HomeMy WebLinkAbout1.08 Signal Warrant StudyOctober 5, 2018
Revised January 24, 2019
Wyatt Keesbery
Road and Bridge Director
Garfield County
0298 County Road 333A
Rifle, CO 81650
Subject: SH 82 and Diamond A Ranch Road (Aspen Glen) Signal Warrant Study
Dear Wyatt,
The purpose of this letter is to provide a Signal
Warrant Study for the intersection of State Highway
82 and Diamond A Ranch Road, the Aspen Glen
entrance to SH 82. SGM has completed similar
studies for this intersection previously, associated
with internal development of the subdivision in the
early 2000’s. This request was directed from the
Board of County Commissioners and based upon
recent public comment on the need for a traffic
signal due to accidents in the past 18 months that
have occurred at and near the intersection.
The existing intersection is located along a 4-lane divided highway segment with an
approximate native median width of 25 ft and is at milemarker 9.7. The intersection has
fully developed auxiliary turn lanes designed and
constructed in accordance with the State
Highway Access Code, those lanes include SB
right turn deceleration, SB right turn
acceleration, NB left turn deceleration, and NB
left turn acceleration.
Diamond A Ranch Road is used as the main
entry point to Aspen Glen. This entry has a
manned gate approximately 380 ft from the edge
of SH 82. Vehicles entering the Aspen Glen are
typically stopped unless residents and asked their
business and logged in and out of the gate daily.
www.sgm-inc.com
EXHIBIT H
Between the entry gate and the highway, are crossings of the Rio Grande Trail, at about
85 ft from the highway, and a golf cart crossing at about 260 ft from the highway. Both
crossings have Stop signs on the trail and path approaches to Diamond A Ranch Road.
There are also RFTA stops on the upvalley (SB) and downvalley (NB) lanes preceding
the intersection. There is not a designated pedestrian crossing or pedestrian crossing
signage for pedestrians crossing to and from the NB RFTA stop.
A secondary access to
Aspen Glen is provided
from CR 109 on the
west side of the
development, this is an
unmanned gate and
users must have a gate
code to enter. CR 109
is accessed from SH 82
at the north end and
from Thompson Creek
Rd at its south
terminus near
Carbondale.
One criteria used by the Colorado Department of Transportation (CDOT) to provide an
assessment of the need for a traffic signal is a Warrant Study. The Warrant Study is
defined by eight (8) signal warrants in the Manual on Uniform Traffic Control Devices
(MUTCD). Section 4C in the MUTCD states, “Traffic control signals should not be
installed unless one or more of the warrants in this manual are met. The satisfaction of a
warrant or warrants is not in itself justification for a signal.”
The MUTCD Traffic Signal Warrants are as follows:
1. Eight (8) Hour Vehicular Volume
2. Four Hour Vehicular Volume
3. Peak Hour
4. Pedestrian Volume
5. School Crossing
6. Coordinated Signal System
7. Crash Experience
8. Roadway Network
To assess the volume warrants, SGM performed 12-hour traffic counts (6 am – 6 pm) on
August 22 and 23, 2018 at the Diamond A Ranch Road intersection with SH 82, a
detailed spreadsheet of that count information is provided in the Appendix. Midweek
days were chosen (Wed / Thu) to include typical weekday / workday traffic.
A seasonal adjustment factor was applied after analyzing the monthly traffic data
collected at the nearest continuous CDOT ATR on SH 82, near milemarker 2.2 in
Glenwood Springs. The monthly traffic was averaged over the past 5 years and compared
to the month of August. As shown in the graphic below, August requires an adjustment of
95.3% to average daily traffic.
Summary of Monthly Volumes at Sta 000214 SH 82 near Glenwood Springs MM 2.2
STA ID YEAR JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
214 2018 23365 23237 24444 24974 25824 26106 25420
214 2017 22576 23590 24797 25270 25389 27223 27128 23295 21072 21144 22774 23736
214 2016 22629 22949 23948 24786 25563 27086 27406 27089 27051 25737 23475 23145
214 2015 22134 22151 23508 23842 24174 26460 27049 26201 26455 25224 22799 22782
214 2014 20312 20646 21761 22204 22727 24366 25318 24725 24859 23947 20843 21677
Average 22203 22515 23692 24215 24735 26248 26464 25328 24859 24013 22473 22835
% Delta 108.7% 107.2% 101.9% 99.7% 97.6% 91.9% 91.2% 95.3% 97.1% 100.5% 107.4% 105.7%
Warrant 1, Eight Hour Vehicular Volume
Standard:
The need for a traffic control signal shall be considered if an engineering study finds that
one of the following conditions exist for each of any 8 hours of an average day:
A. The vehicles per hour given in both of the 100 percent columns of Condition A in
Table 4C-1 exist on the major-street and the higher-volume minor-street approaches,
respectively, to the intersection; or
B. The vehicles per hour given in both of the 100 percent columns of Condition B in
Table 4C-1 exist on the major-street and the higher-volume minor-street approaches,
respectively, to the intersection.
Table 4C-1. Warrant 1, Eight-Hour Vehicular Volume
Condition A—Minimum Vehicular Volume
Number of lanes for
moving traffic on
each approach
Vehicles per hour on
major street
(total of both
approaches)
Vehicles per hour on
higher-volume
minor-street approach (one
direction only)
Major
Street
Minor
Street 100%a 80%b 70%c 56%d 100%a 80%b 70%c 56%d
1 1 500 400 350 280 150 120 105 84
2 or more 1 600 480 420 336 150 120 105 84
2 or more 2 or more 600 480 420 336 200 160 140 112
1 2 or more 500 400 350 280 200 160 140 112
Condition B—Interruption of Continuous Traffic
Number of lanes for
moving traffic on
each approach
Vehicles per hour on
major street
(total of both
approaches)
Vehicles per hour on
higher-volume
minor-street approach (one
direction only)
Major
Street
Minor
Street 100%a 80%b 70%c 56%d 100%a 80%b 70%c 56%d
1 1 750 600 525 420 75 60 53 42
2 or more 1 900 720 630 504 75 60 53 42
2 or more 2 or more 900 720 630 504 100 80 70 56
1 2 or more 750 600 525 420 100 80 70 56
a Basic minimum hourly volume
b Used for combination of Conditions A and B after adequate trial of other remedial measures
c May be used when the major-street speed exceeds 40 mph or in an isolated community with a population of less
than 10,000
d May be used for combination of Conditions A and B after adequate trial of other remedial measures when the
major-street speed exceeds 40 mph or in an isolated community with a population of less than 10,000
Option:
If the posted or statutory speed limit or the 85th-percentile speed on the major street exceeds 40 mph, or if the
intersection lies within the built-up area of an isolated community having a population of less than 10,000, the
traffic volumes in the 70 percent columns in Table 4C-1 may be used in place of the 100 percent columns.
Guidance:
The combination of Conditions A and B is intended for application at locations where Condition A is not satisfied and
Condition B is not satisfied and should be applied only after an adequate trial of other alternatives that could cause
less delay and inconvenience to traffic has failed to solve the traffic problems.
Analysis: Condition A – Major Street = 1556 vph (8-hour average) >> 600 vph
Minor Street = 19 vph (8-hour average) << 105 vph
Condition B – Major Street = 1556 vph (8-hour average) >> 900 vph
Minor Street = 19 vph (8-hour average) << 53 vph
Status: Using the 8-hour peak period from 9 am – 5 pm, minor street peak. Because the
speed limit is > 40 mph and this is an isolated community, guidance allows the use of
70% volume threshold. Condition A minor street volume is 20% of the required volume,
while major street volume is three times greater than the threshold. Condition A
volumes are not met. Condition B minor street volume 30% of the required volume and
major street volumes exceed the threshold. Condition B volumes are not met.
Warrant 2, Four Hour Volume
Standard:
The need for a traffic control signal shall be considered if an engineering study finds that,
for each of any 4 hours of an average day, the plotted points representing the vehicles per
hour on the major street (total of both approaches) and the corresponding vehicles per
hour on the higher-volume minor-street approach (one direction only) all fall above the
applicable curve in Figure 4C-1 for the existing combination of approach lanes. On the
minor street, the higher volume shall not be required to be on the same approach during
each of these 4 hours.
Option:
If the posted or statutory speed limit or the 85th-percentile speed on the major street
exceeds 40 mph, or if the intersection lies within the built-up area of an isolated
community having a population of less than 10,000, Figure 4C-2 may be used in place of
Figure 4C-1.
Analysis: Using the option noted above, speed greater than 40 mph, Figure 4-2C is
utilized.
Major Street = 1360 vph (4-hour average during minor street peak, 10:00 am-2:00 pm)
Minor Street = 20 vph (4-hour average) < 60 vph
Status: The plotted points representing the vehicles per hour on the major street (total of
both approaches) and the corresponding vehicles per hour on the higher-volume minor-
street approach (one direction only) Do NOT fall above the applicable curve in Figure
4C-2, threshold is not met for warrant for one 4-hour peak period on an average day.
Warrant 3, Peak Hour Volume
Standard:
This signal warrant shall be applied only in unusual cases, such as office complexes,
manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that
attract or discharge large numbers of vehicles over a short time.
The need for a traffic control signal shall be considered if an engineering study finds that
the criteria in either of the following two categories are met:
A. If all three of the following conditions exist for the same 1 hour (any four consecutive
15-minute periods) of an average day: 1.The total stopped time delay experienced by the
traffic on one minor-street approach (one direction only) controlled by a STOP sign
equals or exceeds: 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-
lane approach; and
2. The volume on the same minor-street approach (one direction only) equals or exceeds
100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two
moving lanes; and
3. The total entering volume serviced during the hour equals or exceeds 650 vehicles per
hour for intersections with three approaches or 800 vehicles per hour for intersections
with four or more approaches.
B. The plotted point representing the vehicles per hour on the major street (total of both
approaches) and the corresponding vehicles per hour on the higher-volume minor-street
approach (one direction only) for 1 hour (any four consecutive 15-minute periods) of an
average day falls above the applicable curve in Figure 4C-3 for the existing combination
of approach lanes.
Option:
If the posted or statutory speed limit or the 85th-percentile speed on the major street
exceeds 40 mph, or if the intersection lies within the built-up area of an isolated
community having a population of less than 10,000, Figure 4C-4 may be used in place of
Figure 4C-3 to evaluate the criteria in the second category of the Standard.
Analysis: Condition A – The delay (<< 4 hours vehicle hours) and the one-lane
volume (28 vph < 100 vph) criteria are not met, while total intersection
volume criteria is met (1406 vph > 650 vph) is met. All criteria must be
satisfied in this category, so warrant is not met.
Condition B – Using the option noted above, speed > 40 mph, Figure 4C-4
is utilized.
Major Street = 1345 vph (peak hour of minor street, 10-11 am)
Minor Street = 28 vph (peak hour) < 75 vph
Status: The plotted points representing the vehicles per hour on the major street (total of
both approaches) and the corresponding vehicles per hour on the higher-volume minor-
street approach (one direction only) Do NOT fall above the applicable curve in Figure
4C-4, the threshold is not met for warrant.
Warrant 4, Minimum Pedestrian Volume
Standard:
The need for a traffic control signal at an intersection or midblock crossing shall be
considered if an engineering study finds that one of the following criteria is met:
A. For each of any 4 hours of an average day, the plotted points representing the vehicles
per hour on the major street (total of both approaches) and the corresponding pedestrians
per hour crossing the major street (total of all crossings) all fall above the curve in Figure
4C-5; or
B. For 1 hour (any four consecutive 15-minute periods) of an average day, the plotted
point representing the vehicles per hour on the major street (total of both approaches) and
the corresponding pedestrians per hour crossing the major street (total of all crossings)
falls above the curve in Figure 4C-7.
Analysis: Condition A: 4-hour Pedestrian Volume
Major Street = 1360 vph (4-hour average during minor street peak,
10:00 am-2:00 pm)
Pedestrians = 2 (4-hour average during minor street peak,
10:00 am-2:00 pm)
Condition B: Peak Hour Pedestrian Volume
Major Street = 1851 vph (Peak hour of pedestrians), 9:00 am-10:00 am)
Pedestrians = 1 (Peak hour, 3:00 pm-4:00 pm)
Status: The plotted points representing the vehicles per hour on the major street (total of
both approaches) and the corresponding pedestrian crossings do not fall above the
applicable curve in Figure 4C-6 or 4C-8, the threshold is not met for warrant.
It is noted there are also bikes on the Rio Grande Trail, 3-4 hours per day, volumes
ranging from 1-10 per hour. This crossing does not currently affect the safety or
operation of the intersection.
Warrant 5, School Crossing
Standard:
The need for a traffic control signal shall be considered when an engineering study of the
frequency and adequacy of gaps in the vehicular traffic stream as related to the number
and size of groups of schoolchildren at an established school crossing across the major
street shows that the number of adequate gaps in the traffic stream during the period
when the schoolchildren are using the crossing is less than the number of minutes in the
same period (see Section 7A.03) and there are a minimum of 20 schoolchildren during
the highest crossing hour.
Before a decision is made to install a traffic control signal, consideration shall be given to
the implementation of other remedial measures, such as warning signs and flashers,
school speed zones, school crossing guards, or a grade-separated crossing.
The School Crossing signal warrant shall not be applied at locations where the distance to
the nearest traffic control signal along the major street is less than 300 feet, unless the
proposed traffic control signal will not restrict the progressive movement of traffic.
Analysis: There are no school crossings on highway 82 and children do not have to cross
the highway to catch a school bus.
Status: Warrant is not met
Warrant 6, Coordinated Signal System
Standard:
The need for a traffic control signal shall be considered if an engineering study finds that
one of the following criteria is met:
A. On a one-way street or a street that has traffic predominantly in one direction, the
adjacent traffic control signals are so far apart that they do not provide the necessary
degree of vehicular platooning.
B. On a two-way street, adjacent traffic control signals do not provide the necessary
degree of platooning and the proposed and adjacent traffic control signals will
collectively provide a progressive operation
Analysis: There is not a coordinated signal system for this area and therefore there is no
mandate for a signal by this warrant.
Status: Warrant is not met
Warrant 7, Crash Experience
Standard:
The need for a traffic control signal shall be considered if an engineering study finds that
all of the following criteria are met:
A. Adequate trial of alternatives with satisfactory observance and enforcement has failed
to reduce the crash frequency; and
B. Five or more reported crashes, of types susceptible to correction by a traffic control
signal, have occurred within a 12-month period, each crash involving personal injury or
property damage apparently exceeding the applicable requirements for a reportable crash;
and
C. For each of any 8 hours of an average day, the vehicles per hour (vph) given in both of
the 80 percent columns of Condition A in Table 4C-1 (see Section 4C.02), or the vph in
both of the 80 percent columns of Condition B in Table 4C-1 exists on the major-street
and the higher-volume minor-street approach, respectively, to the intersection, or the
volume of pedestrian traffic is not less than 80 percent of the requirements specified in
the Pedestrian Volume warrant. These major-street and minor-street volumes shall be for
the same 8 hours. On the minor street, the higher volume shall not be required to be on
the same approach during each of the 8 hours.
Analysis: Condition A - The intersection has fully developed auxiliary lanes to
accommodate turning and merging traffic.
Potential intersection safety countermeasures listed by the FHWA toolbox
that may improve the safety of this specific intersection include the
following (currently implemented in italics):
· Left Turn Lane– Installed per SHAC
· Directional Median to allow left and U turns
· Double left turn lane – LT volumes are not an issue
· Left turn channelization – 16 ft effective width
· Left turn acceleration lane – Installed per SHAC
· Right turn Accel and Decel lanes – Installed per SHAC
· Improve sight distance – Existing sight distance is > 1100 ft, which
meets decision sight distance standards for a 65-mph rural roadway
per AASHTO PGDHS.
· Install median – Existing 16 ft native median
· Install Raised Median Island on SH 82
· Install Splitter Islands on Minor Street approach
· Provide lane delineation striping on Minor Street approach
· Provide painted Stop bar
· Install lighting
Main line SH 82 countermeasures have generally been implemented.
Minor Street lane delineation markings and intersection lighting could be
implemented.
The previous accident reports were not reviewed as part of this analysis of
the intersection. It is understood that the fatal accident occurred on an EB
(Diamond A egress) to NB (down valley SH 82) left turn that occurred
during dusk, where sight distance due to sun glare on the horizon may
have contributed to the accident.
Condition B - The Colorado State Patrol provided the following
summarized information regarding accidents at or near Diamond A Ranch
Road, a summary through August 30, 2018 is shown below.
The highlighted data from CSP indicates accidents at mm 9.7. There have
been 3 accidents since December 2017, and 6 since September 2013. A
fatality occurred one of the December 2017 accidents. The accident rate
does not meet Condition B.
Condition C – The 8-hour volumes do not meet the 80% threshold of
either table.
Status: Warrant is not met
AccidentDate AccidentTime NumberInjuredFIP HighwayMilePointReferencePointName ReferencePointAtName
5/6/2013 0:00 5:00:00 PM 0 Property 9.6 Highway 82 WestboundMilepost 9
7/24/2013 0:00 9:50:00 PM 1 Injury 9.8 Highway 82 WB of Milepost 9
9/5/2013 0:00 8:53:00 AM 3 Injury 9.7 Highway 82 Aspen Glen Sub Division
4/3/2014 0:00 6:35:00 AM 0 Property 9.7 Highway 82 Milepost 7
2/21/2015 0:00 7:15:00 AM 0 Property 9.7 Highway 82 Milepost 9
12/5/2017 0:00 5:21:00 PM 1 Fatal 9.7 Eastbound Highway 82Diamond A Ranch Road
12/5/2017 0:00 5:21:00 PM 0 Property 9.7 Highway 82 Diamond A Ranch Road
1/26/2018 0:00 12:30:00 PM 0 Property 9.7 Highway 82 Mile post 9
Warrant 8, Roadway Network
Standard:
The need for a traffic control signal shall be considered if an engineering study finds that
the common intersection of two or more major routes meets one or both of the following
criteria:
A. The intersection has a total existing, or immediately projected, entering volume of at
least 1,000 vehicles per hour during the peak hour of a typical weekday and has 5-year
projected traffic volumes, based on an engineering study, that meet one or more of
Warrants 1, 2, and 3 during an average weekday; or
B. The intersection has a total existing or immediately projected entering volume of at
least 1,000 vehicles per hour for each of any 5 hours of a non-normal business day
(Saturday or Sunday).
A major route as used in this signal warrant shall have at least one of the following
characteristics:
A. It is part of the street or highway system that serves as the principal roadway network
for through traffic flow.
B. It includes rural or suburban highways outside, entering, or traversing a city.
C. It appears as a major route on an official plan, such as a major street plan in an urban
area traffic and transportation study.
Analysis: This intersection does is not comprised of two major routes coming together.
Therefore, the warrant does not apply.
Status: Warrant is not met
Additional Operational Considerations
· The number and distribution of acceptable gaps in vehicular traffic on the
major street for entrance from the minor street. [MUTCD Section
4C.01Paragraph 18 B]
A Gap Study was performed using the collected traffic data for the PM Peak (3pm to
5pm) period. effective gaps were calculated using guidance from the ITE Traffic
Engineering Handbook, 4th Edition. The critical left turn movements (NB and EB)
during the PM peak hour are conflicted by SB SH 82 traffic volume, the effective gaps
during the PM Peak hour were conservatively calculated to be approximately 550. That
calculation is shown following.
The corresponding PM peak hour left turning movements are also shown, the study
shows there are five times more available effective gaps than left turn demand volume.
An even more conservative calculation, allowing 1 vehicle per acceptable gap results in
335 available gaps, 3 times more than the left turning volume.
Summary
Signal Warrants are NOT met for this intersection based upon high SH 82 volumes and a
Diamond A Ranch Road volume that does not meet warrant thresholds based upon a high
speed (> 40mph) isolated (rural) intersection.
The existing pedestrian crossing is utilized solely for a RFTA NB (down valley) bus stop
on the north side of SH 82. This crossing could be underutilized compared to a signalized
intersection. Pedestrian volumes do not currently meet warrant thresholds.
Although both injury accidents and a fatal accident have occurred at the intersection, the
accident history warrant does not meet the requirement of 5 accidents in the preceding 12
months. Although of 6 accidents in 5 years, 3 have occurred within the 9 months
analyzed.
The subdivision was planned for 643 single-family residences, currently there are
approximately 100 unbuilt or unplatted lots. Based upon current traffic volume rates, the
addition of those units will most likely not change the results of this study.
Sincerely,
SGM Inc.
Dan Cokley. P.E., P.T.O.E
Principal
8/22/2018 3pm to 5pm
Southbound (Up Valley)
Gap
Size (s)
Egress
Factor
Available
Gaps
Effective
Gaps
Eastbound
Left Turns
Northbound
Left Turns
2-6 0 473 0
6-8 0.5 103 51.5
8-10 1 55 55
10-14 1 73 73
14-16 2 29 58
16-20 3 24 72
20-22 4 11 44
>22 5 40 200
335 550 51 65
Aspen Glen PM Peak Hour Gap Study
01/31/2019
Start Time Right Thru U-turn Right Thru Left Right Thru Left8/22/2018MajorMinorMajorMinorMajorMinor6:00 AM 9 1371 0 267 3 5 6 1572 1695 15277:00 AM 18 1448 1 567 14 23 14 1951 1638 15378:00 AM 16 1213 0 651 24 22 20 1815 1482 15209:00 AM 24 823 0 643 23 29 18 1442 1375 1556 1910:00 AM 19 705 0 664 23 36 29 1345 28 1360 20 166211:00 AM 18 682 0 662 30 43 21 1327 143612:00 PM 22 602 1 794 36 39 17 1386 15591:00 PM 17 603 0 793 38 34 19 1383 17372:00 PM 21 725 1 952 31 29 16 1648 19643:00 PM 15 694 0 1170 29 32 23 18184:00 PM 17 750 0 1400 36 23 18 20995:00 PM 12 769 0 1589 34 20 10 22918/23/20186:00 AM 7 1317 0 268 3 8 6 1520 1708 15667:00 AM 14 1467 0 594 7 16 18 1984 1673 15628:00 AM 30 1249 0 680 26 40 8 1892 1521 15469:00 AM 23 812 0 648 26 40 15 1438 1407 157610:00 AM 17 744 0 648 36 27 10 1377 1423 167911:00 AM 22 687 0 699 37 33 19 1377 145212:00 PM 19 669 0 772 48 32 18 1437 15711:00 PM 27 710 0 806 31 36 21 1500 17452:00 PM 26 689 0 823 30 26 18 1494 19353:00 PM 25 681 0 1210 26 49 21 18514:00 PM 12 835 0 1359 33 27 18 21345:00 PM 21 798 0 1525 29 26 17 2261PEAK 8-HOURPEAK 4-HOURPEAK HOURSouthbound Northbound EastboundTypeIntersectionClassificationAll Vehicles (no classification) + Pedestrians and BicyclesHWY-82 Southbound HWY-82-Northbound Aspen GlenProject2018: Aspen Glen Signal WarrantStudy NameAspen Glen Signal Warrant
Start Time Bikes NB Bikes SB Bikes Total Peds CW Peds CCWPeds CombinedPeds EB Peds WBPeds Combined8/22/20186:00 AM 0 0 0 0 0 0 0 0 07:00 AM 1 0 1 0 0 0 0 0 08:00 AM 0 2 2 0 0 0 0 0 09:00 AM 1 2 3 1 2 3 0 0 010:00 AM 0 0 0 0 2 2 0 0 011:00 AM 0 0 0 0 0 0 0 0 012:00 PM 6 5 11 0 3 3 0 0 01:00 PM 0 0 0 0 0 0 0 0 02:00 PM 0 0 0 0 0 0 0 0 03:00 PM 0 0 0 1 0 1 0 0 04:00 PM 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 0 0 0 0 0 08/23/20186:00 AM 0 0 0 0 0 0 0 0 07:00 AM 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 0 09:00 AM 0 0 0 0 1 1 0 0 010:00 AM 0 0 0 0 0 0 0 0 011:00 AM 0 0 0 0 0 0 0 0 012:00 PM 0 0 0 0 0 0 0 0 01:00 PM 5 5 10 0 3 3 0 0 02:00 PM 0 0 0 0 0 0 0 0 03:00 PM 0 0 0 0 0 0 0 1 14:00 PM 0 0 0 0 0 0 0 0 05:00 PM 0 0 0 1 1 2 0 0 0Aspen GlenHWY-82Aspen GlenRio Grande TrailSouth RFTA PedestriansRio Grande Trail
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 1Turning Movement DataStart TimeHWY-82 SouthboundWestbound ApproachHWY-82-NorthboundSouthboundWestboundNorthboundThruLeftU-TurnPedsApp. TotalRightLeftU-TurnPedsApp. TotalRightThruU-TurnPedsApp. TotalInt. Total6:00 AM3300033010010262002622966:15 AM5410055110022359003614186:30 AM7900079110020364003644456:45 AM10120010333006738600393502Hourly Total2673002705600119137100138016617:00 AM94200967400111364103664737:15 AM135100136520175392003975407:30 AM1723001757300103338003415267:45 AM16680017445009935400363546Hourly Total56714005812314013718144810146720858:00 AM134600140450093330003334828:15 AM1707101786400109366003755638:30 AM1902001927602133239002424478:45 AM157800165550010127800279454Hourly Total65123106752220024216121300122919469:00 AM16560017111203136238002444289:15 AM16170016882013107198002053839:30 AM1615001665608115189001943719:45 AM156500161580213619800204378Hourly Total64323006662918026472482300847156010:00 AM16140016545009101800019036410:15 AM1601100171116001761890019538310:30 AM16240016697001621720017435610:45 AM18131018512110223116400165373Hourly Total6642210687362902651970500724147611:00 AM163600169115101731420014533111:15 AM153700160107001741710017535211:30 AM1771200189114001561760018238611:45 AM1695001741140015519300198387Hourly Total6623000692432010641868200700145612:00 PM18690019595051451380014335212:15 PM2079002164304761400014636912:30 PM2091000219114011561721017941312:45 PM1928002001550420515200157377Hourly Total7943600830391701456226021062515111:00 PM173100018310100115150001553491:15 PM20111002129500144151001553811:30 PM2066002121160017517900184413
1:45 PM2131100224470011312300126361Hourly Total793380083134190053176030062015042:00 PM22670023313400174180001844342:15 PM2489002577300107180001874542:30 PM248620256430075179101854482:45 PM230700237560011518600191439Hourly Total952292098329160045217251074717753:00 PM2605002657500124173001774543:15 PM280111029212500173176001794883:30 PM3436003497500124151001555163:45 PM287600293680114419400198505Hourly Total11702810119932230155156940070919634:00 PM3338003417500126160001665194:15 PM34310003534600104193001975604:30 PM359500364540093194001975704:45 PM3651300378730010420300207595Hourly Total14003600143623180041177500076722445:00 PM4059004146400103196001996235:15 PM441700448300034223002276785:30 PM3497103576400100175001755425:45 PM394100040452007517500180591Hourly Total1589331016232010003012769007812434*** BREAK ***----------------6:00 AM3510036110020253002532916:15 AM4910050230051330003313866:30 AM9300093010013382003854796:45 AM911009251006335200355453Hourly Total2683002718600147131700132416097:00 AM105100106340072392003945077:15 AM155300158120033365003685297:30 AM1531001548600144334003385067:45 AM181200183460010537600381574Hourly Total5947006011618003414146700148121168:00 AM17570018212240188337003455458:15 AM144900153104310457373003805788:30 AM16950017410221102238283002916888:45 AM1765001818020028725600263472Hourly Total6642600690408266031430124900127922839:00 AM1641200176104001412251002634539:15 AM14330014611400154204002083699:30 AM16280017012200141196001973819:45 AM179300182750112616100167361Hourly Total6482600674401501552381200835156410:00 AM189800197101001132090021242010:15 AM14680015473001021730017533910:30 AM16571017373001071800018737010:45 AM148120016033006518200187353Hourly Total6483510684271000371774400761148211:00 AM1791200191124001691720018138811:15 AM16711001785300811660016735311:30 AM167500172125001771730018036911:45 AM186900195470011517600181387
Hourly Total6993700736331900522268700709149712:00 PM1941000204116001741490015337412:15 PM18315001985400981780018639312:30 PM20490021383001151510015638012:45 PM1911400205850013219100193411Hourly Total772480082032180050196690068815581:00 PM204100021411806196176001824151:15 PM20460021094031310189001994221:30 PM184500189160476175001813771:45 PM2149102241530018517000175417Hourly Total8063010837362101357277100073716312:00 PM1973002008400125164001693812:15 PM1997002068300118184001924092:30 PM20914002233700108168001764092:45 PM218600224740011517300178413Hourly Total823300085326180044266890071516123:00 PM290210293620086168001744753:15 PM25770026415800235162011674543:30 PM32360032917700244166001705233:45 PM340100035011400151018500195560Hourly Total12102510123649210070256810170620124:00 PM28530028814500194192001965034:15 PM4067004135700121204002056304:30 PM3211200333350083222002255664:45 PM347110035851006421700221585Hourly Total13593300139227180045128350084722845:00 PM4085004139702164193001976265:15 PM39512004075500106226002326495:30 PM354800362520078199002075765:45 PM368400372730010318000183565Hourly Total1525290015542617024321798008192416Grand Total20168644902082169539926762136145121043312149743679Approach %96.93.10.0--51.129.319.6--2.197.90.0---Total %46.21.50.0-47.71.60.90.6-3.11.048.20.0-49.2-All Vehicles (no classification)201686449-20821695399267-1361451210433-2149743679% All Vehicles (noclassification)100.0100.0100.0-100.0100.0100.0100.0-100.0100.0100.0100.0-100.0100.0Bicycles on Crosswalk---0----27----0--% Bicycles on Crosswalk--------43.5----0.0--Pedestrians---0----35----1--% Pedestrians--------56.5----100.0--
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 408/22/2018 6:00 AMEnding At08/23/2018 6:00 PMAll Vehicles (noclassification)Bicycles on CrosswalkPedestriansHWY-82 Southbound [N]OutInTotal2174720821425680000002174720821425682016864490000000002016864490TLUP1362
0
0
1362
Out
1361
0
0
1361
In
2723
0
0
2723
Total
Westbound Approach [E]
R
695
0
0
695
L
399
0
0
399
U
267
0
0
267
P
62
35
27
0
205702149742067000000205702149742067OutInTotalHWY-82-Northbound [S]UTRP3210434510000000013210434511Turning Movement Data Plot
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 5Turning Movement Peak Hour Data (7:30 AM)Start TimeHWY-82 SouthboundWestbound ApproachHWY-82-NorthboundSouthboundWestboundNorthboundThruLeftU-TurnPedsApp. TotalRightLeftU-TurnPedsApp. TotalRightThruU-TurnPedsApp. TotalInt. Total7:30 AM1723001757300103338003415267:45 AM166800174450099354003635468:00 AM134600140450093330003334828:15 AM170710178640010936600375563Total6422410667211700382413880014122117Approach %96.33.60.1--55.344.70.0--1.798.30.0---Total %30.31.10.0-31.51.00.80.0-1.81.165.60.0-66.7-PHF0.9330.7500.250-0.9370.7500.8500.000-0.9500.6670.9480.000-0.9410.940All Vehicles (no classification)642241-66721170-382413880-14122117% All Vehicles (noclassification)100.0100.0100.0-100.0100.0100.0--100.0100.0100.0--100.0100.0Bicycles on Crosswalk---0----0----0--% Bicycles on Crosswalk----------------Pedestrians---0----0----0--% Pedestrians----------------
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 6Peak Hour Data08/22/2018 7:30 AMEnding At08/22/2018 8:30 AMAll Vehicles (noclassification)Bicycles on CrosswalkPedestriansHWY-82 Southbound [N]OutInTotal14106672077000000141066720776422410000000006422410TLUP48
0
0
48
Out
38
0
0
38
In
86
0
0
86
Total
Westbound Approach [E]
R
21
0
0
21
L
17
0
0
17
U
0
0
0
0
P
0
0
0
0
6591412207100000065914122071OutInTotalHWY-82-Northbound [S]UTRP013882400000000001388240Turning Movement Peak Hour Data Plot (7:30 AM)
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 7Turning Movement Peak Hour Data (4:30 PM)Start TimeHWY-82 SouthboundWestbound ApproachHWY-82-NorthboundSouthboundWestboundNorthboundThruLeftU-TurnPedsApp. TotalRightLeftU-TurnPedsApp. TotalRightThruU-TurnPedsApp. TotalInt. Total4:30 PM359500364540093194001975704:45 PM36513003787300104203002075955:00 PM4059004146400103196001996235:15 PM44170044830003422300227678Total1570340016042111003214816008302466Approach %97.92.10.0--65.634.40.0--1.798.30.0---Total %63.71.40.0-65.00.90.40.0-1.30.633.10.0-33.7-PHF0.8900.6540.000-0.8950.7500.6880.000-0.8000.8750.9150.000-0.9140.909All Vehicles (no classification)1570340-160421110-32148160-8302466% All Vehicles (noclassification)100.0100.0--100.0100.0100.0--100.0100.0100.0--100.0100.0Bicycles on Crosswalk---0----0----0--% Bicycles on Crosswalk----------------Pedestrians---0----0----0--% Pedestrians----------------
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 8Peak Hour Data08/22/2018 4:30 PMEnding At08/22/2018 5:30 PMAll Vehicles (noclassification)Bicycles on CrosswalkPedestriansHWY-82 Southbound [N]OutInTotal8371604244100000083716042441157034000000000015703400TLUP48
0
0
48
Out
32
0
0
32
In
80
0
0
80
Total
Westbound Approach [E]
R
21
0
0
21
L
11
0
0
11
U
0
0
0
0
P
0
0
0
0
1581830241100000015818302411OutInTotalHWY-82-Northbound [S]UTRP0816140000000000816140Turning Movement Peak Hour Data Plot (4:30 PM)
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 9Turning Movement Peak Hour Data (7:45 AM)Start TimeHWY-82 SouthboundWestbound ApproachHWY-82-NorthboundSouthboundWestboundNorthboundThruLeftU-TurnPedsApp. TotalRightLeftU-TurnPedsApp. TotalRightThruU-TurnPedsApp. TotalInt. Total7:45 AM1812001834600105376003815748:00 AM17570018212240188337003455458:15 AM144900153104310457373003805788:30 AM1695001741022110223828300291688Total6692300692361424602962813690013972385Approach %96.73.30.0--12.24.783.1--2.098.00.0---Total %28.11.00.0-29.01.50.610.3-12.41.257.40.0-58.6-PHF0.9240.6390.000-0.9450.7500.5830.291-0.3320.8750.9100.000-0.9170.867All Vehicles (no classification)669230-6923614246-2962813690-13972385% All Vehicles (noclassification)100.0100.0--100.0100.0100.0100.0-100.0100.0100.0--100.0100.0Bicycles on Crosswalk---0----0----0--% Bicycles on Crosswalk----------------Pedestrians---0----0----0--% Pedestrians----------------
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 10Peak Hour Data08/23/2018 7:45 AMEnding At08/23/2018 8:45 AMAll Vehicles (noclassification)Bicycles on CrosswalkPedestriansHWY-82 Southbound [N]OutInTotal14056922097000000140569220976692300000000006692300TLUP297
0
0
297
Out
296
0
0
296
In
593
0
0
593
Total
Westbound Approach [E]
R
36
0
0
36
L
14
0
0
14
U
246
0
0
246
P
0
0
0
0
6831397208000000068313972080OutInTotalHWY-82-Northbound [S]UTRP013692800000000001369280Turning Movement Peak Hour Data Plot (7:45 AM)
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 11Turning Movement Peak Hour Data (4:45 PM)Start TimeHWY-82 SouthboundWestbound ApproachHWY-82-NorthboundSouthboundWestboundNorthboundThruLeftU-TurnPedsApp. TotalRightLeftU-TurnPedsApp. TotalRightThruU-TurnPedsApp. TotalInt. Total4:45 PM3471100358510064217002215855:00 PM4085004139702164193001976265:15 PM39512004075500106226002326495:30 PM35480036252007819900207576Total1504360015402415023922835008572436Approach %97.72.30.0--61.538.50.0--2.697.40.0---Total %61.71.50.0-63.21.00.60.0-1.60.934.30.0-35.2-PHF0.9220.7500.000-0.9320.6670.5360.000-0.6090.6880.9240.000-0.9230.938All Vehicles (no classification)1504360-154024150-39228350-8572436% All Vehicles (noclassification)100.0100.0--100.0100.0100.0--100.0100.0100.0--100.0100.0Bicycles on Crosswalk---0----0----0--% Bicycles on Crosswalk--------0.0-------Pedestrians---0----2----0--% Pedestrians--------100.0-------
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 ashleyc@sgm-inc.comCount Name: Aspen Glen Signal WarrantSite Code:Start Date: 08/22/2018Page No: 12Peak Hour Data08/23/2018 4:45 PMEnding At08/23/2018 5:45 PMAll Vehicles (noclassification)Bicycles on CrosswalkPedestriansHWY-82 Southbound [N]OutInTotal8591540239900000085915402399150436000000000015043600TLUP58
0
0
58
Out
39
0
0
39
In
97
0
0
97
Total
Westbound Approach [E]
R
24
0
0
24
L
15
0
0
15
U
0
0
0
0
P
2
2
0
0
1519857237600000015198572376OutInTotalHWY-82-Northbound [S]UTRP0835220000000000835220Turning Movement Peak Hour Data Plot (4:45 PM)
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 danc@sgm-inc.comCount Name: Aspen Glen PM GapSite Code:Start Date: 08/22/2018Page No: 1Combined DirectionStart Time2.0 - 4.04.0 - 6.06.0 - 8.08.0 - 10.010.0 - 12.012.0 - 14.014.0 - 16.016.0 - 18.018.0 - 20.020.0 - 22.022.0 - 24.024.0 - 26.026.0 - 28.028.0 - 99.0Total3:00 PM692515922100000001233:15 PM702811431010100001193:30 PM77219540011000011193:45 PM853111240000000001334:00 PM671514433001000001074:15 PM62181111110001101984:30 PM66243911310000001084:45 PM76141161002010000111Total572176854019855221102918Total %62.319.29.34.42.10.90.50.50.20.20.10.10.00.2100.0
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 danc@sgm-inc.comCount Name: Aspen Glen PM GapSite Code:Start Date: 08/22/2018Page No: 2Southbound (Southbound)Start Time2.0 - 4.04.0 - 6.06.0 - 8.08.0 - 10.010.0 - 12.012.0 - 14.014.0 - 16.016.0 - 18.018.0 - 20.020.0 - 22.022.0 - 24.024.0 - 26.026.0 - 28.028.0 - 99.0Total3:00 PM4219121233722110121073:15 PM34221527132311005963:30 PM392316663403121031073:45 PM322512710430031002994:00 PM401213778331211111004:15 PM462315622310001051044:30 PM50209916305120211094:45 PM3610116553112001586Total319154103554132299151183524808Total %39.519.112.76.85.14.03.61.11.91.41.00.40.63.0100.0
SGM118 W. 6th StreetSuite 200Glenwood Springs, Colorado, United States 81601(970) 945-1004 danc@sgm-inc.comCount Name: Aspen Glen PM GapSite Code:Start Date: 08/22/2018Page No: 3Northbound (Northbound)Start Time2.0 - 4.04.0 - 6.06.0 - 8.08.0 - 10.010.0 - 12.012.0 - 14.014.0 - 16.016.0 - 18.018.0 - 20.020.0 - 22.022.0 - 24.024.0 - 26.026.0 - 28.028.0 - 99.0Total3:00 PM512817542101331011173:15 PM5326101251110211011143:30 PM611110543122010031033:45 PM772515425331000011364:00 PM46151033610130102914:15 PM41111253222101104854:30 PM52269712011010041044:45 PM58191463502030010111Total4391619747252691171174116861Total %51.018.711.35.52.93.01.01.30.81.30.80.50.11.9100.0