
X
W8 LT X X
SB LT
X
X.
TH X
TH
X
TH X
TH
X
RT X
RT
X
RT X
RT
X
PD X
PO
X
PD X
PD
X
GREEN -7.0 25.0
0.0 0.0 GREEN 7.0
?='.0 0.0
0.0
GREEN 7.0 32.0
0.0 0.0 GREEN 14.0
35.0 0.0
0.0
YELLOW 5.0 6.0
0.0 0.0 YELLOW 5.0
6.0 0.0
0.0
YELLOW 5.0 6.0
---------------------------------------------------------
0.0 0.0 YELLOW 5.0
6.0 0.0
---------
0.0
-----
- -------------------------------------------------------------------------
LEVEL OF SERVICE
LEVEL OF SERVICE
LANE GRP. V/C
G/C DELAY LOS
APP.
DELAY APP.
LOS
LANE GRP. V/C
G/C DELAY LOS
APP.
DELAY APP.
LOi
EB L 0.044
0.444 10.8 B
16.9
C
EB L 0.183
0.427 14.9 B
20.9
C
T 0.387
0.311 18.6 C
T 0.410
0.318 22.5 C
R 0.671
0.411 18.3 C
R 0.774
0.464 22.5 C
WE, L 0.044
0.444 10.8 B
16.4
C
WB L 0.054
0.427 14.0 B
23.2
C
TR 0.589
0.311 20.5 C
TR 0.663
0.318 25.7 D
NB L 0.574
0.489 15.0 C
16.1
C
NE. L 0.90;
0.518 36.7 D
28.8
D
TR 0.502
0.356 176 C
TR 0.640
0.345 23.8 C
SB L 0.044
0.439 9.1 B
17.8
C
SB L 0.034
0.518 9.9 B
28.7
D
TR 0.648
0.356 19.3 C
TR 0.889
0.345 31.8 0
__________________________________________________________________________
INTERSECTION: Delay
= 17.4 (sec/veh) V/C =
0-631
LOS = C
__________________________________________________________________________
INTERSECTION: Delay
= 25.5 (sec/veh) V/C =
0.390
LOS = D
M s on M M M w MMMM M W M W" M M
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORI
SxX#.«x2«xx2x2X##xx2xx:X«2#x2xx22x XX2«#Fx2x2«xFxFx2x«««x«X«:2.#SSxXxx2xX2FYx
INTERSECTION..elizabeth/lemay
AREA TYPE..... OTHER
ANALYST....... mid
DATE.......... 2/20/92
TIME......... noor� Dm short long
COMMENT...... no Conn with conn
--------------------------------------------------------------------------
VOLUMES - GEOMETRY
EB WB NB SB EB WB NB SB
LT 119 165 87 83 L 12.0 L 12.0 L 12.0 L 12.0
TH 90 105 1002 1120 T 12.0 T 12.0 T 12.0 I 12.0
RT 98 113 79 97 R 12.0 R 12.0 TR 12-0 TR 12-0
RR 0 0 0 0 12.0 12.0 12-0 12-0
12.0 12-0 12.0 12.0
12-0 12.0 12.0 12.0
------------------------------------- -----------------------------------
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
(%) (%) YIN Nm Nb YIN min T
EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
WB 0.00 2.00 N 0 0 0-90 5 Y 20.5 3
NB 0.00 2.00 N 0 0 0-93 5 Y 20.5 3
SB 0-00 2.00 N 0 0 0.90 5 Y 20.5 3
-------------------------------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3. PH-4
EB LT X NB LT X X
TH X TH X
RT X RT X
PD X PO X
WB LT X SB LT X X
TH X TH X
RT X RT X
PD X PO X.
GREEN 20-0 0.0 0.0 0.0 GREEN 10.0 45.0 0.0 0.0
YELLOW 6.0 0.0 0.0 0.0 YELLOW 5-0 6.0 0.0 0.0
--------------------------------------------------------------------------
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.552 0.256 24.1 C 21.8 C
T 0.220 0.256 20.1 C
R 0.282 0.256 20.5 C
WB L 0.691 0.256 26.1 D 23.8 C
T 0.256 0.256 20.3 C
R 0.325 0.256 20.9 C
NB L 0.048 0.678 3.7 A 122.6 B
TR 0.678 0-511 13.2 El
SB L 0.035 0-676 3-6 A 14.7 B
TR 0.789 0.511 15.4
--------------------------------------------------------------------------
INTERSECTION: Delay = 15.7 (sec/veh) V/C = 0.630 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
SXSXSM:#SXS#SSSSXS#SSSSFSFSX#S:K#2#YYFSFSSXXXSSSSSFFSFFSSXX X'F#XXXXXXXXXX222#
I NTERSECT 1014.. el i zabeth/iemay
AREA TYPE..... OTHER
ANALYST....... mjd
DATE ---------- 2/20/92
TIME.........short iong
COMMENT...... nc conn with conn
--------------------------------------------------------------------------
VOLUMES GEOMETRY
EB WB NE SB EB WB NB SB
LT 97 195 119 69 L 12.0 L 12.0 L 12.0 L 12.0
TH 77 82 1188 1408 T 12.0 T 11.0 7 12.0 T 12.0
RT 100 110 60 116 R 12-0 R 12.0 TR 11.0 TR 12.P
RR 0 0 0 0 12.0 12.0 12.0 12
12.0 12.0 12.0 12.
12.0 12-0 12.0 12.0
------------- ----------------------------------------------------------
ADJUSTMENT FACTORS.
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
(%) (%) YIN Nm Nb YIN min T
EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
WB 0.00 2.00 N 0 0 0.90 5 Y 10.5 3
NB 0-00 2.00 N 0 0 0.94 5 Y 10.5 3
SB 0-00 2.00 N 0 0 0.90 5 Y 20.5 3
---------- ------------------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 110.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NB LT X X
TH X TH X
RT X RT X
PO X PD X
WB LT X SB LT X X
TH X TH X
RT X RT X
PD X PD X
GREEN 25.0 0.0 0.0 0.0 GREEN 12.0 56.0 0.0 0-0
YELLOW 6.0 0.0 0.0 0.0 YELLOW 5.0 6.0 0.0 0.0
------------ -- - -- --- ---- ------- --------------------- - -- ---- --- - --
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.438 0.255 27-0 D 25.6 0
T 0.189 0.255 24.4 C
F; 0,239 0-255 25.2 O
WB L 0.836 0.255 43.6 E 34.4 D
T 0.201 0.255 24.5 C
R 0.316 0._155 25.4 D
NS L 0.234 0-691 4.8 A. 15.0 B
TR 0.735 0.536 15.9 C
SB L 0.043 0.691 4.1 A 24.6 C
TP, 0-941 0.53f. 25.5 D
--------------------------------------------------------------------------
INTERSECTION: Delay = 22.1 (sec/veh) V/C = 0.797 LOS = C
1985 HCM: UNSIGNALIZED INTERSECTIONS Pace-1
IDENTIFYING INFORMATION
---------------------------------------------------------------------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .9
AREA POPULATION ...................... 100000
NAME OF THE EAST/WEST STREET......... Pennock
NAME OF THE NORTH/SOUTH STREET ... -... lemay
NAME OF THE ANALYST .................. mid
DATE OF THE ANALYSIS (mm/dd/yy)...... 2/20/92
TIME PERIOD ANALYZED ................. 00onpm short Cong
OTHER INFORMATION.... no cone with conn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------
EB WB NB SE.
---- ---- ---- ----
LEFT 66 -- 2.31 0
THRU 0 -- 903 1057
RIGHT 243 -- 0 44
NUMBER OF LANES
EB WE, NB - SB
-------------- . ------- -------
LANE`_, 2 -- _
CAPACITY AND LEVEL -OF -SERVICE Page-3
POTEN- .ACTUAL
FLOW- TI.AL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
P M SH R SH
MINOR STREET
EB LEFT 83 75 0 0 -83
RIGHT 297 547 547 547 250
MAJOR STREET
NB LEFT 405 247 247 247 -157 F
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... pennock
NAME OF THE NORTH/SOUTH STREET.... lemay
DATE AND TIME OF THE NA�--.-- 2/20/92 ; noon pm short long
OTHER INFORMATION.... no con with corn
MIM= M M M M W i r M M M W= M= sI M
1985 HCM: LINISIGNALI7ED INTERSECTIONS Page-1
YXXXXXXXXX]KXXtXXXXXXXYX%.Y.'KX.XYXiXX1XX X:1:%:XC%fiI::KM%XXXX.<MX%XXXXX.#X1.:K.[XXtM:
IDENTIFYING INFORMATION
----------------------------------------------------------------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .9
AREA POPULATION ...................... 100000
NAME OF THE EAST/WEST STREET......... oennock
'+AME OF THE NORTH/SOUTH STREET....... lemay
NAME OF THE ANALYST .................. mid
DATE OF THE ANALYSIS (mm/dd/yy)...... 2/20/92
TIME PERIOD ANALYZED ................. noon pm short Clng
OTHER INFORMATION.... no corn with corn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
_____________________________________________________________________
EB WB NB SE
---- ---- ---- ----
LEFT 56 -- 255 0
THRU 0 -- 1140 1347
RIGHT 246 -- 0 42
NUMBER OF LANES
---------------------------------------------------------------------
E`', WB NB SB
------- ______ ______________
LANES --
CAPACITY AND LEVEL -OF -SERVICE Page-3
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
MINOR STREET
I
ES LEFT 68 75 0 0 -68
i RIGHT 301 443 443 443 143
MAJOR STREET
i
NB LEFT 312 158 158 158 -154 F
i
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... Pennock
NAME OF THE NORTH/SOUTH STREET.... lemay
DATE AND TIME OF THE ANAI SIS..... 2/2long
0/92 : noon pm short
OTHER INFORMATION.... no corn with corm
M M r so ,� am in, M �m ,aw M M M .ems M M M M
1985 HCM: UNSIGN.ALIZED INTERSECTIONS F'a 9e-1
XZYXYXXzzzXzzzzX.X<zzzzXzzzzzzzXzzzzzzzzXzzXXZXzzzzzzXzzzzXzz z.K zzXz1:XX
IDENTIFYING INFORMATION
AVERAGE
RUNNING SPEED, MAJOR STREET..
30
PEAK
HOUR
FACTOR .....................
.9
AREA
POPULATION ......................
100000
NAME
OF
THE EAST/WEST STREET.........
riverside
NAME
OF
THE NORTH/SOUTH STREET.......
access
NAME
OF
THE ANALYST ..................
mid
DATE
OF
THE ANALYSIS (mm/dd/yy)......
2/20/92
TIME PERIOD ANALYZED ................. nooD pm short long
OTHER INFORMATION.._. no corm with conn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EE WE, NE Sp
---- ---- ---- ----
LEFT 0 0 133
THRU 753 708 0 --
RIGHT 218 0 249 --
NUMBER OF LANES
--------------------------------------------------------------- ---__
EB WE, NE SE:
--- ------- -------
LANES _ _ --
CAPACITY AND LEVEL -OF -SERVICE Page-3
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
------- -------- --------------------- ------------ ---
MINOR STREET
NB LEFT 163 75 75 15 -88
RIGHT 304 599 599 599 295
MAJOR STREET
WB LEFT 0 300 300 300 300 8
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... riverside
NAME OF THE NORTH/SOUTH STREET.... access
DATE AND TIME OF THE A.... 2/20/92 noon pm short long
OTHER INFORMATION_... no conn with conn
Mae MOMMWIS
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
YY:KYx�R!KKxtr.Kx/-K KYI��KZWM:1 txYxXXt:Kxa".'YxtYYttt2 Y.Xt�tYYYYYtY�t<tX<M:'r>YYi
IDENTIFYING INFORMATION
-------- --------------------------------------- ---------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK
HOUR FACTOR .....................
.9
AREA
POPULATION ......................
100000
NAME
OF THE EAST/WEST STREET.........
riverside
NAME
OF THE NORTH/SOUTH STREET.......
access
NAME
OF THE ANALYST ..................
mid
DATE
OF THE ANALYSIS (mm/dd/yy)......
2/20/92
TIME PERIOD ANALYZED ................. noon om short long
OTHER INFORMATION.._. no conn with Conn
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EB WB NB SB
---- ---- ---- ----
LEFT 0 0 140 --
THRU 838 823 0 --
RIGHT 201 0 223 --
NUMBER OF LANES
--------------------------------------------------------------------.
ES WB NE S6
------- _------
LANES _1 2 2 --
CAPACITY AND LEVEL -OF -SERVICE Page-3
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHAPED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
_______ _________________ ____________ ____________ ---
MINOR STREET
NB LEFT 171 75 75 75 -96
RIGHT 273 572 572 572 299
MAJOR STREET
WB LEFT 0 272 272 272 272 C
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... riverside
NAME OF THE NORTH/SOUTH STREET.... access
DATE AND TIME OF THE ANALYSIS..... 2/20/92 ; noon pm short long
OTHER INFORMATION.... no Conn with corn
' Roads
' The primary streets near the Family Care Center are shown in
Figure 2. Lemay Avenue borders the shopping center on the east.
It is a north -south street designated as an arterial on the Fort
Collins Master Street Plan. Its existing cross section has two 11-
' 12 foot lanes in each direction. A center turn lane exists in the
painted median. The posted speed limit is 35 mph on Lemay Avenue
in this area. Sight distance is generally not a problem.
Currently, intersections along the northern end of Lemay Avenue are
signalized at Mulberry Street (SH 14), Riverside Avenue, Elizabeth
Street, Doctors Lane, Robertson Street, and Prospect Street.
Riverside Avenue borders the Riverside/Lemay Shopping Center
on the north. It is a diagonal street designated as an arterial
on the Fort Collins Master Street Plan. Riverside Avenue is a four
' lane street both east and west of Lemay Avenue. There are turn
lanes at signalized intersections. The posted speed on Riverside
Avenue is 35 mph.
' Pennock Place is a two lane street ending in a cul-de-sac 650
feet west of Lemay. It has stop sign control at Lemay Avenue. It
' is designated a local street with no posted speed limit. Unposted
streets are assumed to have a speed limit of 25 mph.
' Existing Traffic
Daily traffic flow is shown in Figure 3. These are machine
' counted volumes conducted by the City of Fort Collins in 1989 and
1992.
' In addition to the daily count data, morning, noon and
afternoon peak hour traffic data was obtained in September 1989 at
the Lemay/Riverside and Lemay/Elizabeth intersections by the City
of Fort Collins. Noon and afternoon peak hour traffic counts were
' performed in November, 1990 at the Lemay/Pennock intersection and
at the limited turn intersections to the shopping center from both
Riverside and Lemay. The noon and afternoon peak hour turning
' movements are shown in Figure 4. Raw traffic data is presented in
Appendix A.
' Existing Operation
Using the traffic volumes shown in Figure 4 and the existing
geometrics, the intersections operate as indicated in Table 1.
Appendix B describes level of service for signalized and
unsignalized intersections as provided in the 1985 Highway Capacity
' Manual. Calculation forms for these analyses are provided in
Appendix C. During the analyzed peak hours (noon and afternoon),
the Lemay/Riverside intersection operates at acceptable levels of
1 2
I
I
I]
I
E
APPENDIX H
I
11
t
Z
i
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
YSYYSSSSSY#SSSSYYKSS......SSSYS S.KXZ22.22#S.KSXXZS#SSSYSSSSS SZ..... Z!FSX#YSSY
INTERSECTION..riverside;lemay .
AREA TYPE..... OTHER
ANALYST....... mid
DATE.......... 2/20/92
TIME ..........ncon om �h �.-t lonq
COMMENT....... no corm with con,
- ---------------- -- --- -
VOLUMES GEOMETRY
EB WB NB SB EB WB NE SB
LT 165 121 270 110 L 12.0 L 12.0 L 12.0 L 12.0
TH 333 320 413 556 T 12.0 T 12.0 T 12.0 T 12.0
RT 332 107 44 9 T 12.0 TR 12.0 TR 12.0 TR 12.0
RR 0 0 0 0 R 12.0 12.0 12.0 12.0
GRADE
M
EB 0.00
WB 0.00
NB 0.00
SB 0.00
--------------
PH-1
EB LT X
TH
RT
PD
WB LT X
TH
RT
PD
GREEN'' 7.0
YELLOW 5.0
--------------
LANE GRP
EB L
T
R
WB L
TR
NB L
TR
SB L
TR
-------------
INTERSECTION
12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
------------------------------------------------------------
ADJUSTMENT FACTORS
HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
M YIN Nm Nb YIN min T
2.00 N 0 0 0.95 2 Y 20.5 3
2.00 N 0 0 0.77 2 Y 20.5 3
2.00 N 0 0 0.91 4 Y 20.5 3
2.00 N 0 0 0.88 3 Y 20.5 3
---------------- ---- -----------------------------_------
SIGNAL SETTINGS CYCLE LENGTH 90.0
PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
X NB LT X X
X TH X
X RT X
X PD X
X SB LT X X
X TH X
X RT X
X PO X
25.0 0.0 0.0 GREEN 7.0 29.0 0.0 0.0
6.0 0.0 0.0 YELLOW 5.0 6.0 0.0 0.0
------------------------------------------------------------
LEVEL OF SERVICE
V/C C/C DELAY LOS APP. DELAY APP. LOS
0.044 0.444 10.8 5 16.0 C
0 .3c2 0.311 15.2 C
0.562 0.411 16.3 C
0.044 0.444 10.6 B 18.0 C
0.546 0-311 20.0 C
0.121 0.489 9.5 B 14.2 B
0.422 0.356 16.9 C
0.044 0.489 9.1 B 16.5 C
0.533 0.356 17.9 C
--------------------------- ------ ------------------------
Delay = 16.1 (sec/veh) V/C = 0.474 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
I:XA:YSY##Y.#XYY###YYYYZZYXYY#YY#XYXYY###ZZXYY##Z#YYYYYYY YZ#2##YZYXYZYY####ZZ
INTERSECTION..riverside/lemay
AREA TYPE ..... OTHER
ANALYST....... mid
DA.TE.......... 2/20/92
TIME .......... noon nm shori long
COMMENT .... ...no con, with Conn
-------------------------------------------- -----------------------
VOLUMES GEOMETRY
EB WB NB SE EB WB NB SB
LT 183 153 303 134 L 12.0 L 12-0 L 12.0 L 12.0
TH 816 382 532 741 T 12.0 T 12.0 T 12.0 T 12.0
RT 379 169 41 12 T 12.0 TR 12.0 TR 12.0 TR 12
RR 0 0 0 0 R 12.0 12.0 12.0 12.
EB
WB
NB
SB
EB LT
TH
RT
PD
WB LT
TH
RT
PD
GREEN
YELLOW
12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
-----------------------------------------------------
ADJUSTMENT FACTORS
ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
YIN Nm Nb YIN min T
N 0 0 0.82 1 Y 20.5 3
N 0 0 0.91 1 Y 20.5 3
N 0 0 0.92 0 Y 23-5 3
N 0 0 0.68 5 Y 23.5 _
-----------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 110.0
PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
NB LT X X
TH X
RT X
PO X
SB LT X X
TH X
RT X
PO X
0 0.0 0.0 GREEN 11.0 36.0 0.0 0.0
0 0.0 0.0 YELLOW 5-0 6.0 0.0 0.0
--------- -------------------------------------
LEVEL OF SERVICE
LANE GRP. V/C C/C DELAY LOS APP. DELAY APP. LOS
EB L 0.050 0.445 13.1 B 27.4 0
T 0.396 0.327 33.4 0
R 0.685 0.445 20.5 C
WB L 0. 178 0.445 14.0 E. 21.8 C
TR 0.571 0.32, 23.8 C
NB L 0.554 0.500 16.5 C 20.0 C
TR 0.523 0.355 21.7 C
SB L 0.041 0. 500 10.7 B 22.6 C
TR 0.713 0.355 24.7 C
--------------------------------------------------------------------------
INTERSECTION: Delay = 23-7 (sec/veh) V/C = u.598 LOS = C
GRADE HV
M M
0.00 2.00
0.00 2.00
0.00 2.00
0.00 2.00
------------
PH-1 PH-2X X
X
X
X
X X
X
X
X
6.0 J 5.0 6.
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION..elizabeth;lemay
AREA TYPE .....
OTHER
ANALYST.......
mid
DATE ---------
TIME.........
-2/20/92
noon Pm
short
tong
COMMENT......
no conn
with
conn
-------------------------------------
VOLUMES
GEOMETRY--------------
EB
WB NB
SB
EB
WB
NB
SB
LT 67
144 70
73
: L
12.0 L
12.0
L
12-0
L 12.0
TH 82
96 808
902
T
12.0 T
12.0
T
12.0
T 12-0
RT 80
99 69
47
R
12.0 R
12.0
TR
12-0
TR 11.0
RR 0
0 0
0
12.0
12.0
12.0
12.0
12.0
12.0
12-0
12.0
---------------------------------------------------------------------
12.0
12.0
12.0
12.0
EB
WB
NB
SB
ADJUSTMENT FACTORS.
GRADE HV AD-1 PKG BUSES PHF REDS RED- BUT. ARR. TYPE
(%) (%) YIN Nm Nb YIN min T
0.00 2-00 N 0 0 0.90 5 Y 20-5 3
0.00 2.00 N 0 0 0.90 5 Y 20-5 3
0.00 2.00 N 0 0 0-91 5 Y 20.5 3
0.00 2-00 N 0 0 0.88 5 Y 20.5
PH-1
EB LT X
TH X
RT X
PD X
WB LT X
TH X
RT X
PD X
GREEN 20.0
YELLOW 6.0
----------------
LANE GRP.
EB L
T
R
WB L
T
R
NB L
TR
SB L
TP
----------------
INTERSECTION:
--------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
NB LT X X
TH X
RT X
PD X
SB LT Y, X
TH X
RT X
PO X
0.0 0.0 0-0 GREEN 10.0 43.0 0.0 0.0
0.0 0.0 0.0 YELLOW 5-0 6.0 0.0 0-0
----------------------------------------------------------
LEVEL OF SERVICE
V/C G/C DELAY LOS APP. DELAY APP. LO4
0.287 0-256 20.6 C 20.3 C
0.200 0.256 20.0 C
0.230 0-256 20.2 C
0.556 0.256 23.9 C 21.9 C
0.234 0.256 20.2 C
0.285 0.255 20.6 C
0-035 0.678 3.6 A 11.2 B
0.562 0.511 11.8 B
0.035 0.678 3-6 A ll_9 B
0.626 0.511 12.5 B
---------------------------
----------_---_--------
Delay 13.7 (sec/veh) V/C = 0.501 LOS E
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
INTERSECTION.. eiizabeth/l emay
AREA TYPE ----- OTHER
ANALYST....... mid
DATE.......... 2/20/92
TIME.......... noon am sh .rt lone
COMMENT....... no conn wicn Conn
------------------------ ------------------------------------------------
VOLUMES 7 GEOMETRY
Ee, WB NB SB : EB WB NB SB
LT 54 170 88 60 L 12-0 L 12.0 L 12.0 L 12.0
TH 70 75 978 1211 T 12.0 T 12.0 T 12.0 T 12.0
RT 71 96 53 66 R 12.0 R 12.0 TR 12.0 TR 12
RR 0 0 0 0 12-0 12.0 12.0 12
12.0 12-0 12.0 12.0
12.0 12-0 12-0 12.0
--------------------------------------------------------------------------
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF REDS PEO. BUT. ARR. TYPE
(%) (%) YIN Nm Nb YIN min T
EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
WB 0.00 2.00 N 0 0 0.90 5 Y 20-5
NS 0.00 2.00 N 0 0 0.92 5 Y 20.5 3
SB 0-00 2.00 N 0 0 0.88 5 Y 20-5 3
---------------------------------------------------- - --- ------------
SIGNAL SETTINGS CYCLE LENGTH = 110.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NB LT X X
TH X TH X
RT X RT X
PD X PD X
WB LT X SB LT X X
TH X TH X
RT X RT X
PD X PD X
GREEN 25.0 0-0 0.0 0.0 GREEN 12.0 5-6.0 0.0 0.0
YELLOW 6.0 0-0 0.0 0-0 YELLOW 5.0 6.0 0.0 0.0
-------------------------------------------------------------------------
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.227 0.255 24.7 C 24.5 C
.T 0.171 0.255 24.3
R 0.205 0.255 24.5 C
WB L 0.650 0.255 31.3 D 28.0 D
T 0. 184 0.255 24.4 C
R 0.277 0.255 25.1 D
NB L 0.115 0.691 4.3 A 13.2 B
TR 0-620 0.536 13.9 E.
SB L 0.038 0.691 4.1 A 17.1 C
TR 0.803 0.536 17.6 C
--------------------------------------------------------------------------
INTERSECTION: Delay = 173 (seciveh) V/C = 0.650 LOS = C'.
1985 HCM: UNSIGNALIZED INTERSECTIONS Paae-1
XXSSSXXSXYSXXSSYXSX>SSXXSSSXX3XSSSXXXSSSSWXXXXSSSXSSSSSXSSXXXXXXXSSXY
IDENTIFYING INFORMATION
---------------- ------------------------
AVERAGE RUNNING SPEED. MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .9
AREA POPULATION ...................... 100000
NAME OF THE EAST/WEST STR.EET......... Pennock
NAME OF THE NORTH/SOUTH STREET....... lemay
NAME OF THE ANALYST .................. mid
DATE OF THE ANALYSIS (mm/dd/yy)...... 2/20/92
TIME PERIOD ANALYZED ................. noon pm short long
OTHER INFORMATION.... no conn with conn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EB WE; NB SE,
---- ---- ---- ----
LEFT 69 -- 300 0
THRU 0 -- 674 611
RIGHT 211 -- 0 45
NUMBER OF LANES
-- ----- ----------------------- --- ----------------- - ---------
EE. WE; NB SE'.
------- ------- ------- -------
LANE;. 2 -- 2
CAPACITY AND LEVEL -OF -SERVICE Page-3
----
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
------- ------- --------- ---- ------- ------------ ---
MINOR STREET
EB LEFT 84 75 0 0 -84
RIGHT 258 645 645 645 387 -
MAJOR. STREET
NB LEFT 367 353 353 353 -13 F
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... Pennock
NAME OF THE NORTH/SOUTH STREET.... le may
DATE AND TIME OF THE ANALYSIS..... 2/20192 noon pm short long
OTHER INFORMATION.... no conn with con
r. ir; r wr rr� rr i■ir �r Naga M.. r M; r, s: r er M r j
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
:KXXYXXXXXXLYXYXXXXXYXXXYYXY.MXXYXXXXXXXYXXXXYZY:XYX>YYYZXXXX XXYYYXXMXYX
IDENTIFYING INFORMATION
— ------------------------------------------------------------------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .9
AREA POPULATION ...................... 100000
NAME OF THE EAST/WEST STREET......... Pennock
NAME OF THE NORTH/SOUTH STREET....... lemay
NAME OF THE ANALYST .................. mid
DATE OF THE ANALYSIS (mm/dd/yy)...... 2/20/92
TIME PERIOD ANALYZED ................. noon pm short long
OTHER INFORMATION.... no conn with conn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
---- ---- ---- ----
LEFT 58 -- 251 0
THRU 0 -- 877 1110
RIGHT 227 -- 0 45
NUMBER OF LANES
------------------------------------------------------------------
EB WF. NB SF•
------- ------- ------- -------
LANES 2 -- 2
CAPACITY AND LEVEL -OF -SERVICE Page-3
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v L 0 S
P M SH R SH
------------------------------------------------ ---
MINOR STREET
EB LEFT 71 75 0 0 -71
RIGHT 277 528 526 528 250 ,.
MAJOR STREET
NB LEFT 307 228 228 228 -79 F
IDENTIFYING INFORMATION
------------------------------ ----------------------------
NAME OF THE EAST/WEST STREET...... Pennock
NAME OF THE NORTH/SOUTH STREET.... lemay
DATE AND TIME OF THE ANALYSIS.... 2/20/92 : noon pm shor long
OTHER INFORMATION.... no conn with con
1985 HCM: IINSIGNALIZED INTERSECTIONS Page-i
#XZZZZZ##ZZZ#YY#ZZZZX X'A ZZZZZZYZ#ZZZZZZZ#Z#ZZZZY#Y##Z##Z#Y#Z.�:Z #ZYZZX#
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED. MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .9
AREA POPULATION ...................... 100000
NAME OF THE EAST/WEST STREET --------- riverside
NAME OF THE NORTH/SOUTH STREET....... access
NAME OF THE ANALYST.. ................ mid
DATE OF THE ANALYSIS (mm/dd/yy)...... 2/20/92
TIME PERIOD ANALYZED ................. E3
pm short long
OTHER INFORMATION.... no Conn with Conn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL'TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
------------- ------------------- --------------------------------
EB WB NB SB
---- ---- ---- ----
LEFT 0 0 96 --
THRU 581 599 0 --
RIGHT 178 0 249 --
NUMBER OF LANES
----------------------------------------------------------
EB WB NE SF•
------- ------- ------- -------
LANES 2 2 2 --
CAPACITY AND LEVEL -OF -SERVICE Page-3
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
------------------------------------------------ ---
MINOR STREET
NB LEFT 117 103 103 103 -14
RIGHT 304 684 684 684 380
MAJOR STREET
WB LEFT 0 404 404 404 404 A
IDENTIFYING INFORMATION
-------- ----------------------------------------------
NAME OF THE EAST/WEST STREET ------ riverside
NAME OF THE NORTH/SOUTH STREET.... access
DATE AND TIME OF THE ANALYSIS. 2/20/92 ; noo pm short long
OTHER INFORMATION.... no Conn with Conn
M M M M r M M M M M r M M it M r r r M
1965 HCM: UNSIGNALIZED INTERSECTIONS Paae-1
XXXXXXXXX X'RXXXXXXf:X XXXIt M:XXXYXXXXXXXXXXZXXXXXYXiXXXXX[Mcfi XtXXXYX'X Y.X Y'.X XX
IDENTIFYING INFORMATION
AVERAGE
RUNNING SPEED. MAJOR STREET..
30
PEAK
HOUR FACTOR .....................
.9
AREA
POPULATION ......................
100000
NAME
OF
THE EAST/WEST STREET.........
riverside
NAME
OF
THE NORTH/SOUTH STREET.......
acce=s
NAME
OF
THE ANALYST ..................
mid
DATE
OF
THE ANALYSIS (mm/dd/yy)......
2/20/92
TIME PERIOD ANALYZED ................. noon pm short long
OTHER INFORMATION.... no Conn with con
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
------------------------ ------------------------------------------
EB WB NB SS
---- ---- ---- ----
LEFT 0 0 104 --
THRU 655 697 0 --
RIGHT 169 0 223 --
NUMBER OF LANES
---------------------------------------------------------------------
EB WB N8 S:,
------- ------- ------- -------
LANES 2 --
CAPACITY AND LEVEL -OF -SERVICE page-d
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH k SH
------------------------------------------------ ---
MINOR STREET
NB LEFT 127 76 76 76 -52
RIGHT 273 658 658 658 386
MAJOR STREET
WB LEFT 0 370 370 370 370 B
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... riverside
NAME OF THE NORTH/SOUTH STREET._.. access
DATE AND TIME OF THE ANALYSIS. 2/20/92 : noon m short long
Zs OTHER INFORMATION_... no Conn s con
I
i
I
I
I
I
0
I
APPENDIX I
I
1
P
I
i
1
1
1
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
... *..*... :KXYX11t%XXXX%XY.*..i.YtYYYtt]'.X:k>.Xt..**.................Ztt�XY l:'kYYY
INTERSECTION..riverside/lemay
AREA TYPE..... OTHER
ANALYST....... mid
DATE .......... 2/20/92
TIME......... noon Pm short long
COMMENT.._.... no conn wit cc,M -
1935 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
.... **«MKtitltY<IX.YttF;tLXt.t............. *.....XxXM'.�'<YFt1.:kYYYM:*tYM:>ZH(Y Mllft
INTERSECTION..riverside/lemay
AREA TYPE ..... OTHER
ANALYST....... mjd
DATE .......... 2/20/92
TIME.......... noon vm sh ' ionc.
COMMENT....... no conn ("with Conn
VOLUMES
GEOMETRY
VOLUMES
GEOMETRY
EB WB
NB
SB
EB, WB
NB
SB
EB WB
NB
SB :
EB WB
NB
SB
LT
201 145
329
132 L
12.0 L 12.0
L
12.0
L
12.0
LT
223 183
369
160 : L
12.0 L 12.0
L 12.0
L
12.0
TH
396 366
511
700 T
I2.0 T 12.0
T
12.0
T
12.0
TH
375 439
659
933 : T
12.0 T 12.0
T 12.0
T
12.0
RT
405 128
52
11 T
12.0 TR 12.0
TR
12.0
TR
12.0
RT
462 202
49
15 : T
12.0 TR 12.0
TR 12.0
TR
I, -
RR
0 0
0
0 R
12.0 12.0
12.0
12.0
RR
0 0
0
0 R
12.0 12.0
12.0
1'�
12.0 12.0
12.0
12.0
12.0 12.0
12.0
12.0
12.0 12.0
12.0
12.0
12.0 12.0
lL.o
12.0
--------------------------------------------------------------------------
ADJUSTMENT
FACTORS
--------------------------------------------------------------------------
ADJUSTMENT
FACTORS
GRADE
HV ADJ PKG
BUSES PHF PEGS
PED.
BUT.
ARR.
TYPE
GRADE
HV
ADJ PKG
BUSES PHF PEDS
PED. BUT.
ARR.
TYPE
(%) (%)
Y/N Nm
Nb
Y/N
min T
(%) (%)
Y/N Nm
Nb
Y/N min T
EB
0.00 2.00
N 0
0 -0.97 2
Y
20.5
3
ES
0.00 2.00
N 0
0 0.85 1
Y 20.5
3
WB
0.00 2.00
N 0
0 0.83 2
Y
20.5
3
WB
0.00 2.00
N 0
0 0.94 1
Y 20.5
3
NB
0.00 2.00
N 0
0 0.94 4
Y
23.5
3
NB
0.00 2.00
N 0
0 0.95 0
Y 23.5
3
SB
0.00 2.00
N 0
0 0.91 3
Y
23.5
3
SB
0.00 2.00
N 0
0 0.91 5
Y 23.5
3
--------------------------------------------------------------------------
SIGNAL
SETTINGS
CYCLE
LENGTH
=
90.0
--------------------------------------------------------------------------
SIGNAL SETTINGS
CYCLE LENGTH
=
110.0
PH-1
PH-2
PH-3
PH-4
PH-1
PH-2 PH-3
PH-4
PH-1
PH-2
PH-3
PH-4 PH-1 PH-2 PH-3
PH-4
EB
LT X
X
NB LT
X
X
EB
LT X
X
NB LT
X X
TH
X
TH
X
TH
X
TH
X
RT
X
RT
X
RT
X
RT
X
PD
X
PO
X
PD
X
PD
X
WB
LT X
X
SB LT
X
X
WB
LT X
X
SB LT
X .X
TH
X
TH
X
TH
X
TH
X
RT
X.
RT
X
RT
X
RT
X
PD
X
PD
X
PD
X
PO
X
GREEN
1
25.0
0.0
0.0 GREEN
7.0
29.0
0.0
0.0
GREEN
7.0
32.0
0.0
0.0 GREEN 14.0
35.0
0.0
0.0
YELLOW
5.0
6.0
0.0
0.0 YELLOW
5.0
6.0
0.0
0.0
YELLOW
5.0
6.0
0.0
0.0 YELLOW 5.0
6.0
0.0
0.n
--------------------------------------------------------------------------
LEVEL
OF SERVICE
------------------------------------------------------------------------
LEVEL
OF SERVICE
LANE GRP.
V/C
G/C
DELAY LOS
APP.
DELAY
APP.
LOS
LANE GRP.
V/C
G/C
DELAY LOS
APP. DELAY
APP.
LOS
EB
L
0.044
0.444
10.8 B
16.9
C
EB
L
0.183
0.427
14.9 B
20.9
C
T
0.387
0.311
18.6 C
T
0.410
0.318
22.5 C
R
0.671
0.411
18.3 C
R
0.774
0.464
2?.5 C
WB
L
0.044
0.444
10.E B
18.4
C
WB
L
0.054
0.427
14.0 B
23.2
C
TR
0.589
0.311
20.5 C
TR
0.663
0.318
25.7 D
NB
L
0.576
0.4E9
15.1 C
16.7
NB
L
0.905
0.518
39.1 D
28.9
D
.TR
0.503
0.356
17.6 C
TR
0.642
0.345
23.8 C
SB
L
0.044
0.489
9.1 B
17.8
C
SB
L
0.034
0. 518
9.9 B
28.9
D
---
TR
-----
0.649
0.356
19.3 C
TR
0.891
0.345
31.9 D
INTERSECTION:
---------------------------
Delay = 17.4
---------------------
(sec/veh) V/C
= 0.631
LOS
--------
= C
------------------------------------------------------------------------
INTERSECTION:
Delay = _5.6
(sec/veh) V/C =
0.392 LOS
= D
w M M M r r m m A M M. r m M M M M M M
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
Y#Y1:YY.Y.#XYYX##YXYX#XYYY#Y##'K YYYYYYYYMXXYYYY#X###YYYYYX#*YXXXXXY#X#X####YYW
INTERSECTION..elizabeth/lemay
AREA TYPE ..... OTHER
ANALYST....... mjd
DATE ........ ..2/20/92
TIME......... noon Pm short long
COMMENT_______ no conn with Conn
------------
VOLUMES GEOMETRY
EB WB NB SB EB WB NB SS
LT 82 165 81 83 L 12.0 L 12.0 L 12.0 L 12.0
TH 90 105 1008 1126 T 12.0 T 12.0 T 12.0 T 12.0
RT 92 113 79 59 R 12.0 R 12.0 TR 12.0 TR 12.0
RR 0 0 0 0 12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
12.0 12.0 12.0 12.0
------------------------------------------------------------------------
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS RED- BUT. ARR. TYPE
(%) (%) YIN Nm Nb Y/N min T
E8 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
WB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
NS 0.00 '2.00 N 0 0 0.93 5 Y 20.5 3
SB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
--------------------------------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 90.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NB LT X X
TH X TH X
RT X RT X
PD X PD X
WB LT X SB LT X X
TH X TH X
RT X RT X
PD X PD X
GREEN 20..0 0.0 0.0 0.0 GREEN 10.0 43.0 0.0 0.0
YELLOW 6.0 0.0 0.0 0.0 YELLOW 5.0 6.0 0.0 0.0
--------------------------------------------------------------------------
LEVEL OF SERVICE
LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.381 0.256 21.5 C 20.7 C
T 0.220 0.256 20.1 C
R 0.265 0.256 20.4 C
WB L 0. 676 0.256 27.5 D 23.6 C
T 0.256 0.256 20.3 C
R 0.325 0.256 20.9 C
NB L 0.035 0.678 3.6 A 12.7 B
TR 0.681 0.511 13.3 B
SB L 0.035 0.676 3.ti A 14.1 B
TR 0.765 0.511 14.8 B
--------------------------------------------------------------------------
INTERSECTION: Delay = 15.3 (sec/veh) V/C = 0.611 LOS = C
1985 HCM: SIGNALIZED INTERSECTIONS
SUMMARY REPORT
YYX:Y#YYX#YX.XY#Y#YXY#tYY#YYY Y.#YYY YSYYYYYY#Y<YY'YY##YYYYX X".Y Y#XW.Y YY#YYXYYXYY#Y
INTERSECTION- .elizabeth/lemay
AREA TYPE..... OTHER
ANALYST....... mjd
DATE.. ........ 2/20/92
TIME ........ ..-noon O short tone
COMMENT_______ no cone with con„
------- ----------------------------------------------------------
VOLUMES GEOMETRY
EB WB NB SB EB WB NB SB
LT 66 195 103 69 L 12.0 L 12.0 L 12.0 L 12_.0
TH 77 82 1215 1426 T 12.0 T 12.0 T 12.0 T 12.0
RT 84 110 60 81 R 12.0 R 12.0 TR 12.0 TR 12."
RR 0 0 0 0 12.0 12.0 12.0 12
_ 12.0 12.0 12.0 12.E
12.0 12.0 12.0 12.0
--------------------------------------------------------------------------
ADJUSTMENT FACTORS
GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE
(%) (%) YIN Nm Nb YIN min T
EB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
WB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
NB 0.00 2.00 N 0 0 0.94 5 Y 20.5 3
SB 0.00 2.00 N 0 0 0.90 5 Y 20.5 3
--------- ----------------------------------------------------------------
SIGNAL SETTINGS CYCLE LENGTH = 110.0
PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4
EB LT X NB LT X X
TH X TH X
RT X RT X
PD X PD X
WB LT X SB LT X X
TH X TH X
RT X RT X
PD X PD X
GREEN 25.0 0.0 0.0 0.0 GREEN 12.0 56.0 0.0 0.0
YELLOW 6.0 0.0 0.0 0.0 YELLOW 5.0 6.0 0.0 0.0
-------------------------------------------------------------------------
LEVEL OF SERVICE
LANE G'RP. V/C G/C DELAY LOS APP. DELAY APP. LOS
EB L 0.298 0.255 25.3 D 24.8 C
T 0.189 0.255 24.4 C
R 0.243 0.255 24.8 C
WB L 0.793 0.255 39.1 D 32.1 D
T 0.201 0.255 24.5 C
R 0.316 0.255 25.4 O
NB L 0.169 0.691 4.6 A 15.4 C
TR 0.750 0.536 16.2 C
SB L 0.043 0.691 4.1 A 23.2 C
TR 0.926 0.536 24.G C
--------------------------------------------------------------------------
INTERSECTION: Delay = 21_'s (sec/veh) V/C = 0.767 LOS = C
11
i
1
i
i
11
1
1
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1
i
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lqk
1 PRIMARY STREETS Figure 2
m m m m m m m m m w m m m m m ! m m m
1985 HCM: UNSIGNALIZED INTERSECTIONS F'a ge-1
iZZXZZ#Z#'Z#####Z#1##ZZ#ZZZF##########M####Z####YZ
IDENTIFYING INFORMATION
---------------------------------------------------------------------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .9
AREA POPULATION ...................... 100000
NAME OF THE EAST/WEST STREET......... Pennock
NAME OF THE NORTH/SOUTH STREET....... lemay
NAME OF THE ANALYST .................. mjd
DATE OF THE ANALYSIS (mm/dd/yy)...... 2/20/92
TIME PERIOD ANALYZED ................. noon pm short long
OTHER INFORMATION.... no Conn with conn
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WE NB SE
---- ---- ---- ----
LEFT 69 -- 300 0
THRU 0 -- 903 105,
RIGHT 211 -- 0 45
NUMBER OF LANES
---------------------------------------------------------------------
EB WE NB SE
------- ------- ------- -------
LANES 2
CAPACITY AND LEVEL -OF -SERVICE Page-3
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
P M SH R SH
------- ------- -------- ------------ ------------ ---
MINOR STREET
ES LEFT 84 75 0 0 -84
RIGHT 258 547 547 547 289
MAJOR STREET
NB LEFT 367 247 247 247 -120 F
IDENTIFYING INFORMATION
NAME
OF THE EAST/WEST STREET......
Pennock
NAME
DATE
OF THE NORTH/SOUTH STREET....
AND TIME OF THE ANALYSIS.2
lemay
noon pm
short long
OTHER
INFORMATION..._ no conn
with conn
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
z xzzzxzzzzzxzxzzzzzzxzx zxz�zzzzxzxxzzzzzxxzxzzzzzxxxx zzzzzzzzzzxzxzzz
IDENTIFYING INFORMATION
------------------------------------------------ — ----------------
AVERAGE RUNNING SPEED. MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .9
AREA POPULATION ...................... 100000
NAME OF THE EAST/WEST STREET......... Pennock
NAME OF 'HE NORTH/SOUTH STREET....... lemay
NAME OF THE ANALYST .................. mjd
DATE OF THE ANALYSIS (mm/dd/yy)...... 2/20/92
TIME PERIOD ANALYZED ................. noon a
short long
OTHER INFORMATION.... no Conn with con
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
ES WB NB SB
---- ---- ---- ----
LEFT 58 -- 251 0
THRU 0 -- 1140 1347
RIGHT 227 -- 0 45
NUMBER OF LANES
---------------------------------------------------------------------
EB WE, NB SE.
------ -------------- -------
LANES _ -- 2 _
CAPACITY AND LEVEL -OF -SERVICE Pape-3
---------------------------------------------------------------------
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
P M SH R SH
------- -------- -------- ------------ ----------- ---
MINOR STREET
EB LEFT 71 '5 0 0 -71
RIGHT 277 442 442 442 165
MAJOR STREET
NB LEFT 307 157 157 157 -150 F
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... Pennock
NAME OF THE NORTH/SOUTH STREET.... lemay
DATE AND TIME OF THE ANALYSIS.. 2/20/92 ; noon %plq short long
OTHER INFORMATION.... no conn with coon (�.5
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
-------------------------------------------------------------------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR .....................
.9
AREA POPULATION ......................
100000
NAME OF THE EAST/WEST STREET.........
riverside
NAME OF THE NORTH/SOUTH STREET.......
access
NAME OF THE ANALYST ..................
mJd
DATE OF THE ANALYSIS (mm/dd/yy)......
2/20/92
TIME PERIOD ANALYZED .................
noon pm short long
OTHER INFORMATION.... no con <with
Conn
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------
EB WB NB SB
---- ---- ---- ----
LEFT 0 0 96 --
THRU 753 708 0 --
RIGHT 176 0 249 --
NUMBER OF LANES
---------------------------------------------------------------------
EB WB
NB SB
------- ------- -------
LANES T 2--
-------
CAPACITY AND LEVEL -OF -SERVICE Page-3
---------------------------------------------------------------------
POTEN- .ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcoh) c (pcph) c = c - v LOS
p M SH R SH
------------------------------------ ------------ ---
MINOR STREET
NB LEFT 117 75 75 75 -42
RIGHT 304 615 615 615 311
MAJOR STREET
WB LEFT 0 317 317 317 317 8
IDENTIFYING INFORMATION
---------------------------------------------------------- —'
NAME OF THE EAST/WEST STREET --- .._ riverside
NAME OF THE NORTH/SOUTH STREET.... access
DATE AND TIME OF THE ANALYSIS...._ 2/20/92 noon pm short lon
OTHER INFORMATION.... no Conn with con
1985 HCM: UNSIGNALIZED INTERSECTIONS
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR .....................
.9
AREA POPULATION ......................
100000
NAME OF THE EAST/WEST STREET.........
riverside
NAME OF THE NORTH/SOUTH STREET.......
access
NAME OF THE ANALYST ..................
mid
DATE OF THE ANALYSIS (mm/dd/yy)......
2/20/92
TIME PERIOD ANALYZED .................
noon pm short long
OTHER INFORMATION.... no conn Eth
conn
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
-----------------------------------------------------
ES WB NB SE
---- ---- ---- ----
LEFT 0 0 104 --
THRU 838 823 0 --
RIGHT 169 0 223 --
NUMBER OF LANES
-------------------------------------------------------.
EB WB
NB SE.
-------
------- ------- -------
LANES 2
2 --
Page-1 CAPACITY AND LEVEL -OF -SERVICE Page-3
-------------------------------------------------------------------
POTEN- ACTUAL
----------- FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
--------------- --------- ------------ ------------ ---
MINOR STREET
NB LEFT 127 75 75 75 -52
RIGHT 273 584 584 584 312
MAJOR STREET
WB LEFT 0 285 285 285 285 C
IDENTIFYING INFORMATION
-------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... riverside
----------- NAME OF THE NORTH/SOUTH STREET.... access
DATE AND TIME OF THE ANALYSIS..... 2/20/92 ; noon ith conn .pm short long
OTHER INFORMATION.... no conn w
J
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1
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1
1
1
1
1
1
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1
1
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1
APPENDIX J
1
Short Range Operation with Previously Proposed
Expansion of the Riverside/Lemay Shopping Center
Intersection
Lemay/Riverside (signal)
Lemay/Elizabeth (signal)
Lemay/Pennock (stop sign)
EB LT
EB RT
NB LT
Lemay/Pennock (signal)
Riverside/Access
NB LT
NB RT
WB LT
Level of Service
(delay or reserve capacity)
Noon PM
C (17.1 sec/veh) C (23.2 sec/veh)
not evaluated in previous study
F (-180)
C (228)
F (-159)
B (13.3 sec/veh)
F (-74)
A (616)
C (282)
F (-98)
C (231)
F (-78)
B (13.2 sec/veh)
F (-113)
A (594)
C (216)
Long Range Operation with Previously Proposed
Expansion of the Riverside/Lemay Shopping Center
Intersection
Lemay/Riverside (signal)*
Lemay/Elizabeth (signal)
Lemay/Pennock (stop sign)
EB LT
EB RT
NB LT
Lemay/Pennock (signal)
Riverside/Access
NB LT
NB RT
WB LT
Level of Service
(delay or reserve capacity)
Noon PM
C (18.2 sec/veh) C (24.6 sec/veh)
not evaluated in previous study
F (-180) F (-98)
D (136) D (136)
F (-252) F (-162)
B (13.8 sec/veh) C (15.8 sec/veh)
F (-97) F (-124)
A (535) A (509)
D (196) D (132)
* Double northbound left -turn lanes.
RSV
FRS�oR
a
W
J
ELIZABETH
33-73 (Iclbq)
287� 7
c
r
M
302b (1989)
337��
Q
N
RECENT WEEKDAY TRAFFIC
Figure 3
NOON/PM
EGgC Tv 1990 a
w
J
d'
1989
ry � 98 //S
2/S
�A
,33 9
MGM-1 16NT-00T
L
ILLEGAL IUf-WSJ I/1
12-1/ 1010
ELIZABETH
PENNOCK
50/23
o� en
N r-
1990
9�
fn
r
IT S
Y
N� J
Q
1990
71
NN
�r
Oa-
(r A 9
O
r cos
l 1 I-*-_°II/-11
136/ 161
Q
N
Mol
1989 AND 1990 PEAK HOUR TRAFFIC
Figure 4