HomeMy WebLinkAboutTIMBERLINE INTERNATIONAL APU - PDP200014 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYDELICH Ziggi’s at Timberline, September 2020
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Existing Traffic/Operation
The peak hour traffic at the Timberline/International intersection is shown in
Figure 4. Traffic counts at the Timberline/International intersection were obtained in
August 2020. Raw traffic count data is provided in Appendix B.
Using the volumes shown in Figure 4, the current peak hour operation at the
Timberline/International intersection is shown in Table 1. Calculation forms for these
analyses are provided in Appendix C. The Timberline/International intersection was
analyzed using the unsignalized intersection techniques from the 2016 Highway
Capacity Manual, 6
th
Edition (2016 HCM). A description of level of service for
unsignalized intersections from the 2016 HCM is provided in Appendix C. Table 4-3
showing the Fort Collins Motor Vehicle LOS Standards (Intersections) is also provided
in Appendix C. At unsignalized intersections, acceptable operation during the peak
hours is defined as level of service D overall and level of service F for any approach leg
for an arterial/collector, arterial/local, collector/local, and local/local intersection. As can
be seen in Table 1, the Timberline/International intersection is currently meeting the Fort
Collins operational criteria with existing control and geometry.
Trip Generation/Trip Distribution/Trip Assignment
In a memorandum dated August 12, 2020, trip generation for the Ziggi’s coffee
shop was analyzed. It was determined that Ziggi’s Coffee franchise data should be
used for trip generation purposes. This cited memorandum is provided in Appendix D.
Trip Generation, 10
th
Edition, ITE was used to estimate the daily and peak hour trip
generation for the Retail portion of the Ziggi’s at Timberline development. From these
sources, the daily and peak hour trip generation as shown in Table 2. The trip
generation resulted in 568 daily trip ends, 67 morning peak hour trip ends, and 33
afternoon peak hour trip ends. Passby trips were applied using the techniques in the
Trip Generation Handbook, 3
rd
Edition. The trip distribution for the Ziggi’s at Timberline
development is shown in Figure 5. Figure 6 shows the site generated peak hour traffic
at the Timberline/International and Timberline/Site Access intersections.
Background/Total Traffic Projections
Background traffic projections for the short range (2025) future horizon were
obtained by factoring the recent traffic volumes on Timberline Road and International
Boulevard by two percent per year. Figure 7 shows the short range (2025) background
peak hour traffic at the Timberline/International intersection.
The traffic volumes generated by the proposed Ziggi’s at Timberline development
were added to the background traffic volumes to produce the total traffic volume
forecasts. Figure 8 shows the short range (2025) total peak hour traffic at the
Timberline/International and Timberline/Site Access intersections.
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Operation Analysis
Table 3 shows the short range (2025) background morning and afternoon peak
hour operation at the Timberline/International intersection. The Timberline/International
intersection will meet the Fort Collins operational criteria with existing control and
geometry. Calculation forms for these analyses are provided in Appendix E.
Table 4 shows the short range (2025) total morning and afternoon peak hour
operation at the Timberline/International and Timberline/Site Access intersections. The
Timberline/International and Timberline/Site Access intersections will meet the Fort
Collins operational criteria with existing/recommended control and geometry.
Calculation forms for these analyses are provided in Appendix F.
Geometry
Figure 9 shows the recommended geometry at the Timberline /International and
Timberline/Site Access intersections. A southbound right-turn lane, approaching the Site
Access, is not required based upon LCUASS, Figure 8-4. As an arterial street, Timberline
Road needs to be widened from International Boulevard north to Crusader Street, to
include a center median lane. Widening this area of Timberline Road could have
significant impacts to properties to the north on both sides of Timberline Road. Widening
would require right-of-way and cooperation from a number of property owners. As such,
no center median lane is expected to be built in this segment in the near future. Not
having a left-turn lane on Timberline Road approaching the Site Access means that
northbound left turns must be executed from the through lane. This can cause possible
conflicts (rear-end accidents) with the northbound through traffic on Timberline Road.
According to the analyses in Appendix F, the northbound left-turn queue at the
Timberline/Site Access intersection is calculated at less than one vehicle during both peak
hours. This means that only the one left-turning vehicle will conflict with the northbound
through traffic on Timberline Road. The average delay for a left-turning vehicle is 9.8
seconds in the morning peak hour and 8.4 seconds in the afternoon peak hour. If this
delay increases, the chance for a conflict with the northbound through traffic increases.
Queuing Analysis for Ziggi’s Drive-thru Coffee Shop
Figure 10 shows the queuing diagram for the drive-thru coffee shop. The highest
trip generation occurs in the morning peak hour. According to the site plan, there will be
one drive-thru window and two order boards. The single lane drive-thru aisle is
approximately 160 feet long and can accommodate seven vehicles at a spacing of 23.5
feet per vehicle (front bumper to front bumper). The double drive-thru aisle with the two
order boards is approximately 120-125 feet long (inside lane) and 145-150 feet long
(outside lane), and can accommodate 11 vehicles total. A total of 18 vehicles can be in
the queue without impacting the main parking lot.
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Service time data in the morning peak hour was obtained from a Ziggi’s Coffee
Shop in the northwest quadrant of the College/Trilby intersection. This Ziggi’s Coffee
Shop had one drive-thru window and one order board. Ziggi’s Coffee has a goal of
three minutes between ordering and finishing the transaction (exiting). At this location,
the time between ordering and exiting was approximately 3.15 minutes. During the time
spent between the order board and arriving at the window, the order will be prepared
and be available at the window when the vehicle arrives. The service time with respect
to the queuing analysis is the time spent at the service window. The data indicates that
the average service time at the window is 79.6 seconds (1.33 minutes).
In order to determine if the available 18 vehicle length queue is adequate, a
queuing analysis, as described in Chapter 8 of Transportation and Land Development,
ITE, 1988, was conducted. The results of the queuing analysis indicated that the 95
th
percentile longest queue, during the morning peak hour, would need to accommodate
eight vehicles (7.58592 vehicles) at one time. The probability that there would be one
or more vehicles in the queue is approximately 26.8 percent. Since the available length
can accommodate 18 vehicles with no impact to the site, it is concluded that the drive-
thru lane will accommodate the 95
th
percentile queue. Therefore, the queue will not
extend out to the main parking lot, nor will it impact Timberline Road.
Pedestrian/Bicycle Level of Service
There are sidewalks along the east side of Timberline Road, south of
International Boulevard. There are sidewalks on the north side of International
Boulevard. There are no other sidewalks in the immediate area. However, the Ziggi’s
at Timberline development is unlikely to produce much pedestrian traffic.
There are bicycle lanes along Timberline Road. There are no designated bicycle
lanes along International Boulevard. However, there is enough width in International
Boulevard for approximately 700 feet from Timberline Road that bicycles can operate
safely.
Transit Level of Service
Currently, this area is served by Transfort Route 14 along Timberline Road.
There is a bus stop south of International Boulevard near Donella Court and to the north
near Annabel Avenue.
Conclusions
It is concluded that the Timberline/International and Timberline/Site Access
intersections will meet the Fort Collins operational criteria with existing/recommended
control and geometry. As an arterial street, Timberline Road should have a center
DELICH Ziggi’s at Timberline, September 2020
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median lane to accommodate left-turning vehicles. However, this improvement will not
likely occur in the near future. As such, no center median lane is expected to be built in
the near future. Since the northbound vehicles entering the site will be in the northbound
through lane, there will be some delay to the through traffic. The results of the queuing
analysis for the drive-thru lane indicated that the longest queue (95
th
percentile), during
the morning peak hour would need to accommodate eight vehicles at one time. Since
the combined minimum available length can accommodate 18 vehicles, it is concluded
that the back of the queue will not conflict with the on-site circulation of the site or
Timberline Road. It is respectfully requested that no further transportation analyses
related to the proposed development of Ziggi’s at Timberline be required at this time.
BURLINGTON NORTHERN RAILROAD
Mulberry
Timberline
Vine
International
Lincoln
14
SCALE: 1"=1000'
SITE LOCATION Figure 1
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Ziggi's at Timberline TIS, September 2020
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SCALE: 1"=40'
SITE PLAN Figure 2
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Ziggi's at Timberline TIS, September 2020
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EXISTING INTERSECTION GEOMETRY Figure 3
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Ziggi's at Timberline TIS, September 2020
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Timberline
International
STOP
- Denotes Lane
AM/PM
RECENT PEAK HOUR TRAFFIC Figure 4
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Ziggi's at Timberline TIS, September 2020
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Timberline
International
154/156
278/570
61/25
622/411
33/14
225/135
DELICH Ziggi’s at Timberline, September 2020
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TABLE 1
Current Peak Hour Operation
Intersection Movement Level of Service
AM PM
Timberline/International
(stop sign)
EB LT F (50.3 secs) D
EB RT D B
EB APPROACH D B
NB LT B A
OVERALL A A
TABLE 2
Trip Generation Using Ziggi’s Franchise Data
Code Use Size
AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
820 Shopping Center 2.545
KSF 37.75 94 0.58 1 0.36 1 1.83 5 1.98 5
N/A Ziggi’s Coffee 0.624
KSF N/A 474 N/A
33 N/A 32 N/A 12 N/A 11
Total 568 34 33 17 16
Timberline
International
14
10%
55%
35%
SCALE: 1"=600'
TRIP DISTRIBUTION Figure 5
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Ziggi's at Timberline TIS, September 2020
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AM/PM
SITE GENERATED
PEAK HOUR TRAFFIC Figure 6
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Ziggi's at Timberline TIS, September 2020
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International
2/3
0/1
1/2
0/1
Timberline
11/9
-9/-5
23/8
-20/-3
12/10
21/6
Site Access
AM/PM
SHORT RANGE (2025) BACKGROUND
PEAK HOUR TRAFFIC Figure 7
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Ziggi's at Timberline TIS, September 2020
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Timberline
International
170/172
307/629
67/28
688/454
36/15
248/149
AM/PM
SHORT RANGE (2025) TOTAL
PEAK HOUR TRAFFIC Figure 8
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Ziggi's at Timberline TIS, September 2020
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International
170/172
309/632
67/29
689/456
36/16
248/149
Timberline
11/9
334/639
23/8
735/479
12/10
21/6
Site Access
DELICH Ziggi’s at Timberline, September 2020
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TABLE 3
Short Range (2025) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
Timberline/International
(stop sign)
EB LT F (76.4 secs) E (41.5 secs)
EB RT E (39.7 secs) B
EB APPROACH E (44.4 secs) C
NB LT B A
OVERALL A A
TABLE 4
Short Range (2025) Total Peak Hour Operation
Intersection Movement Level of Service
AM PM
Timberline/International
(stop sign)
EB LT F (77.8 secs) E (42.3 secs)
EB RT E (40.0 secs) B
EB APPROACH E (44.8 secs) C
NB LT B A
OVERALL A A
Timberline/Site Access
(stop sign)
EB LT/RT C C
NB LT/T A A
OVERALL A A
AM/PM
RECOMMENDED GEOMETRY Figure 9
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Ziggi's at Timberline TIS, September 2020
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International
Timberline
Site Access
STOP STOP
SCALE: 1"=30'
QUEUING DIAGRAM Figure 10
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Ziggi's at Timberline TIS, September 2020
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APPENDIX A
APPENDIX B
DELICH ASSOCIATES
2272 GLEN HAVEN DRIVE
LOVELAND, CO 80538
Phone: (970) 669-2061
TABULAR SUMMARY OF VEHICLE COUNTS
Date: 8/20/2020 Observer: Vickie
Day: Thursday Jurisdiction: Fort Collins
R = right turn Intersection: Timberline/International
S = straight
L = left turn
Time Northbound: Timberline Southbound: Timberline Total Eastbound: International Westbound: Total Total
Begins L S R Total L S R Total north/south L S R Total L S R Total east/west All
7:15 19 70 89 153 6 159 248 4 45 49 0 49 297
7:30 50 60 110 168 24 192 302 2 55 57 0 57 359
7:45 65 79 144 162 21 183 327 15 85 100 0 100 427
8:00 20 69 89 139 10 149 238 12 40 52 0 52 290 #
8:15 18 71 89 109 2 111 200 2 24 26 0 26 226 #
8:30 25 54 79 148 4 152 231 8 27 35 0 35 266 #
7:15-8:15 154 278 0 432 0 622 61 683 1115 33 0 225 258 0 0 0 0 258 1373
PHF 0.59 0.88 n/a 0.75 n/a 0.93 0.64 0.89 0.55 n/a 0.66 0.65 n/a n/a n/a n/a 0.8
4:15 33 133 166 118 8 126 292 2 29 31 0 31 323
4:30 20 123 143 130 6 136 279 6 25 31 0 31 310
4:45 48 134 182 92 4 96 278 2 39 41 0 41 319
5:00 44 137 181 112 8 120 301 2 38 40 0 40 341 #
5:15 33 152 185 101 5 106 291 4 34 38 0 38 329 #
5:30 31 147 178 106 8 114 292 6 24 30 0 30 322 #
4:45-5:45 156 570 0 726 0 411 25 436 1162 14 0 135 149 0 0 0 0 149 1311
PHF 0.81 0.94 n/a 0.98 n/a 0.92 0.78 0.91 0.58 n/a 0.87 0.91 n/a n/a n/a n/a 0.96
APPENDIX C
HCM 6th TWSC Recent AM
3: Timberline & International
Scenario 1 09/02/2020 Synchro 11 Light Report
recent am.syn
Intersection
Int Delay, s/veh 6.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 33 225 154 278 622 61
Future Vol, veh/h 33 225 154 278 622 61
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 250 - - 250
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 39 265 181 327 732 72
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1421 732 804 0 - 0
Stage 1 732 -----
Stage 2 689 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 150 421 820 - - -
Stage 1 476 -----
Stage 2 498 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 117 421 820 - - -
Mov Cap-2 Maneuver 117 -----
Stage 1 371 -----
Stage 2 498 -----
Approach EB NB SB
HCM Control Delay, s 30 3.8 0
HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 820 - 117 421 - -
HCM Lane V/C Ratio 0.221 - 0.332 0.629 - -
HCM Control Delay (s) 10.6 - 50.3 27 - -
HCM Lane LOS B - F D - -
HCM 95th %tile Q(veh) 0.8 - 1.3 4.2 - -
HCM 6th TWSC Recent PM
3: Timberline & International
Scenario 1 09/02/2020 Synchro 11 Light Report
recent pm.syn
Intersection
Int Delay, s/veh 2.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 14 135 156 570 411 25
Future Vol, veh/h 14 135 156 570 411 25
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 250 - - 250
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 22222
Mvmt Flow 15 141 163 594 428 26
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1348 428 454 0 - 0
Stage 1 428 -----
Stage 2 920 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 166 627 1107 - - -
Stage 1 657 -----
Stage 2 388 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 142 627 1107 - - -
Mov Cap-2 Maneuver 142 -----
Stage 1 560 -----
Stage 2 388 -----
Approach EB NB SB
HCM Control Delay, s 14.4 1.9 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1107 - 142 627 - -
HCM Lane V/C Ratio 0.147 - 0.103 0.224 - -
HCM Control Delay (s) 8.8 - 33.2 12.4 - -
HCM Lane LOS A - D B - -
HCM 95th %tile Q(veh) 0.5 - 0.3 0.9 - -
UNSIGNALIZED INTERSECTIONS
Level-of-Service Average Total Delay
sec/veh
A < 10
B > 10 and < 15
C > 15 and < 25
D > 25 and < 35
E > 35 and < 50
F > 50
Table 4-3
Fort Collins (GMA and City Limits)
Motor Vehicle LOS Standards (Intersections)
Overall
Any
Approach Leg
Any
Movement
Signalized D1
E E2
Unsignalized E3 F4
Arterial/Arterial
Collector/Collector
Unsignalized D3 F4
Arterial/Collector
Arterial/Local
Collector/Local
Local/Local
Roundabout E3,5 E5,4 E5
1 In mixed use district including downtown as defined by structure plan, overall LOS E is acceptable
2 Applicable with at least 5% of total entering volume
3 Use weighed average to identify overall delay
4 Mitigation may be required
5 Apply unsignalized delay value thresholds to determine LOS
APPENDIX D
DELICH ASSOCIATES Traffic & Transportation Engineering
2272 Glen Haven Drive Loveland, Colorado 80538
Phone: (970) 669-2061 Fax: (970) 669-5034
MEMORANDUM
TO: Devin Ferrey, FR Corporation
Steve Steinbicker, Architecture West
Steve Gilchrist, Fort Collins Traffic Operations
FROM: Matt Delich
DATE: August 12, 2020
SUBJECT: Timberline Industrial Traffic Analyses
(File: 2057ME01)
This memorandum provides trip generation for the proposed commercial uses on
the parcel in the northwest quadrant of the Timberline/International intersection in Fort
Collins. This parcel was previously analyzed with a 4,808 square foot retail building and
four small apartment units. A “No TIS Required” memorandum was prepared for the
previous proposal. For the new proposal, the City requested a trip generation analysis
to determine if a Traffic Impact Study will be needed. This memorandum was prepared
to provide trip generation information for the project neighborhood meeting on August
13, 2020.
The attached site plan shows a retail building (2,500 square feet) and a drive-thru
coffee shop (one window; no indoor seating). The intended coffee shop is a Ziggi’s at
625 square feet. There will be patio space for potential outdoor searing. There will be
one access driveway on Timberline Road, located approximately 350 feet north of
International Boulevard.
The daily and peak hour trip generation was calculated using Trip Generation,
10th
Edition, ITE, using Shopping Center (Code 820) and Coffee/Donut Shop with
Drive-thru and No Indoor Seating (Code 938). Table 1 shows the calculated trip
generation. From the cited reference, the average size of the coffee shop building was
90 square feet. Since the proposed coffee shop building is more than six times the
average size, the calculated trip generation seemed high enough to question its validity.
Since Ziggi’s utilizes this same footprint at other locations, transaction sales information
was obtained from Ziggi’s at three locations in Northern Colorado. That sales data
covered three weekdays (February 24-26, 2020) from 5:00am to 7:00pm (these 104
hours are the standard operating times). Each transaction is considered to be one
vehicle. Each vehicle is considered to have two trip ends (one inbound and one
outbound). The average for all of the sites was: 444 daily trip ends, 65 morning peak
hour trip ends, and 23 afternoon peak hour trip ends. This reflects trips related to
customers. Daily trips related to employees and deliveries was estimated at 30 trip
DELICH
ASSOCIATES
ends per day. The employee/delivery trips did not occur during the peak hours. The
total trip generation for the similar Ziggi’s Coffee Shops was: 474 daily trip ends, 65
morning peak hour trip ends, and 23 afternoon peak hour trip ends. This trip generation
seemed more reasonable for a single window coffee shop. Table 2 shows the trip
generation using the aforementioned franchise sales information: 568 daily trip ends,
67 morning peak hour trip ends, and 33 afternoon peak hour trip ends.
It is suggested that the calculated trip generation in Table 2 be used for the
proposed uses at this site. It is expected a subsequent memorandum addressing
additional traffic related information (particularly the drive-thru queuing analysis) will be
required as this development proceeds through the Fort Collins process.
DELICH
ASSOCIATES
TABLE 1
Trip Generation
Code Use Size
AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
820 Shopping Center 2.545
KSF 37.75 94 0.58 1 0.36 1 1.83 5 1.98 5
938
Coffee/Donut
Shop with Drive-
thru & No Indoor
Seating
0.624
KSF 2000.0 1248 168.52 105 168.52
105 41.66 26 41.66 26
Total 1342 106 106 31 31
TABLE 2
Trip Generation Using Ziggi’s Franchise Data
Code Use Size
AWDTE AM Peak Hour PM Peak Hour
Rate Trips Rate In Rate Out Rate In Rate Out
820 Shopping Center 2.545
KSF 37.75 94 0.58 1 0.36 1 1.83 5 1.98 5
N/A Ziggi’s Coffee 0.624
KSF N/A 474 N/A 33 N/A
32 N/A 12 N/A 11
Total 568 34 33 17 16
APPENDIX E
HCM 6th TWSC Short Bkgrd AM
3: Timberline & International
Scenario 1 09/02/2020 Synchro 11 Light Report
sb am.syn
Intersection
Int Delay, s/veh 9.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 248 170 307 688 67
Future Vol, veh/h 36 248 170 307 688 67
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 250 - - 250
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 42 292 200 361 809 79
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1570 809 888 0 - 0
Stage 1 809 -----
Stage 2 761 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 122 380 763 - - -
Stage 1 438 -----
Stage 2 461 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 90 380 763 - - -
Mov Cap-2 Maneuver 90 -----
Stage 1 323 -----
Stage 2 461 -----
Approach EB NB SB
HCM Control Delay, s 44.4 4.1 0
HCM LOS E
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 763 - 90 380 - -
HCM Lane V/C Ratio 0.262 - 0.471 0.768 - -
HCM Control Delay (s) 11.4 - 76.4 39.7 - -
HCM Lane LOS B - F E - -
HCM 95th %tile Q(veh) 1.1 - 2 6.3 - -
HCM 6th TWSC Short Bkgrd PM
3: Timberline & International
Scenario 1 09/02/2020 Synchro 11 Light Report
sb pm.syn
Intersection
Int Delay, s/veh 2.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 149 172 629 454 28
Future Vol, veh/h 15 149 172 629 454 28
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 250 - - 250
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 22222
Mvmt Flow 16 155 179 655 473 29
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1486 473 502 0 - 0
Stage 1 473 -----
Stage 2 1013 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 137 591 1062 - - -
Stage 1 627 -----
Stage 2 351 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 114 591 1062 - - -
Mov Cap-2 Maneuver 114 -----
Stage 1 521 -----
Stage 2 351 -----
Approach EB NB SB
HCM Control Delay, s 15.8 1.9 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1062 - 114 591 - -
HCM Lane V/C Ratio 0.169 - 0.137 0.263 - -
HCM Control Delay (s) 9.1 - 41.5 13.2 - -
HCM Lane LOS A - E B - -
HCM 95th %tile Q(veh) 0.6 - 0.5 1 - -
APPENDIX F
HCM 6th TWSC Short Total AM
3: Timberline & International
Scenario 1 09/02/2020 Synchro 11 Light Report
st am.syn
Intersection
Int Delay, s/veh 9.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 36 248 170 309 689 67
Future Vol, veh/h 36 248 170 309 689 67
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 250 - - 250
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 42 292 200 364 811 79
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1575 811 890 0 - 0
Stage 1 811 -----
Stage 2 764 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 121 379 761 - - -
Stage 1 437 -----
Stage 2 460 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 89 379 761 - - -
Mov Cap-2 Maneuver 89 -----
Stage 1 322 -----
Stage 2 460 -----
Approach EB NB SB
HCM Control Delay, s 44.8 4 0
HCM LOS E
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 761 - 89 379 - -
HCM Lane V/C Ratio 0.263 - 0.476 0.77 - -
HCM Control Delay (s) 11.4 - 77.8 40 - -
HCM Lane LOS B - F E - -
HCM 95th %tile Q(veh) 1.1 - 2 6.3 - -
HCM 6th TWSC Short Total PM
3: Timberline & International
Scenario 1 09/02/2020 Synchro 11 Light Report
st pm.syn
Intersection
Int Delay, s/veh 2.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 149 172 632 456 29
Future Vol, veh/h 16 149 172 632 456 29
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 150 0 250 - - 250
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 22222
Mvmt Flow 17 155 179 658 475 30
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1491 475 505 0 - 0
Stage 1 475 -----
Stage 2 1016 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 136 590 1060 - - -
Stage 1 626 -----
Stage 2 350 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 113 590 1060 - - -
Mov Cap-2 Maneuver 113 -----
Stage 1 520 -----
Stage 2 350 -----
Approach EB NB SB
HCM Control Delay, s 16.1 1.9 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR
Capacity (veh/h) 1060 - 113 590 - -
HCM Lane V/C Ratio 0.169 - 0.147 0.263 - -
HCM Control Delay (s) 9.1 - 42.3 13.3 - -
HCM Lane LOS A - E B - -
HCM 95th %tile Q(veh) 0.6 - 0.5 1.1 - -
HCM 6th TWSC Short Total AM
5: Timberline & Site Access
Scenario 1 09/02/2020 Synchro 11 Light Report
st am.syn
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 21 11 334 735 23
Future Vol, veh/h 12 21 11 334 735 23
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 85 85 85 85 85 85
Heavy Vehicles, % 2 22222
Mvmt Flow 14 25 13 393 865 27
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1298 879 892 0 - 0
Stage 1 879 -----
Stage 2 419 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 178 347 760 - - -
Stage 1 406 -----
Stage 2 664 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 174 347 760 - - -
Mov Cap-2 Maneuver 174 -----
Stage 1 397 -----
Stage 2 664 -----
Approach EB NB SB
HCM Control Delay, s 21.6 0.3 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 760 - 255 - -
HCM Lane V/C Ratio 0.017 - 0.152 - -
HCM Control Delay (s) 9.8 0 21.6 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0.1 - 0.5 - -
HCM 6th TWSC Short Total PM
5: Timberline & Site Access
Scenario 1 09/02/2020 Synchro 11 Light Report
st pm.syn
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 6 9 639 479 8
Future Vol, veh/h 10 6 9 639 479 8
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 96 96 96 96 96 96
Heavy Vehicles, % 2 22222
Mvmt Flow 10 6 9 666 499 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1187 503 507 0 - 0
Stage 1 503 -----
Stage 2 684 -----
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 -----
Critical Hdwy Stg 2 5.42 -----
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 208 569 1058 - - -
Stage 1 607 -----
Stage 2 501 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 205 569 1058 - - -
Mov Cap-2 Maneuver 205 -----
Stage 1 599 -----
Stage 2 501 -----
Approach EB NB SB
HCM Control Delay, s 19.2 0.1 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1058 - 270 - -
HCM Lane V/C Ratio 0.009 - 0.062 - -
HCM Control Delay (s) 8.4 0 19.2 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0 - 0.2 - -